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Report

Salinity and Geotechnical Assessment Stockland Site – Lots 1, 2, 3 in DP 1078187 and Lots 3, 4, 5 in DP 255714, Richmond Road, Marsden Park, NSW

Prepared for: Stockland Development Pty Ltd C/-Cardno (NSW) Pty Ltd PO Box 19 ST LEONARDS NSW 1590 Ref: JC12129A-r1 July 2013

31st July 2013 Our Ref: JC12129A-r1 Stockland Development Pty Limited C/- Cardno (NSW) Pty Ltd PO Box 19 ST LEONARDS NSW 1590 Attention: Ms Megan Bonner Dear Madam Re: Salinity and Geotechnical Assessment Report

Stockland Site – Lots 1, 2, 3 in DP 1078187 and Lots 3, 4, 5 in DP 255714, Richmond Road, Marsden Park

This report presents the results of our Salinity and Geotechnical assessment for the Stockland Site comprising of Lots 1, 2, 3 in DP 1078187 and Lots 3, 4, 5 in DP 255714, Richmond Road, Marsden Park Should you have any queries, please contact the undersigned. Yours faithfully, GeoEnviro Consultancy Pty Ltd

Steven Goss BEnvSc Solern Liew CPEng (NPER) Environmental Scientist Director C:\\12JOB\129\A\JC12129A-r1.DOC

Proposed Development i JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013

TABLE OF CONTENTS

Section Page

1. INTRODUCTION..................................................................................................1

2. SCOPE OF WORK................................................................................................1

2.1 Salinity Investigation............................................................................................... 1

2.2 Geotechnical Investigation...................................................................................... 2

3. SITE INFORMATION..........................................................................................2

3.1 Site Location ............................................................................................................ 2

3.2 Geological and Topographical Setting................................................................... 3

3.3 Hydrogeology ........................................................................................................... 3

4. INVESTIGATION METHODOLOGY.................................................................4

4.1 Fieldwork ................................................................................................................. 4

4.2 Laboratory Analysis................................................................................................ 5

5. SUBSURFACE CONDITIONS ............................................................................5

6. SALINITY ISSUES ...............................................................................................7

6.1 Urban Salinity and Proposed Development .......................................................... 7

6.2 Salinity Management Policy and Objectives......................................................... 8

6.3 Guidelines and Code of Practice ............................................................................ 9

6.4 Laboratory Test Results........................................................................................ 11

6.5 Salinity Hazard Identification and Assessment .................................................. 19 6.5.1 Surface Indicators.............................................................................................................19 6.5.2 Groundwater .....................................................................................................................19 6.5.3 Salinity Assessment and Salt Profiles...............................................................................19 6.5.4 Salinity Hazards................................................................................................................21

6.6 Salinity Management Plan.................................................................................... 22

6.7 Salinity Management Summary and General Recommendations .................... 27 6.7.1 Earthworks and Construction ...........................................................................................27 6.7.2 Building Structures and Infrastructures............................................................................29

6.8 Other Management Issues .................................................................................... 31 6.8.1 Health and Safety .............................................................................................................31 6.8.2 Records and Documentations ...........................................................................................31 6.8.3 Compliance and Corrective Actions.................................................................................31

Proposed Development ii JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013

GeoEnviro Consultancy

7.0 GEOTECHNICAL ISSUES ............................................................................32

7.1 Principles of Site Classification ............................................................................ 32

7.2 Results and Assessment......................................................................................... 32

7.3 Comments and Recommendations....................................................................... 36 7.3.1 Earthworks........................................................................................................................36 7.3.2 Site Excavation and Vibration..........................................................................................39 7.3.3 Retaining Wall and Slope Batters.....................................................................................40 7.3.4 Foundation Design............................................................................................................41 7.3.5 Water Retention Structures...............................................................................................43 7.3.6 Pavement Design ..............................................................................................................44

8.0 LIMITATIONS ................................................................................................46 REFERENCES

LIST OF DRAWINGS Drawing No 1 Site Locality and Proposed Development Plan Drawing No 2 Borehole Location Plan Drawing No 3 Indicative Wet Clays and Bedrock Levels Plan Drawing No 4 Salinity Potential Plan – Topsoil Drawing No 5 Salinity Potential Plan – Depth less than 1.0m Drawing No 6 Salinity Potential Plan – Depth greater than 1.0m LIST OF APPENDICES Appendix A Borehole Reports Appendix B Laboratory Test Certificates – Salinity Appendix C Laboratory Test Certificates– Geotechnical Appendix D Explanatory Note

Proposed Development 1 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013


1. INTRODUCTION

This report presents the results of a preliminary salinity and geotechnical assessment for the

site referred to as Lots 1, 2, 3 in DP 1078187 and Lots 3, 4, 5 in DP 255714, Richmond Road,

Marsden Park (referred hereto as the Subject Site), as shown on Drawing No 1. The

investigation was commissioned by Mr Cameron Vella of Cardno in his email dated 6th

September 2012, acting on behalf of Stockland Development Pty Limited. The works were

carried out in general accordance with our fee proposal JG11608A-L3 dated 8th August 2012.

We understand that the proposed development will include mainly of low density residential

lots, with a small number of medium density lots as well as a sports field and a school

The objectives of this study were as follows;

To assess the salinity of the subsurface soil and the potential adverse impact on

the proposed development.

To assess the subsurface ground conditions and to provide general comments and

recommendations on geotechnical issues considered relevant to the proposed

development.

Provide an indicative Lot Classification to AS2870

Preliminary subgrade assessment and pavement design

2. SCOPE OF WORK

2.1 Salinity Investigation

The salinity assessment was performed in general conformance with our understanding of the

guidelines prepared by the Department of Land and Water Conservation (Reference 1) and

the Salinity Code of Practice prepared by Western Sydney Regional Organisation of Council

(Reference 4). The scope of work conducted consisted of:

Soil sampling of the topsoil and at every change in the soil texture at lower

depths at selected borehole locations.

Laboratory analysis to aid assessment of physical and chemical properties



2.2 Geotechnical Investigation

The scope of work for geotechnical investigation included;

Deepening of some boreholes to a maximum depth of 6.1m.

Standard Penetrometer Testing (SPT) and Hand penetrometer testing on the

clayey soil to assess the relative strength of the subsurface profile,

Visual soil classification and assessment of insitu material ,

Collection of soil samples for laboratory analysis of physical properties

Preparing a report providing comments and general guidelines on issues such as

earthworks, site preparation, suitable foundation systems and indicative site

classifications to AS2870.

3. SITE INFORMATION

3.1 Site Location

The Subject Site is located on the western side of Richmond Road in Marsden Park. The

Subject Site extends about 1.3km in the north-south direction and 2km in the east-west

direction. The Subject Site has an approximate 300m frontage and two other relatively

narrower frontages of about 60m wide to Richmond Road. Marden Park Golf Academy is

located at the north eastern corner of the site. Refer to Drawing No 1 for site locality.

Geographical location of the Subject Site is between 296 809 – 298 768 Easting 6270 334 –

6269 025 Northing. Total site area is approximately 200 hectares.

The site is within the jurisdiction of Blacktown City Council, Parish of Gidley and County of

Cumberland.

Surrounding properties consist of semi rural residential properties with agricultural activities.



3.2 Geological and Topographical Setting

The site is situated on gently undulating terrain, in the catchment area of South Creek which

flows north into the Hawkesbury River.

Ground surface within the Subject Site drops in a general westerly direction towards a South

Creek tributary at angles varying from 2 to 6 degrees. Along the Richmond Road frontage,

ground surface drops in a general easterly direction towards the frontage road.

The 1:100,000 Soil Landscape of Penrith Series 9030 prepared by the Soil Conservation

Services of NSW indicates the majority of the site to be underlain by Fluvial soil of the

Berkshire Park Soil Landscape Group. Typical soils consist of weakly pedal heavy clays and

clayey sands with common ironstone nodules, large silicrete boulders are common.

Limitations of the soil are high wind erosion hazards, gully, sheet and rill erosion on dissected

areas and risk of waterlogged and impermeable soils.

The 1:100,000 geological map of Penrith indicated the major underlying lithology to consist

of Londonderry Clays consisting of Clay, Patches of ferruginized and consolidated sand.

3.3 Hydrogeology

Subsurface water in the area would tend to flow in a general direction to the west towards the

South Creek tributary located near the western boundary.

Groundwater table was encountered in our boreholes BH 107 and 115 at depths of 3.0m and

5.2m respectively. All the other boreholes which were taken to a maximum depth of 6.1m

below existing ground surface were found to be dry. Due to the relatively impervious insitu

overburden soil, surface stormwater runoff infiltrating through the soil is likely to be limited

and therefore not likely to significantly influence the permanent groundwater table. Shallow

perched ground water is likely to be present in the immediate vicinity of the dams and creeks.

A search of registered groundwater monitoring bores within a 1km radius of the site was

carried out through the NSW Department Infrastructure, Planning and Natural Resources.

The search concluded that there were no bores within 1km radius from the site with registered

groundwater conditions.



3.4 Site Description

The Subject Site consisted predominantly of a large open paddock used for grazing with a

number of semi rural residential allotments fronting Richmond Road. There were a number

of dams throughout the site.

4. INVESTIGATION METHODOLOGY

4.1 Fieldwork

The fieldwork for the investigation was carried out between 19th and 27th of September 2012.

The investigation consisted of a total of 80 shallow boreholes (BH 1 to 19, 21 to 25, 27, 29,

31 to 54, 56 to 77, 79 to 83, 85 and 86) to a maximum depth of 2.0m and 40 deep boreholes

(BH 20, 26, 28, 30, 55, 78, 84 and 87 to 120) to a maximum depth of 5.0m or refusal on

bedrock as per the geotechnical brief. The shallow boreholes were drilled using a pendulum

drill rig attached to a rubber tyred and the deep boreholes were drilled using a truck mounted

drill rig equipped for site investigation purposes.

Refer to Drawing No 1 for borehole locations which were approximated by off-set

measurement relative to survey pegs, site boundaries and site features. The boreholes were

excavated through topsoil, fill, natural clay and in some locations into shale.

To aid assessment of the strength of the subsurface profile, hand penetrometer tests were

carried out in the boreholes. In the deep boreholes, Standard Penetration tests (SPT) were

carried out in the boreholes to assess the strength of the soil. The boreholes were observed

for groundwater during and upon completion of the borehole drilling.

Soil samples were collected from various boreholes and soil strata for laboratory assessment.

The field results together with details of the strata encountered in the boreholes are presented

in Table 1.



4.2 Laboratory Analysis

To assess the likely impact of soil salinity to the proposed development, the following

laboratory analysis was carried out on selected soil samples;

pH

Electrical Conductivity (Ec)

Particle size distribution

Emerson Dispersion Test

Soil analysis was performed by Envirolab Services Pty Ltd, a laboratory accredited by the

National Association of Testing Authorities (NATA). The Emerson Dispersion tests and

Particle Size Distribution tests were carried out in our NATA accredited laboratory. The

laboratory test reports for salinity properties are attached in Appendix B of this report.

Soil samples were also collected and tested for Atterberg Limits, Shrink/Swell Index and

California Bearing Ratio (CBR) to aid in the assessment of the physical properties of the soil.

CBR testing was also carried out on samples stabilised with 5% by weight of lime. These

tests were carried out in our NATA accredited laboratory and are attached in Appendix C of

this report

5. SUBSURFACE CONDITIONS

Reference should be made to the attached Table 1 and borehole reports for details of

subsurface profiles encountered. The following is a generalised subsurface profile;

Fill

Fill was encountered in BH 1, 4 and 8 to depths of 0.4m, 1.2m and 0.4m respectively. The fill

was found to consist of Silty Clay and Gravelly Silty Clay in BH 1 and 8 and of Silty Gravel

with traces of Building Rubble in BH 4. The fill was assessed to be dry and loose.

Fill was also encountered beneath the asphaltic concrete pavement in BH 86 with a thickness

of about 1.0m consisting of ripped sandstone.



Topsoil

Topsoil was encountered on the surface in all test pits except TP 1, 4 and 102. Topsoil was

encountered beneath the fill in TP 8, 85 and 86. The topsoil was generally found to consist of

Clayey Silt of low liquid limit with varying quantities of roots particularly at the upper

100mm.

Thickness of topsoil was found to range from 50mm to 700mm, with the majority ranging

from 150mm to 300mm thick.

The topsoil was generally found to be dry to moist with wet topsoil encountered in the low

lying areas in the vicinity of drainage depressions and dams.

Natural Soil

Underlying the fill and topsoil, natural soil was encountered in all boreholes consisting

predominantly of medium to high plasticity Silty Clay. The upper 50mm to 480mm of the

natural soil in TP 58, 59, 66, 61 and 63 was found to consist of Gravelly Silt of low liquid

limit and this soil has topsoil properties with high Silt content.

The plasticity of the natural soil generally becomes lower at greater depths and the clay

becomes more gravelly. Gravelly/Shaley Silty Clay was encountered in some boreholes at

lower depths and Sandy Clay was encountered in BH 37, 58, 102, 107 at various depths.

The natural clay was found to be wet, greasy and weak in a number of locations as follows;

At the upper 1.5m: BH 6, 7, 21, 33, 38, 40, 42, 43, 56, 57, 68, 72, 74, 75, 80,

82 and 116.

Greater than 1.5m; BH 2, 3, 5, 9, 15, 24, 34, 35, 36, 41, 47, 48, 49, 50, 52,

58, 60, 63, 64, 65, 66, 69, 70, 78, 79, 86, 110 and 112

Refer to Drawing No 3 for indicative locations of wet and weak clays encountered.

The natural clayey soil in the other boreholes were assessed to be stiff to very stiff and to be

dry to moist.



Bedrock

Shale and shale/siltstone was encountered in BH 20, 26, 27, 30, 31, 32, 45, 54, 55, 56, 62, 78,

88 to 101, 103 to 106, 108 to 114 and 117 to 120 at depths ranging from 0.75m to 5.4m below

existing ground surface. Bedrock was not encountered in the other boreholes which were

taken to a maximum depth of 6.0m. Refer to Drawing No 3 for bedrock levels encountered in

the various boreholes.

Groundwater

All boreholes were found to be dry during and upon completion of the site investigation.

Some ground water seepage was encountered in BH 2, 15, 107 and 115 at depths ranging

from 1.5m to 5.2m.

6. SALINITY ISSUES

6.1 Urban Salinity and Proposed Development

We understand that the proposed development will include the following;

Bulk earthworks to regrade the site to design levels.

Construction of roads including footpaths and pedestrian pavements.

Laying of underground services including drainage pipes, sewer pipes, water

supply pipes, gas pipes and conduits (electrical and telecommunication).

Construction of water detention structures and basins.

Formation of parklands and reserves.

Construction of retaining walls and other amenities buildings

Salinity refers to the presence of excess salt in the environment and is able to occur if salts

which are naturally found in soil or groundwater mobilise, allowing capillary rise and

evaporation to concentrate the salt at the upper subsurface soil profile. Such movements are

caused by changes in the natural water cycle. In urban areas, the processes which cause

salinity are intensified by the increased volumes of water added to the natural system from

irrigation of gardens, lawn and parks and from leaking infrastructures (eg pipes, sewer,

stormwater, etc) and pool.



In recognition of the potential adverse impact of salinity to development, the Western Sydney

Regional Organisation of Councils Ltd has a Salinity Code of Practice (Reference 4) to

address the issue of salinity. It was acknowledge in the Code that salinity problems can

change substantially over time and it is difficult to predict exactly where salinity will occur

and how it will respond to the changing environment conditions.

6.2 Salinity Management Policy and Objectives

The salinity management policy to be adopted is as follows;

The development of the site are carried out within the objectives and framework

adopted by the Western Sydney Salinity Code of Practice. (Reference 4)

The saline environment does not adversely impact on private and public assets.

Adequate documentation and monitoring works are in placed and appropriate

management practices are adopted.

The main objectives of this Salinity Management Plan (SMP) were to;

Identify potential impacts of saline environment on the site during and after

construction.

Establish responsibilities and procedures for the various parties involved in the

proposed development.

Establish procedures to review the implementation process and corrective actions to

improve the performance.



6.3 Guidelines and Code of Practice

The fundamental criterion for assessing soil salinity is based on Electrical Conductivity

(Reference 1).

Class ECe (ds/m)

Non-Saline <2

Slightly Saline 2-4

Moderately Saline 4-8

Very Saline 8-16

Highly Saline >16

As soil salinity is a function of soil stability, other parameters such Emerson Dispersion, were

used to assess saline soil. Soil dispersion relates to stability of the soil in the presence of

water. The following is a measure of soil dispersion;

Emerson Class No Dispersibility

1 Very High

2 High

3 High to moderate

4 Moderate

5 and 6 Slight

7 and 8 Negligible/Aggregated



In addition to the above, the presence of Sulphate and Chloride in the soil has the potential to

cause high soil aggressivity to concrete and steel structures, in particular if the structures are

in direct contact with the soil. The following is a measure of soil aggressivity to concrete

based on the Australian Standard (Reference 6).

Sulfate expressed as SO3 In Soil (ppm)

In Groundwater (ppm)

PH Chloride in water (ppm)

Soil conditions

A*

Soil conditions

B# <5000 <1000 >5.5 <6000 Non-

aggressive Non-

aggressive 5000-1000 1000-3000 4.5-

5.5 6000-12000

Mild Mild

10000-20000 3000-10000 4-4.5 12000-30000

Severe Moderate

>20000 >10000 <4 >30000

Very Severe Severe

Approximate 100ppm of SO4=80ppm of SO3 * Soil condition A = High permeability soils (eg sands and gravels) which is below groundwater # Soil conditions B = Low permeability soils (eg silts and clays) and all soils above groundwater

The following is a measure of soil aggressivity to steel piles based on the Australian Standard

(Reference 6).

pH Chlorides (Cl) In Soil

Ppm In water ppm

Resistivity Ohm.cm

Soil conditions A*

Soil conditions B#

>5 <5000 <1000 >5000

Non-aggressive Non-aggressive

4-5 5000-20000 1000-10000 2000-5000

Mild Non-aggressive

3-4 20000-50000 10000-20000 1000-2000

Moderate Mild

<3 >50000 >20000 <1000

Severe Moderate

* Soil condition A = High permeability soils (eg sands and gravels) which is below groundwater # Soil conditions B = Low permeability soils (eg silts and clays) and all soils above groundwater



6.4 Laboratory Test Results

The following is a summary of the laboratory test results;

Sample Depth (m) pH EC ECe

0-0.1 7.4 0.12 1.20

0.4-0.5 7.0 0.59 5.90

BH2

1.9-2.0 7.9 1.00 7.50

0-0.1 6.2 0.08 0.77

0.5-0.6 5.5 0.38 2.85

BH3

1.1-1.2 5.1 0.66 5.61

0-0.1 7.1 0.13 1.30

0.4-0.5 5.5 0.09 0.66

1.2-1.3 5.6 0.08 0.59

BH4

1.9-2.0 5.6 0.13 0.98

0-0.1 6.8 0.25 2.50

0.5-0.6 5.1 0.71 4.97

BH8

1.4-1.5 4.7 1.10 7.70

0-0.1 5.7 0.23 2.30

0.4-0.7 4.9 0.64 5.12

BH9

1.8-2.0 5.2 0.65 4.88

0-0.1 5.8 0.12 1.20

0.5-0.6 4.9 0.45 3.15

BH13

1-1.2 4.7 1.20 8.40

0-0.1 5.6 0.41 4.10

0.4-0.6 4.7 0.98 6.86

BH17

1-1.2 4.7 0.72 5.04

0-0.1 5.8 0.06 0.60 BH26

1-1.2 5.2 0.35 2.80

Note: EC – Electrical Conductivity (ds/m) ECe-Electrical Conducivity (ds/m)

Class ECe (ds/m) Non-Saline <2 Slightly Saline 2-4 Moderately Saline 4-8 Very Saline 8-16 Highly Saline >16



Sample Depth (m) pH EC ECe

0-0.1 6.4 0.48 4.80

1-1.2 4.7 0.97 7.28

BH29

1.8-2 5.8 0.93 6.98

0-0.1 6.7 0.11 1.10

0.5-0.6 5.7 0.30 2.10

BH31

1.2-1.4 5.1 0.55 4.40

0-0.1 5.9 0.19 1.90

0.5-0.6 4.8 0.32 2.24

BH35

1-1.2 5.2 0.23 1.61

0-0.1 5.4 0.18 1.80

0.4-0.5 5.5 0.63 4.41

1-1.2 5.6 0.69 4.83

BH39

1.8-2.0 6.0 1.00 7.00

0-0.1 6.5 0.19 1.90

0.4-0.5 5.5 0.32 2.24

BH45

1-1.3 7.5 0.45 4.05

0-0.1 6.1 0.26 2.60

0.5-0.6 4.9 0.35 2.45

BH46

1.8-2.0 4.8 0.90 6.30

0-0.1 6.0 0.18 1.80

0.6-0.7 5.0 0.39 2.73

1.2-1.4 4.9 0.59 4.13

BH48

1.8-2.0 4.9 0.83 6.64

0-0.1 5.6 0.19 1.90

0.5-0.7 5.0 0.42 2.94

1-1.2 4.9 0.53 3.71

BH51

1.8-2.0 5.0 0.66 4.62 Note: EC – Electrical Conductivity (ds/m) ECe-Electrical Conducivity (ds/m)




Sample Depth (m) Ph EC ECe

0-0.1 5.2 0.04 0.40

0.5-0.6 5.5 0.05 0.34

BH59

1.1-1.3 5.3 0.06 0.47

0-0.1 5.7 0.02 0.23

0.5-0.6 5.5 0.07 0.51

BH61

1.6-1.8 5.0 0.34 2.72

0-0.1 5.8 0.04 0.40

0.5-0.7 5.8 0.07 0.52

BH64

1.7-1.8 5.2 0.34 2.38

0-0.1 5.6 0.07 0.65

0.4-0.5 5.4 0.23 1.61

1.0-1.1 4.8 0.41 3.28

BH66

1.8-2.0 5.3 0.86 6.88

0-0.1 5.9 0.12 1.20

0.4-0.5 5.2 0.30 2.10

BH68

1.0-1.2 5.2 0.34 2.55

0-0.1 5.6 0.55 5.50

0.4-0.5 5.0 0.95 6.65

BH71

1.8-2 5.7 1.10 7.70

0-0.1 5.1 0.41 4.10

1-1.2 5.4 0.34 2.38

BH76

1.8-2.0 5.3 0.46 3.45

0.4-0.5 6.4 0.17 2.04

1-1.2 6.8 0.17 1.70

BH86

1.8-2.0 4.8 1.20 8.40 Note: EC – Electrical Conductivity (ds/m) ECe-Electrical Conducivity (ds/m)





0-0.1 6.3 0.30 3.00

0.5-0.6 4.9 0.60 4.20

1-1.2 4.9 0.68 4.76

BH88

2.8-3.0 5.0 1.20 8.40

0-0.2 6.5 0.20 2.00

0.4-0.6 5.0 0.32 2.24

1-1.2 4.9 0.55 3.85

2-2.2 4.9 0.86 6.02

BH89

3-3.2 5.0 0.83 5.81

0-0.2 5.3 0.31 3.10

1-1.2 4.9 0.67 4.69

BH90

2-2.2 4.9 0.73 5.11

0-0.2 5.2 0.55 5.50

1-1.2 4.8 0.74 5.18

2-2.2 4.8 0.83 5.81

BH91

3-3.2 4.9 1.10 8.80

0-0.2 5.8 0.12 1.20

0.4-0.6 5.9 0.13 0.91

BH99

2-2.2 5.7 0.66 4.62

0-0.2 6.2 0.16 1.60

1-1.2 4.9 0.84 5.88

2-2.2 5.2 0.64 4.48

BH103

3-3.2 5.6 0.81 6.48

0-0.2 5.8 0.06 0.63

0.4-0.6 8.1 0.24 1.68

BH104

1-1.2 8.2 0.22 1.54 Note: EC – Electrical Conductivity (ds/m) ECe-Electrical Conducivity (ds/m)





0-0.2 7.0 0.47 4.70

0.4-0.6 5.3 0.26 1.82

BH105

1-1.2 5.1 0.41 2.87

0-0.2 5.8 0.26 2.60

0.4-0.6 5.0 0.56 3.92

BH106

1-1.2 5.2 0.55 3.85

0-0.2 6.4 0.22 2.20

1.0-1.2 5.8 0.62 4.96

2-2.2 6.1 0.74 5.92

BH114

3-3.2 5.6 1.10 8.80

0-0.2 5.7 0.05 0.47

1-1.2 5.4 0.10 0.75

2-2.2 6.0 0.10 0.80

BH117

3-3.2 5.5 0.11 0.88

0-0.2 8.0 0.26 2.60 BH120

0.4-0.6 8.0 0.24 1.80 Note: EC – Electrical Conductivity (ds/m) ECe-Electrical Conductivity (ds/m)




Emerson Class Sample Material Description Class Description

BH 2 (0.4-0.5m) (CH) Silty Clay: high plasticity, grey

& brown

1 Very highly

Dispersive


red brown

2 Highly Dispersive


brown

1 Very highly

Dispersive


brown red

2 Highly Dispersive

BH 23 (0.9-1.0m) (CI-CH) Silty Clay: medium to high

plasticity, grey brown

2 Highly Dispersive

BH 26 (1.1-1.2m) (CI) Gravelly Silty Clay: medium

plasticity, grey brown red

1 Very highly

Dispersive


brown

4 Moderately

Dispersive


brown

1 Very highly

Dispersive

BH 34 (0.4-0.6m) (CH) Silty Clay: high plasticity, brown

red grey

4 Moderately

Dispersive

BH 37 (1.5-1.7m) (CL-CI) Sandy Silty Clay: low to

medium plasticity, grey brown

2 Highly Dispersive

BH 40 (1.6-1.8m) (CI) Gravelly Silty Clay: medium

plasticity, grey & brown

1 Very highly

Dispersive


brown red

2 Highly Dispersive



Emerson Class

BH 48 (1.2-1.4m) (CH) Silty Clay: high plasticity, red

brown

4 Moderately

Dispersive

BH 56 (0.7-0.9m) (CI-CH) Silty Clay: medium to high

plasticity, grey red brown

4 Moderately

Dispersive

BH 64 (0.8-1.0m) CI-CH) Gravelly Silty Clay: medium to

high plasticity, brown

4 Moderately

Dispersive

BH 67 (1.0-1.2m) (GC) Gravelly Clay/Clay Gravel: fine to

medium gravel, brown/red/grey

2 Highly

Dispersive

BH 75 (1.0-1.1m) (CI-CH) Gravelly Silty Clay: medium to

high plasticity, grey brown red

1 Very highly

Dispersive

BH 80 (1.3-1.5m) (CI-CH) Gravelly Silty Clay: medium to

high plasticity, grey red brown

1 Very highly

Dispersive

BH 109 (1.4-1.8m) (CH) Silty Clay: High plasticity, grey 4 Moderately

Dispersive

BH 113 (2.0-2.5m) (CI-CH) Silty Clay: Medium to high

plasticity, brown mottled grey

1 Very highly

Dispersive

BH 115 (1.0-1.5m) (CH) Silty Clay: High plasticity, mottled

brown and grey

4 Moderately

Dispersive

BH 118 (1.0-1.45m) (CH) Silty Clay: High plasticity, grey

mottled brown

1 Very highly

Dispersive



Particle Size Distribution Sample Clay & Silt

(%)

Sand (%) Gravel (%)

BH 2 (0.4-0.5m) 91 6 3

BH 10 (1.1-1.2m) 89 4 7

BH 12 (0.7-0.95m) 90 3 7

BH 17 (0.4-0.6m) 91 4 5

BH 23 (0.9-1.2m) 96 2 2

BH 26 (1.1-1.2m) 90 4 6

BH 29 (0.5-0.6m) 88 4 8

BH 31 (1.2-1.4m) 97 2 1

BH 37 (0.4-0.6m) 66 33 1

BH 37 (1.5-1.7m) 63 37 0

BH 40 (1.6-1.8m) 91 2 7

BH 44 (1.1-1.2m) 78 2 20

BH 48 (1.2-1.4m) 77 18 5

BH 56 (0.7-0.9m) 75 18 7

BH 64 (0.8-1.0m) 43 24 33

BH 67 (1.0-1.2m) 22 36 54

BH 75 (1.0-1.2m) 69 23 8

BH 80 (1.3-1.5m) 54 16 30

BH 109 (1.4-1.8m) 71 22 7

BH 113 (2.0-2.5m) 75 20 5

BH 115 (1.0-1.5m) 76 22 2

BH 118 (1.0-1.45m) 95 4 1

The particle size distribution tests generally confirmed our visual classification.



6.5 Salinity Hazard Identification and Assessment

6.5.1 Surface Indicators

The following are site indicators which are used to identify the presence of soil salinity;

Scorching or absence of vegetation cover

Salt encrustations on the ground surface.

Dieback of trees or trees which show signs of distress.

The existence of salt tolerant plants.

At the time of our site investigation, there were no obvious signs of saline soil conditions encountered on the subject site.

6.5.2 Groundwater

Our boreholes were found to be dry during and upon completion of the site investigation.

Some ground water seepage was encountered in BH 2, 15, 107 and 115 at depths ranging

from 1.5m to 5.2m.

Some perched groundwater may be present during prolonged wet periods along the creeks

and drainage depressions and in the vicinity of dams

6.5.3 Salinity Assessment and Salt Profiles

The fundamental measurement of soil salinity is ECe values and based on the laboratory test

results, the site salinity may be generalised as follows;

The upper 1.0m of the subsurface site to be predominantly Non to Slightly saline

except in the low lying areas on the south western portion, north eastern corner and

properties fronting Richmond Road (ie BH 2, 8, 9, 17, 29, 39, 71, 76, 88 and 108)

where Moderately saline soils were encountered. Refer to Drawing No 4 and 5 for

salinity potential of the topsoil and upper 1.0m of the soil.

The subsurface soil at lower depths below 1.0m was generally found to be

Moderately saline soil with BH 13, 86, 88, 91 and 114 having Highly saline soils at

depths below 2m. Refer to Drawing Nos 6 for soil salinity mapping of natural clay

below 1.0m.



Drawing No 7 characterises the soil salinity of the site into Zones A to E as follows;

Zone A Non to Slightly Saline for the full depth.

Zone B Moderately Saline for the full depth including Topsoil

Zone C Moderate Saline for the full depth excluding Topsoil

Zone D Non to Slightly Saline at upper 1m and Moderately Saline at below 1.0m

Zone E Non to Slightly Saline at upper 1m and Highly Saline at below 1.0m.

The concentration of salts in the subsurface soil may be modelled to three different profiles as

follows based on the DWLC (2002) guidelines (Reference 4);

‘Normal’ Salt Profiles – The salinity levels in this profile increase with depth and

there is no rising groundwater effect to bring the salts to the surface. This profile

commonly exists in Zones B to E (Drawing No 7)

‘Recharge’ Salt Profiles – The salinity levels in this profile are low and fairly

constant with depth. Based on the results of the investigations, this profile

occurs on the elevated portion of the site in Zone A (Drawing No 7)

Discharge’ Salt Profiles – The salinity levels in this profile reduce with depth

and generally occurs when subsurface flows rises up due to the topography and

vegetation uptake and salt is being brought up to the surface. This salt profile

does not appear to have occurred on any part of the site.

The laboratory results indicated the subsurface soil was found to have a minimum pH value of

4.7, in the absence of Chloride, Sulphate and Resistivity analysis, the soil is considered to be

Mildly aggressive to buried concrete structures and Non-aggressive to buried steel structures.

It should be noted that soil salinity is subject to change during the various stages of

development and therefore further assessment on the aggressiveness of soils to buried

concrete and steel structures should be carried out at the appropriate stages of the

development.



6.5.4 Salinity Hazards

The impact of saline hazard on the development should be properly managed to ensure;

The construction and maintenance of the proposed subdivision development do not

result in a deterioration of the saline environment. Hazards derived from improper

implementation of construction works and management of site may include;

Excavation and displacement of saline, sodic or dispersive soil during

bulk earthworks.

Uncontrolled soil erosion and dispersion of sodic and dispersive soil

down hill and into receiving waters.

Concentrations of salt due to altered surface and subsurface flows.

Concentrations of salt may also occur from inadequate design of roads,

drainage and footings resulting in impeded subsurface flows.

Rising of groundwater level due to basin construction and irrigation.

Increase in surface salt levels from poor management of parks and

landscaping areas.

The saline environment does not impact on the development. Hazards derived from

improper design may include;

Damage to buildings and houses caused by deterioration of bricks, mortar

and concrete when salt drawn up into capillaries of bricks and mortar

expands resulting in spalling.

Deterioration of concrete kerbs and gutters as a result of chemical

reaction between concrete and sulphates.

High chloride content in the soil may result in corrosion of steel

reinforcement and buried metal structures.

Damage to underground pipes and infrastructures.

Water logging of ground surface due to sealing effect of sodic and

dispersive soil.

Loss of vegetation cover and plants due to high salt content resulting in

retardation of plants.



6.6 Salinity Management Plan

The salinity management plan takes into consideration the following;

The assets to be constructed such as roads, buildings, services and parks.

The construction activities during development and the maintenance required

The associated salinity hazards and risks of the assets and activities (ie

construction and maintenance)

The likelihood of such hazards and risks eventuating

The management of the hazards and risks including control measures

The party responsible for the implementation and management of control

measures.

The likelihood of hazards and risks eventuating may be categorised into three levels as

follows;

Low : The risk is minimal and is not likely to occur unless under

exceptional circumstances. Normal management procedures should

be sufficient.

Moderate: The risk is likely to occur and some management procedures should

be in placed to reduce such risk.

High: The risk is highly likely to occur and proper management and

treatment will be required to mitigate the risk.



The following is a Salinity Management Plan considered relevant to the proposed

development;

Assets and Procedures

Possible Hazards or Environmental Risks

Risk Class

Control Measures and Management

Action

Earthworks – Cut

1. Soil erosion and scouring of sodic soil from excavation works.

2. Instability of slope from disintegration of sodic and dispersive soils.

3. Concentration of runoff and deposition of salts.

High 1. Avoid exposure and disturbance of sodic soil by minimising cut

2. Deeper excavations in excess of 0.9m should be covered and retained by retaining walls or batters to not steeper than 1 Vertical to 2 Horizontal

3. Vegetation of all batter slopes and bare surface.

4. Install adequate erosion controls such as silt fence.

5. Treatment of exposed surface with gypsum.

6. Install appropriate surface and subsurface drains

Developer/Contractor

Earthworks – Fill and Stockpiling

1. Subsurface flows may be impeded.

2. Soil erosion and scouring of sodic fill.

3. Increase subsurface permeability potentially altering groundwater flows

High 1. Avoid exposure and disturbance of sodic soil

2. Avoid use of sodic soil 3. Vegetation of all batter slopes

and bare surface. 4. Install adequate erosion controls

such as silt fence. 5. Treatment of sodic and

dispersive soil with gypsum. 6. Install appropriate surface and

subsurface drains


Roadworks 1. Excavation and compaction of subgrade may impede subsurface flows resulting in accumulation of salts

2. Road construction will alter surface flows and salts will be deposited in a concentrated area

Moderate 1. Install appropriate subsoil drainage at the upgradient side of road to ease subsurface flows.

2. Design roads to minimise the effect of concentration of surface flows






Risk Class


Action

Trenching and Backfilling for Pipes and Services

1. Trenching will bring saline soil up to the surface.

2. Differential settlement of trench backfill due to erosion and tunnelling

3. Migration of fines from surrounding dispersive soil into the trench resulting in ground subsidence.

4. Migration of salts through the trenches and accumulation of salts downstream resulting in salt attack on concrete and steel infrastructures.

High

1. Avoid displacement of saline soil from the bottom to the top.

2. It is recommended rubber-ring jointed pipes be used.

3. Special types of ‘pipe-bedding’ (eg clean coarse sand) are to be used.

4. Ensure adequate compaction of trench backfill to reduce the permeability of the trench.

5. Soil erosion and tunnelling may be treated by using gypsum or lime

6. Use of non sodic and non dispersive soil in the trench.

7. Use of geofabrics to prevent migration of fines into the trench.

Developer/ Contractor

Drainage Pipes and Pits

1. Structural degradation of concrete due to salt attack.

Moderate 1. Ensure use of appropriate concrete grade not less than 32 MPa characteristic strength.

2. Minimise excavation into sodic and dispersive soil

3. Ensure sufficient clearance above groundwater or construction of subsurface drains at the bottom

Developer/ Drainage Contractor

Conduits and Duct crossing

1. Structural degradation of steel due to salt attack

Moderate 1. Appropriate corrosion protection measures be in placed

2. Ensure sufficient clearance above groundwater or construction of subsurface drains at the bottom

Developer/Electrical Contractor

Electrical conduits and Substations

1. Structural degradation of cables and earthing devices.

2. Salt attack on concrete structures

Low to Moderate

1. Appropriate concrete grade be used.

2. Appropriate earthing devices with sacrificial element or anodic protection in placed.

Developer/Electrical Contractor

Street Lightings and Signage

1. Salt attack on steel and concrete structures

Moderate 1. Ensure sufficient clearance to ground water

Developer/ Contractor





Risk Class


Action

House Floor slabs and Foundations

1. Structural degradation of concrete due to salt attack.

2. Corrosion of steel reinforcement and spalling of concrete

Moderate 1. Install appropriate waterproofing membranes under slab

2. Ensure use of appropriate concrete grade not less than 32 MPa characteristic strength.

3. Ensure adequate concrete cover from reinforcement. Normally concrete cover is not less than 50mm. A lesser cover may be appropriate subject to other protection measures in placed

4. Ensure structures are sufficiently elevated above groundwater table.

5. Placement of damp proof course and vapour barriers where required.

6. Construction of adequate surface and subsurface drainage around the house slab.

Owner/ Builder

Masonry Walls

1. Structural degradation of brick and masonry walls

Moderate 1. Placement of damp proof course and vapour barriers.

2. Use correct mortar and ensure appropriate mix.

Owner/ Builder

Concrete and bitumen driveways

1. Structural degradation of concrete caused by salt.

2. Deformation and cracking of asphalt seal.

Moderate 1. Construct appropriate surface and subsoil drains to intercept flows.

2. Use appropriate concrete grade.

Owner/ Builder

Sewer and water pipes

1. Structural degradation caused by salt

2. Subsidence of service trenches caused by tunnelling and erosion.

3. Migration of fines into the trenches and transportation of salts downstream.

Low to moderate

1. Design system to minimis the interception of surface and subsurface flows.

2. Ensure service trenches do not intercept the groundwater.

3. Adequate compaction of the service trenches

Owner/ Builder

Steel fencing 1. Corrosion and pitting of steel members in contact with the soil

Low 1. Use concrete footings with appropriate grade.

2. Ensure sufficient clearance to groundwater

Owner/ Builder





Risk Class


Action

Detention Basin and Ponds

1. Collection and accumulation of salt from runoffs

2. Leaching of salt into the underlying groundwater system.

3. Erosion and scouring of embankment and banks

High 1. Ensure detention basins are adequately design to minimise leakage. Use of liners maybe necessary.

2. Use of gypsum to treat sodic and dispersive soil

3. Cover ground surface with appropriate vegetation to stabilise the slopes.

4. Adopt appropriate batter slopes for the embankment. Slope batters should not be steeper than 1 Vertical to 3 Horizontal.

Developer/Council

Landscaping 1. Growth impairment or death Moderate 1. Select appropriate tree planting schemes.

2. Avoid planting trees and vegetation which are sensitive to salts.

Developer

Parks and Reserve

1. Accumulation of salts on the ground surface from irrigation

2. Increase in salinity level from fertilisers

High 1. Implementation of proper park management

2. Monitor salt levels in receiving waters and basins.

3. Avoid over irrigation and over fertilising of park areas.

Council



6.7 Salinity Management Summary and General Recommendations

6.7.1 Earthworks and Construction

In general, for earthworks and construction, the management plan recommends the following;

Earthworks for redevelopment of site will require stripping of the topsoil to

expose the natural clay. The topsoil from Zone B was assessed to be Moderately

Saline and therefore some form of treatment by mixing with lime and other

additives will be required to reduce salinity and improve topsoil salinity.

Avoid exposure and disturbance of sodic and dispersive soil to minimising

erosion and siltation. Erosion and sediment control plans should be developed

and implemented by the earthworks contractor in accordance with the NSW

Department of Housing Document “Managing Urban Stormwater: Soils and

Construction (1998). All erosion and sediment controls should be installed prior

to commencement of any earthworks.

Trenching for underground services should be carried out in a manner such that

there is minimal rotation and vertical displacement of the original soil profile as

the lower soil profile is assessed to be more saline. This applies particularly to

Zones D and E where the upper 1.0m of the soil is generally non to slightly saline

and the salinity increases to moderate to high at lower depths. In these zones,

excavation deeper than 1m should be backfilled in the same order, alternatively

the excavated Moderately Saline material may be treated by using lime and/or

placed at depths greater than 1m from finished level.

Site regrading by earthworks particularly involving excavation should be kept to

a minimum particularly in Zones B and C where Moderately Saline soils exists at

near surface. Moderately saline soil areas may be capped with 1.0m of Non to

Slightly saline soil to improve site salinity. Surplus Moderate to High Saline

soils for use on site to form building platforms may be treated by mixing with 3%

by weight of lime.



Appropriate batter slopes for excavations should be adopted to prevent erosion

and scouring. Under good drainage conditions, the following batter slopes or less

may be adopted;

Material Recommended Minimum Batter Slopes

Compacted Fill 2.5 Horizontal : 1 Vertical

Very stiff residual clay 2 Horizontal : 1 Vertical

Weathered Shale/Siltstone 0.5 Horizontal : 1 Vertical

The roadworks should be planned to reduce cutting and filling to a minimum and

the earthworks undertaken in stages to alleviate erosion and localised instability

problem. To minimise the effects of erosion, all road batters, whether in cut or

fill should be stabilised by planting (or the application of a sprayed-on mulch)

with appropriate species of vegetation as soon as practical after construction.

Special considerations must be given to the design, bedding of pipework for

stormwater and other services, as the soils within these areas are generally

‘erodible’ or ‘dispersive’. It is recommended rubber-ring jointed pipes be used.

Special types of ‘pipe-bedding’ (eg clean coarse sand) may also be required.

The insitu soil was found to be sodic and dispersive, therefore unstable in the

presence of water resulting in tunnelling. Construction of infrastructures should

include adequate compaction of service trenches and construction of cut-off walls

(eg concrete collars) to prevent migration of fines and prevent breakdown of soil

structures.

Prevention of soil erosion, tunnelling and salt scalds may be treated by using

gypsum or lime.

All excavation works into the moderately to very saline soil should be minimised

by staging the construction into small areas to prevent salinity from developing.

The High Saline soil such as those encountered in Zone E is not recommended for

use as building platform fill and this material may be buried beneath proposed

roadways at depths greater than 1.0m below design level and covered with non to

slightly saline fill.



Time of exposure of bare ground (without vegetation) particularly in Zones B and

C where Moderately Saline soils are found at near surface should be kept to a

minimum and this will depend on weather conditions. Weather forecasts should

be regularly updated and if extended periods of rain are forecast, the bare ground

should be covered with stable fill such as ripped sandstone or stabilised with lime

proportioned to 3% by weight.

Temporary detention ponds in construction sites should be regularly monitored

for water quality and cloudy water should be appropriately treated by flocculation

with gypsum. This process is considered critical particularly before a storm

event.

During construction, hay bales and other temporary erosion control devices

should be placed at appropriate locations in areas where concentrated flows are

expected and suitable dish drains should be constructed to retard flow and trap silt

particles during heavy runoff.

Length of overland flow slopes which are bare of vegetation from the earthworks

should be kept to a minimum not exceeding 20m. Overland flow slopes may be

reduced by bunding and placement of silt fencing or hay bales.

Further sampling and laboratory analysis may be required out in areas showing

signs of instability in order to determine preventative course of action and

minimise potential salinity problems.

Adequate revegetation of the site should be carried out and this may involve

treatment of topsoil material and planting appropriate plant species which are salt-

tolerant.

6.7.2 Building Structures and Infrastructures

The laboratory results indicated the subsurface soil was found to have a minimum pH value of

4.7, in the absence of Chloride, Sulphate and Resistivity analysis, the soil is considered to be

Mildly aggressive to buried concrete structures and Non-aggressive to buried steel structures.

Reference should be made to AS 2159 (Reference 6), AS 3600 (Reference 9) and AS2870

(Reference 7) for recommendations on protection of buried concrete structures.



As the site is situated within a saline prone environment, the following are general

recommendations for future building and infrastructure construction;

A high impact waterproof membrane, not just a vapour proof membrane, should

be lain under house slabs (refer to NSW Building Code of Australia). The

waterproof membrane must be extended to the outside face of the external edge

beam up to the finishing ground level, as detailed in the Building Code of

Australia (BCA).

For masonry building construction, the damp proof course must consist of poly-

ethylene or poly-ethylene coated metal and correctly placed in accordance with

BCA. Ground levels immediately adjacent to masonry walls must be kept below

the damp proof course

The site conditions are expected to change after earthworks and site regrading, hence further

salinity assessment should be carried out in order for us to provide more site specific

recommendations on salinity management of individual lots. Whilst the Soil Salinity Map

(Drawing No 7) identifies five different zones of salinity affectation (ie Zones A to E), in the

absence of more detailed site specific assessments on individual lots, the following

precautionary salinity strategy is recommended;

For slab on ground construction, a layer of bedding sand at least 50mm thick

should be laid under the slab to allow free drainage of water and to prevent

pooling of water potentially carrying salts.

Concrete floor slabs house comprise of Class 32MPa concrete or sulphate

resisting Type SR cement with a water cement ratio of 0.5. Similar concrete

should be used for bored piers or footings.

Slabs must be vibrated and cured for a minimum 3 days

The minimum cover to reinforcement should be 30mm from a membrane in

contact with the ground.

The minimum cover to reinforcement should be 50mm for strip footings and

beams.

Admixtures for waterproofing and /or corrosion prevention may be used.

Use of salt tolerant masonry and mortar below the damp proof course



Constant monitoring of water pipes to detect any leakages and the repair of

damages pipes as soon as possible after detection

Use Copper or non-metallic pipes instead of galvanised iron

Ensure any underground services are provided with adequate corrosion protection

6.8 Other Management Issues

6.8.1 Health and Safety

Contractors and subcontractors performing work activities are expected to meet all

Workcover’s and other applicable Commonwealth and State/Territory requirements for

employee’s health and safety.

Appropriate personal protective equipment and clothings and on-site monitoring during

fieldwork should be observed.

6.8.2 Records and Documentations

The entire process of the remedial works shall be sufficiently recorded and documented.

Such information shall be systematically stored by the Project Manager and Council.

6.8.3 Compliance and Corrective Actions

The salinity management plan shall be taken to ensure the objectives outlined in above

Section 4.3 are met and the works comply with the current regulations and practices. This

will include;

The monitoring of environmental performance on a regularly basis;

Regularly perform audit of the environmental management system

Record, investigate and analysis accidents/incidents

In the event where the objectives are not met, appropriate documentation should be made and

corrective actions be undertake



7.0 GEOTECHNICAL ISSUES

7.1 Principles of Site Classification

Most natural clay soils have sufficient bearing capacities to support typical residential loads.

Most distress to residential structures occurs due to reactive soil movements rather than

settlement movements.

AS2870 establishes a classification system whereby reactive sites are classified based on the

reactive soil movements anticipated. Other foundation conditions such as the presence of fill

material, may affect the site classification.

The purpose of the classification is to allow the design of an economical footing system that

will limit cracking of footings, floor slabs and masonry walls to an extent normally

considered acceptable. The performance expectations associated with the design guidelines

are presented in Appendix A of AS 2870. It is fundamental when applying the following site

classifications to residential footing design that these performance expectations are acceptable

to the house owners.

7.2 Results and Assessment

The borehole investigation indicates the site to be generally underlain by natural plastic clay

overlying shale. Our laboratory test results confirmed our visual classification of the natural

soil and previous testing indicated the natural Silty Clay to be of medium to high plasticity at

the upper stratum becoming medium plasticity at lower depths. Indicative soil properties

based on our laboratory test results are as follows (refer to Appendix C);

Shrink/Swell Index Sample Shrink (%) Swell (%) Shrink/Swell Index

(%/pF)

BH 2 (0.3-0.7m) 3.0 0.8 1.9

BH 12 (0.35-0.5m) 4.8 2.1 3.2

BH 17 (0.2-0.4m) 4.1 1.6 2.7

BH 23 (0.2-0.4m) 7.1 0.5 4.1



Shrink/Swell Index Sample Shrink (%) Swell (%) Shrink/Swell Index

(%/pF)

BH 26 (0.2-0.4m) 5.2 0.5 3.0

BH 29 (0.2-0.4m) 3.3 1.6 2.3

BH 31 (0.2-0.5m) 3.5 1.6 2.4

BH 37 (0.2-0.4m) 2.5 0.8 1.6

BH 40 (0.35-0.65m) 6.1 1.3 3.7

BH 44 (0.2-0.4m) 2.5 2.3 2.0

BH 48 (0.2-0.4m) 2.8 1.0 1.8

BH 56 (0.3-0.5m) 1.7 0.2 1.0

BH 64 (0.4-0.6m) 1.7 0.6 1.1

BH 67 (0.2-0.4m) 2.9 0.2 1.7

BH 75 (0.3-0.5m) 5.2 1.1 3.2

BH 80 (0.4-0.6m) 4.3 1.4 2.8

BH 93 (0.5-0.8m) 2.3 3.9 2.4

BH 106 (0.5-0.8m) 2.2 3.4 2.2

BH 109(0.5-0.8m) 1.0 2.8 1.3

BH 113 (0.5-0.8m) 2.2 2.2 1.7

The laboratory results generally indicated the site to be moderately to highly reactive to

moisture variation.



Atterberg Limits Sample Liquid

Limit (%)

Plasticity Limit

(%)

Plasticity

Index (%)

Linear

Shrinkage (%)

BH 2 (0.4-0.5m) 54 18 36 12.0

BH 3 (0.5-0.6m) 43 16 27 10.5

BH 10 (1.0-1.1m) 68 23 45 14.0

BH 12 (0.7-0.9m) 76 21 54 12.0

BH 13 (1.1-1.2m) 74 25 49 14.0

BH 17 (0.4-0.6m) 59 20 39 12.0

BH 23 (0.9-1.0m) 53 19 34 11.0

BH 26 (1.1-1.2m) 60 21 38 15.5

BH 29 (0.2-0.6m) 60 22 39 12.5

BH 29 (1.0-1.2m) 65 24 42 12.0

BH 31 (1.2-1.4m) 54 20 34 13.0

BH 34 (0.4-0.6m) 51 18 34 12.5

BH 37 (1.5-1.7m) 41 14 26 2.5

BH 40 (1.6-1.8m) 61 23 39 13.5

BH 44 (1.1-1.2m) 57 20 37 12.0

BH 48 (1.2-1.4m) 71 21 50 16.0

BH 56 (0.7-0.9m) 77 19 57 20.5

BH 64 (1.7-1.8m) 65 18 47 7.5

BH 67 (1.0-1.2m) 70 23 47 14.5

BH 75 (1.0-1.1m) 47 15 32 8.5

BH 80 (1.3-1.5m) 52 19 44 11.5

BH 93 (0.5-0.8m) 74 20 53 21.3

BH 109 (1.4-1.8m) 40 16 24 10.5

BH 113 (2.0-2.5m) 52 16 36 11.5

BH 115 (0.5-0.8m) 63 20 43 12.5

BH 115 (1.0-1.5m) 56 16 39 15.0

BH 118 (0.5-0.8m) 52 21 30 10.0

BH 118 (1.0-1.45m) 49 21 39 14.0



California Bearing Ratio

Moisture Content % Swell % CBR % Sample

Optimum Insitu

BH 2 (0.7-1.0m) 20.0 22.5 2.2 4.0

BH 4 (1.2-1.6m) 19.5 20.5 2.6 3.0

BH 7 (0.4-0.7m) 19.5 20.5 1.6 4.5

BH 10 (0.4-0.7m) 22.0 25.0 2.4 3.5

BH 18 (0.6-0.9m) 20.0 24.0 3.0 2.5

BH 20 (0.3-0.6m) 19.5 22.0 2.0 4.0

BH 22 (0.6-1.0m) 18.5 20.5 1.7 4.5

BH 26 (0.6-1.0m) 21.0 26.0 3.2 2.5

BH 28 (0.6-0.9m) 21.5 24.0 2.7 3.5

BH 30 (0.6-1.0m) 19.0 21.0 1.9 3.0

BH 36 (0.6-0.9m) 21.5 23.0 1.3 5.0

BH 40 (1.2-1.5m) 21.0 26.0 4.7 2.5

BH 43 (1.0-1.4m) 19.5 26.5 2.1 3.5

BH 45 (0.2-0.6m) – 5% Lime Stabilised 19.0 18.5 1.8 17.0

BH 50 (0.6-1.0m) 21.0 22.5 1.3 4.5

BH 53 (0.2-0.6m) 20.5 23.5 1.1 4.0

BH 55 (0.6-1.0m) –5% Lime Stabilised 20.5 21.0 1.1 15.0

BH 57 (0.7-1.0m) 20.5 24.0 1.5 4.5

BH 60 (1.4-1.7m) 22.0 20.5 1.1 7.0

BH 63 (0.7-1.0m) 18.5 21.0 2.2 2.0

BH 65 (0.6-0.9m) 16.5 18.0 0.0 3.5


BH 72 (0.7-1.0m) 19.0 20.5 2.0 3.0

BH 76 (0.7-1.0m) 19.5 20.0 1.9 3.0

BH 78 (0.6-0.9m) 22.0 25.0 1.5 4.0

BH 82 (0.4-0.7m) 19.0 19.5 1.5 4.0


BH 98 (0.5-0.8m) 17.0 19.0 1.7 4.0



7.3 Comments and Recommendations

7.3.1 Earthworks

The investigation revealed the site to be underlain by topsoil overlying natural plastic clay

overlying shale at depths varying from 0.75m to greater than 6.0m below existing ground

surface. In general, large areas of the site are affected by weak and wet greasy clay and the

depth of clays extends to in excess of 1.5m in some test pits. Refer to Drawing No 3 for

location of test pits with weak and wet clays and bedrock levels encountered.

It is anticipated that earthworks by cut and fill will be required for the proposed development.

We understand that the proposed earthworks will result in surplus topsoil and it is intended

for the topsoil to be retained within the site as much as possible to reduce cost of off-site

disposal.

Typical bulk earthworks will involve the following;

Drainage improvement will be required during preliminary earthworks and this

should be carried out as early as possible to allow site to dry. Drainage improvement

measures will include stripping of surface grass and vegetation, breaching of dams,

construction of dish drains/subsoil drains and construction of earth mounds to divert

stormwater runoff.

The upper 100mm of the topsoil containing high contents of organic and roots should

be stockpiled separately and may be reused in landscaping at a later stage or removed

off site. The topsoil may be respread over the proposed residential lots after

completion of the earthworks with thickness limited to about 200mm.

The boreholes indicated the topsoil to be relatively thick at some locations up to 0.7m

(eg TP 2) and in TP 58, 59, 60, 61 and 63, high Silt content soil with topsoil

properties (eg Gravelly Silt) were encountered with thickness ranging from 50mm to

480mm. This lower topsoil layer which contains low or negligible organic content

may be retained on site provided some improvement in the material properties be

carried and this may be achieved by blending and mixing with good quality imported

fill such as ripped sandstone or natural clayey soil.



The mixed proportion required to improve the material properties will depend on the

moisture and organic content of topsoil. Mixed proportions of between 3 and 5 of

imported fill to 1 of topsoil have been successfully adopted in other projects and we

therefore suggest a proportion of 4 to 1 of imported fill to topsoil be assumed for

estimation purposes.

Proper blending techniques should be adopted to ensure homogeneity of fill and this

may be undertaken the following methods;

Mixing and tilling the topsoil and fill in a stockpile using a excavator bucket

Spreading the topsoil and fill over a designated area and blending the material

using a rotary hoe. Mixing the material using a front end loader or a dozer is

not considered appropriate as it has the potential to leave undesirable pockets

or layers of topsoil within the fill mass.

Note that Silt is sensitive to moisture and will be difficult to rework and compact if

the moisture content is too dry or too wet, therefore improvement and subsequent

compaction of this material should be carried out under strict supervision by a NATA

accredited laboratory.

All surplus topsoil may be contained within the site by placement of thicker topsoil

and/or construction of burial cells within the road shoulders and verges. Note that

thick topsoil along the road shoulders and verges is beneficial to promote plant

growth. Careful planning should be in placed to ensure thick topsoil zones are not

situated beneath footpath areas. A capping layer of not less than 500mm thick of

good quality compactable fill such as ripped sandstone is recommended for the burial

cells. Appropriate approvals and consents should be obtained from the authorities (eg

Council) prior to implementation of these works.

Excavation of all insitu fill and removal of rubbish fill if encountered to expose the

natural clay. All rubbish fill should be excavated and disposed to a landfill. To

reduce cost of landfill disposal, some screening of the fill to remove building material

may be carried if the proportion of building material is small.



The exposed natural natural clay should be proof rolled using a minimum 8 tonne

vibrating roller to identify any soft or heaving areas. Any soft or heaving areas

observed during proof rolling should be excavated and recompacted to a minimum

95% Standard Maximum Dry Density (SMDD) at 2% Standard Optimum Moisture

Content (SOMC) for residential and 98% SMDD at 2% SOMC for

commercial/industrial sites. The amount of soft and heaving areas that will require

reworking will depend on the success of the drainage improvement measures

mentioned above and the time allowed for the site to dry out.

Due to elevated moisture contents in the site clay and the silty nature of the clays, it is

recommend that compaction of the soil would be best undertaken without vibration

utilising static type compactors such as a Caterpillar 815 of 825 or equivalent. Where

vibratory rollers are employed, care will be required to avoid the development of

excess pore pressures particularly in pavement subgrade areas as this will have

detrimental impact on proof rolling and deflection testing. Trafficking of pavement

subgrade areas should also be minimised by construction traffic where practical to

avoid permanent deformation of the subgrade and need for subgrade replacement.

Footpaths/ nature strips would provide alternate haul paths during construction.

Materials with elevated moisture content (>SOMC) although suitable for use in lot

filling as long as not excessive (≥2% et of OMC), should be avoided in areas of

pavement subgrade, particularly the upper 0.5m to 1.0m below design subgrade level.

Placement of silty clay fill at moisture contents in excess of SOMC in pavement

subgrade areas will have a negative impact on insitu CBR values, resulting in the

need for subgrade replacement or increased pavement thickness unless subsequent

lime stabilisation is proposed.

If filling is required to elevate site to design level, all structural fill should be

controlled and compacted in layers not exceeding 250mm thickness compacted to the

above specified compaction level. The underlying natural Silty Clay and shale may

be reused on site. Any imported fill to be used as structural fill should be of good

quality material such as ripped shale or sandstone with a maximum particle size of

75mm.



Earthworks should be closely monitored by a geotechnical consultant and should

include field density testing of fill at an appropriate frequency and level of

supervision as detailed in AS3798 -2007.

7.3.2 Site Excavation and Vibration

Excavation of the fill and natural clayey soil may be carried out using conventional

earthmoving equipment such as tracked loaders or hydraulic excavators. As the upper shale

bedrock was generally assessed to be of lower strength, excavation of the upper 1.0m shale

may be carried out using the same equipment but equipped with rock-teeth buckets.

Deeper excavation greater than 1.0m into bedrock if necessary is expected to encounter better

quality shale or sandstone bedrock requiring the use of an impact hammer attached to an

excavator or a dozer equipped with rippers. Information on the strength and quality of

bedrock was based on visual assessment and additional investigation by drilling to obtain

bedrock core samples may be carried out if a quantitative assessment is required.

If a dozer is used, the rippability of rock will be governed by the strength, number of defects

and defects orientation of the bedrock unit. We recommend trial runs be undertaken at

different directions to obtain maximum production rates.

A hydraulic rock breaker may be required to penetrate through harder bedrock expected to

present at lower depths. There is an inherent risk of damage to adjacent buildings caused by

excessive vibration from excavation using impact hammers.

If impact hammers are to be used in rock excavation and the excavation is situated within

close proximity to nearby building and buried underground services including sewer, gas and

water mains (say within 15m), we recommend the following measures be adopted to mitigate

such risks;

Use of a small size hammer.

Prior to excavation works, ground vibration criteria should be established on

site by specialist vibration engineers/scientists. To monitor vibration during

excavation works, geophones should be installed at strategic locations

determined by the specialist and the vibration monitoring unit should be set-

up the alert the excavation contractor if the vibration exceeds the recommend

level.



Vibration monitoring should be carried out by a suitably qualified person

with data loggers. Daily records of vibration (measured in Peak Particle

Velocity) should be reviewed and appropriate construction measures be

adopted to control vibration.

Excavation works should be carried out by an experienced operator who is

aware of factors affecting vibration and transmission of vibration such as

orientation of hammer, duration of hamming, size of excavation bite and

speed of vibration of the hammer.

Dilapidation reports of nearby structures are recommended prior to

excavation works.

7.3.3 Retaining Wall and Slope Batters

Cut and fill in excess of 1.0m should be adequately retained by a structurally engineered wall.

If retaining walls are adopted, rigid or ‘propped’ walls (eg supported by floor slab) should be

designed using an “at-rest” lateral earth pressure coefficient (Ko) and based on a rectangular

stress block. Gravity or ‘cantilever’ walls should be designed using an “Active” lateral earth

pressure coefficient (Ka) based on a triangular stress block.

The following lateral earth pressure coefficients may be adopted;

Material Ko Ka Bulk Density (kN/m3)

Loose Fill

0.55 0.36 18.5

Very stiff natural clay/Compacted Fill

0.5 0.33 19.0

Weathered Shale/Sandstone

0.25 0.1 22.0

Permanent subsurface drains should be provided at the back of the retaining wall, or half

hydrostatic ground water pressures should be taken into account in the design. Surcharge due

to adjacent structures, construction loads and sloping backfill should be taken into account in

the design.



Retaining walls may not be required if the excavation and filling is battered to the following;

Material Temporary Batter Permanent Batter

Loose Fill

1 Vertical : 1.5 Horizontal 1 Vertical : 3 Horizontal

Very stiff natural clay/Compacted Fill

1 Vertical : 1 Horizontal 1 Vertical : 2 Horizontal

Weathered Shale/Sandstone

Near Vertical 1 Vertical : 0.5 Horizontal

7.3.4 Foundation Design

Shallow footings consisting of stiffened raft slabs, waffle slabs or strip and pad footings may

be adopted for future residential buildings or light weight structures subject to site preparation

and earthworks as described above.

Deep footings such as bored piles, grout injected piles or steel piles should be adopted if the

site contains “Uncontrolled” fill or other incompetent foundation material (eg soft and wet

alluvial soil) and minimal earthworks are undertaken to improve the foundation.

For preliminary footing design, the following allowable bearing capacities may be adopted;

Foundation Material Allowable Bearing Capacities

Controlled Fill (95% Standard) 100kPa

Controlled Fill (98% Standard) 150kPa

Natural Very Stiff Clay or better 150kPa

Weathered Shale 600kPa



There is limited site information to classify the site to AS 2870 “Residential Slabs and

Footings”. Preliminary site classification assessment may be based on the following criteria;

Site

Classification

Site Conditions

‘S’ (Slight) Topsoil or uncontrolled fill less than 400mm thick

Stable ‘Controlled’ fill compacted to a minimum 95% Standard

Natural clay to be of very stiff or better consistency

Bedrock profiles less than 0.6m deep

Surface movements from reactive clay less than 20mm

‘M’ (Moderate) Topsoil or uncontrolled fill less than 400mm thick

Stable ‘Controlled” fill compacted to a minimum 95% Standard


Bedrock profiles less than 1.5m deep

Surface movements from reactive clay between 20mm to 40mm

‘H1 and H2’

(High)

Topsoil or uncontrolled fill less than 400mm thick

Stable ‘Controlled’ fill compacted to a minimum 95% Standard


Bedrock profiles greater than 1.5m deep

Surface movements from reactive clay between 40mm to 70mm

‘P’ (Problem) Topsoil or ‘Uncontrolled’ fill greater than 400mm thick

Soft and wet natural clay

Steep site with slope gradients greater than 12 degrees.

Additional site specific investigations should be carried out to determine more accurately the

site classification of individual blocks once the final design levels of the site are established.



7.3.5 Water Retention Structures

We understand that the dry detention basins will be constructed in the proposed development

and the basins will have homogeneous earthfill embankments up to 1.2m high with batter

slopes not steeper than 1 Horizontal to 4 Vertical. Our comments and recommendations for

the proposed embankments are as follows;

Embankment earthfill should be placed in layers not exceeding 250mm loose

thickness and compacted to achieve a minimum 98% to 102% Standard

Maximum Dry Density (SMDD) at –1% to +3% Standard Optimum Moisture

Content (SOMC).

Good quality fill should be used for the embankment and this may include Silty

Clay or Sandy Silty Clay of low to medium plasticity having a Liquid Limit of

less than 45%. The insitu Silty Clay and Gravelly/Shaley Silty Clay was

generally found to be of high plasticity with the majority of the Liquid Limit

greater than 45% and typical clays in the western Sydney region, it is likely to be

dispersive. The insitu clay material is considered suitable for reuse in the

embankment subject to treatment of the upper 0.5m of the insitu clayey fill by

stabilising with 5% by weight of lime or placement of a stable layer of fill (ie

0.5m thick) such as a well graded ripped sandstone/shale on the embankment

surface.

A minimum crest width of 2m should be maintained. The embankment should be

keyed 0.5m into natural clay.

Spillway should discharge water away from the fill embankment and not along

the toe of the embankment. Spillway should be appropriately sized to prevent

overtopping of basin embankment.

Appropriate erosion protection measures should be in placed on the upstream

embankment (particularly on the fill embankment) to reduce rapid drawdown

effects.



7.3.6 Pavement Design

From the results of the laboratory testing, CBR values of the subgrade were found to range

from 2.5% to 7% for insitu material. The Austroads Pavement Research Group (APRG)

publication, Report No 21, ‘A Guide to Design of New Pavement for Light Traffic’

recommends subgrade treatment by lime stabilisation be carried out on the upper 150mm

thick subgrade with CBR values of less than 3%. For preliminary design, we recommend the

pavement design be based on a Design CBR value of 3.0%.

The following are preliminary pavement designs based on a Design CBR of 3% and assumed

traffic loadings measured in Equivalent Standard Axle (ESA);

Local Road Collector Road

Material ESA = 2 x 105 2 x 106

Asphaltic Concrete (AC10) 50mm 50mm

Two Coat Seal - -

DGB 20 150mm 150mm

Ripped Sandstone 290mm 350mm

Total 490mm 550mm

The above pavement design should allow for the provision for subgrade improvements by

either one of the following;

The upper 150mm of the subgrade with CBR values of less than 3% should be

stabilised with 3 % by weight of lime.

The upper 150mm of the subgrade with CBR values of less than 3% be replaced with

a select material with a minimum CBR value of 15% and maximum particle size of

75mm.



The laboratory test results of subgrade stabilised with 5% by weight of lime encountered CBR

values ranging from 13% to 17%. The pavement thickness may be reduced to the following if

the upper 500mm of the subgrade material is stabilised with 5% by weight of lime;

Local Road Collector Road

Material ESA = 2 x 105 2 x 106

Asphaltic Concrete (AC10) 50mm 50mm

Two Coat Seal - -

DGB 20 150mm 150mm

Ripped Sandstone 160mm 220mm

Total 360mm 420mm

We recommend that the following pavement material quality and construction standards be

observed.

The site as it currently exists has extensive areas of weak and wet subgrade and

therefore significant subgrade reworking will be required. The insitu clay has a

highly plastic and greasy characteristics and therefore subgrade improvement by

mixing with granular fill such as ripped sandstone or ripped shale may be

required.

It is a requirement of Blacktown City Council to compact subgrade under

pavement to 100% SMDD at less than SOMC. In fill areas this should apply to

fill within 500mm of design subgrade level. High plasticity silty clay fill materials

with substantially elevated moisture contents above SOMC will need

reconditioning or stabilisation with additives such as lime or other suitable

additives

Base and Sub-base course should be compacted to a minimum of 98% Modified.

All pavement construction works should be adequately supervised by a NATA

accredited laboratory and if required confirmation of design parameters by

carrying out insitu and laboratory testing should be carried out to ensure design

assumptions relates to actual site conditions.



8.0 LIMITATIONS

The findings contained in this report are the results of discreet/specific sampling

methodologies used in accordance with normal practices and standards. There is no

investigation which is thorough enough to preclude the presence of material which presently,

or in future, may be considered hazardous to the site. The site may subject of dumping of

rubbish fill in the past and the scope of this report do not cover for future dumping and burial

of such material on the subject site.

As regulatory evaluation criteria are constantly updated, concentrations of contaminants

presently considered low, may in the future fall short of regulatory standards that require

further investigation/redemption.

The statements presented in these documents are intended to advise you of what should be

your realistic expectations of this report, and to present you with recommendations on how to

minimise the risks associated with the groundworks for this project. The document is not

intended to reduce the level of responsibility accepted by GeoEnviro Consultancy Pty Ltd, but

rather to ensure that all parties who may rely on this report are aware of the responsibilities

each assumes in so doing.

Attached in Appendix D are documents entitled “Important Information about Your

Environmental Site Assessment” in conjunction with which this report must be read, as it

details important limitations regarding the investigation undertaken and this report.

C:\\12JOB\129\A\JC12129A 2/8/13 11:24 AM



REFERENCES

1. Department of Land and Water Conservation – “Site Investigation for Urban Salinity”.2002

2. 1:100,000 Geological Map of Penrith – Geological Series Sheet 9029-9129 (Edition 1) 1985

3. 1:100,000 Soil Landscape Map of Penrith – Soil Conservation Service of NSW ; Sheet 9029-9129

4. Salinity Code of Practice – Western Sydney Regional Organisation of Councils Ltd – 2002

5. What do all the numbers mean? A guide for the interpretation of soil test results. – Department of Conservation and Land Management, 1992

6. Australian Standard, AS 2159-2009 “Piling – Design and Installation”, 2009

7. Australian Standard, AS 2870 -2013 “Residential Slabs and Footings”.

8. Australian Standard, AS 3798 - 1996“Bulk Earthworks for Commercial and Residential Site

9. Australian Standard, AS 3600- 2009“Concete Structures”

Legend Drawn By: SG

GeoEnviro Consultancy Checked By: SL

Site Boundary Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Revision By:

Tel: (02) 96798733 Fax: (02) 96798744A3 Project No: JC12129A Drawing No: 1

c:\\lab\report\R012 Form No. R012/Ver01/1198

Scale: N.T.S.

Cardno

Stocklands Site, Richmond Road, Marsden Park

Site Locality and Proposed Development Plan

Date: 24/10/2012

Date:

Date: 24/10/2012

Legend Drawn By: AF

Borehole Location GeoEnviro Consultancy Checked By: SL




Scale: N.T.S.

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Bore Hole Location Plan

Date: 02/10/2012

Date:

Date: 02/10/2012

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Legend

Rock Depth from Surface Drawn By: SG

Wet Subgrade <1.5m GeoEnviro Consultancy Checked By: SL

Wet Subgrade >1.5m Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Revision By:



Scale: N.T.S.

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Indicative Wet Clays and Bedrock Levels Plan

Date: 24/10/2012

Date:

Date: 24/10/2012

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R - 2.0m

R >5.5m

R - 3.4m

R - 2.8m

R - 5.4m

R > 5.5m

R > 6.1m

R > 5.5m

R - 4.4m

R > 601m

R > 5.5mm

R - 2.7m

R - 4.6m

R - 4.4m

R - 4.0m

R - 1.0m

R - 3.2m

R - 2.2m

R - 1.6m

R - 2.8m

R - 3.3m

R - 3.9mR - 1.9m

R - 2.4m

R - 2.1m

R - 2.3m

R - 1.7m

R - 1.8m

R - 2.0m

R - 1.8m

R - 2.7m

R - 3.4m

R - 3.2m

R - 3.4m

R - 3.1m

R - 2.6m

R - 2.9m

R - 2.8m

R - 3.4m

R - 2.8m

R - 3.8m

R - 3.1m

R - 1.8m

R - 5.2m

Legend Drawn By: SG





Scale: N.T.S.

Cardno


Soil Salinity Potential - Topsoil

Date: 22/10/2012

Date:

Date: 22/10/2012

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Moderate Salinity Potential



Non to Slight Salinity Potential

Legend Drawn By: SG





Scale: N.T.S.

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Soil Salinity Potential - Less than 1.0m

Date: 22/10/2012

Date:

Date: 22/10/2012

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Legend Drawn By: SG





Scale: N.T.S.

Cardno


Soil Salinity Potential - Greater than 1.0m

Date: 22/10/2012

Date:

Date: 22/10/2012

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High Salinity Potential





Legend Drawn By: SG





Scale: N.T.S.

Cardno


Soil Salinity Map

Date: 22/10/2012

Date:

Date: 22/10/2012

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BH 89

BH 90

BH 91

BH 92

BH 93

BH 94

BH 95

BH 96

BH 97

BH 98

BH 99

BH 100

BH 101

BH 102

BH 103

BH 104

BH 105

BH 106

BH 107

BH 108

BH 109

BH 110

BH 111

BH 112

BH 113

BH 114

BH 115

BH 116

BH 117

BH 118

BH 12

BH 13

BH 14

BH 15

BH 119

BH 120

BH 8

BH 85BH 86

Zone A

Zone E

Zone A

Zone AZone B

Zone C

Zone D

Zone E

Zone B

Zone C

Zone B

Zone D

Zone D

Zone D

Zone E

Zone E

Zone A

Zone D

Proposed Development JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013


APPENDIX A

Borehole Reports

GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n

Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary

and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a

Structure and Additional Observations

T L Y Fill: Silty Clay: Medium plasticity, brown red grey D

I I R

B N D CH Silty Clay: High plasicity, grey brown M VSt 210 "Greasy"

-C 1.0 CH Silty Clay: High plasticity, grey brown red, with fine to D-M VSt 380

T medium grained gravel

CI-CH Gravelly Silty Clay: Medium to high plasticity, grey red D-M VSt 380

brown, with fine to coarse grained gravel,

2.0

End BH 1 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0

Legend: D = Dry, M = Moist, W = Wet

c:\\Lab\report\R007 Form no. R007/Ver04/06/10

R.L. Surface:

Datum:Hole Diameter: 450 mm

Drill Model and Mounting: Pendulum Rig

Borehole no: 1

Location: Richmond Road, Marsden Park

Project: Marsden Park Precinct - Stockland Site

Client: Stockland Development Pty Ltd

Logged by: WW

Date: 02/10/2012

Job no: JC12129A

VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Topsoil: Clayey Silt: Low liquid limit, dark brown, with D

I I R grass roots

B N D

-C 1.0 CH Silty Clay: High plasticity, grey and brown M (VSt)

T

CH Silty Clay: High plasticity, grey brown M-W St 170

2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, grey brown M-W (VSt) Slight Seepage

red, with fine to coarse grained gravel

End BH 2 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 2

Client: Stockland Development Pty Ltd Job no: JC12129A

Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012

Location: Richmond Road, Marsden Park Logged by: WW

Drill Model and Mounting: Pendulum Rig R.L. Surface:

Hole Diameter: 450 mm Datum:



Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, grey and brown and red M-W St 180

-C 1.0

T CL-CI Silty Clay: Low to medium plasticity, grey and brown and W F 80

red

GP Silty Sandy Gravel: Fine to medium grained, brown, with W

fine to coarse grained sand

2.0 CI Silty Clay: Medium plasticity, grey brown W F 90 "Greasy"

End BH 3 at 2.2m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 3








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Fill: Silty Gravel and Topsoil: Low plasticity, brown, with D

I I R fine to coarse grained gravel, trace of building rubble

B N D and coal wash

-C 1.0

T

CI-CH Silty Clay: Medium to high plasticity, grey brown red, with M VSt 230

fine to medium grained gravel

2.0

End BH 4 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 4








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D Silty Clay: High plasticity, red brown,

- CH Silty Clay: High plasticity, grey brown red M-W St 140

C 1.0

T

2.0 CH Silty Clay: High plasticity, grey red brown M-W St 160

End BH 5 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 5






180CH


M-W St


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, red brown M-W St 180

-C 1.0 CH Silty Clay: High plasticity, grey brown M-W St 170 "Greasy"

T

CI-CH Gravelly Silty Clay: Medium to high plasticity, grey brown M


End BH 6 at 1.6m

2.0

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 6








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, grey brown M-W St 160 "Greasy"

C 1.0

T

Silty Clay: Medium to high plasticity, grey brown red,

with fine to medium grained gravelCI-CH Silty Clay: Medium to high plasticity, grey brown red, D St 180

2.0 with fine to medium grained gravel

End BH 7 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 7







CI-CH M


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Fill: Gravelly Silty Clay: Medium plasticity, brown, with D

I I R fine to coarse grained gravel, with Clayey Silt

B N D Topsoil: Clayey Silt: Low liquid limit, dark brown, trace

- CH grass roots D H >600

C 1.0 Silty Clay: High plasticity, red brown

T CH Silty Clay: High plasticity, grey brown M

2.0

End BH 8 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 8








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CI Silty Clay: Medium plasticity, brown M VSt 220

-C 1.0

T

CH Silty Clay: High plasticity, brown grey M-W St 190

2.0 CI-CH Silty Clay: Medium to high plasticity, grey brown, with D-M

fine to carse grained gravel

End BH 9 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 9








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y CH Topsoil: Clayey Silt: Low liquid limit, dark brown, with D H >600

I I R grass roots

B N D Silty Clay: High plasticity, brown

- CH Silty Clay: High plasticity, grey red brown D H 520

C 1.0

T

CI-CH Silty Clay: Medium to high plasticity, grey red brown, with D H 500


2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, grey brown D-M


End BH 10 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 10








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y CH Topsoil: Clayey Silt: Low liquid limit, dark brown, with D H 460

I I R grass roots

B N D Silty Clay: High plasticity, red brown

- CH Silty Clay: High plasticity, brown red grey D H 430

C 1.0 CH Silty Clay: High plasticity, grey brown red, with fine to M


CH Silty Clay: High plasticity, grey brown red, with fine to D-M

2.0 medium grained gravel

End BH 11 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 11








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Topsoil: Clayey Silt: Low liquid limit, dark brown D-M Scattered building rubble on

I I R CH Silty Clay: High plasticity, brown M VSt 220 surface

B N D

- CH Silty Clay: High plasticity, grey brown W F 90 "Greasy"

C 1.0

T

2.0 CI-CH Silty Clay: Medium to high plasticity, grey brown red, with D-M VSt 320


End BH 12 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 12








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH grass roots D H >600


- CH Silty Clay: High plasticity, grey red brown M VSt 270

C 1.0

T CH Silty Clay: High plasticity, grey brown M Vst 240 "Greasy"

CI-CH Silty Clay: Medium to high plasticity, grey brown red, with D H 480


2.0 CI-CH Silty Clay: Medium to high plasticity, grey brown red, with D H 480

fine to coarse grained gravel

End BH 13 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 13








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Fill: Clayey Silt: Low liquid limit, dark brown, with D

I I R grass roots M

B N D Fill: Crushed concrete with Silty Clay M

- Topsoil: Clayey Silt: Low liquid limit, dark brown

C 1.0 CH Silty Clay: High plasticity, brown red, with fine to medium M-W St 180

T grained gravel

Silty Clay: Medium to high plasticity, grey and brown,

2.0 GM with fine to medium grained gravel, brown W

Gravelly Silt/Silty Gravel: Fine to medium grained brown

End BH 14 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 14







CI-CH W Slight Seepage


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots M-W St 140 "Greasy"

B N D Silty Clay: High plasticity, grey brown

- CI-CH Silty Clay: Medium to high plasticity, red brown grey M VSt 240

C 1.0 CI-CH Silty Clay: Medium to high plasticity, red and brown M VSt 250

T

GM Gravelly Silt/Silty Gravel: Fine to medium grained, brown W Slight Seepage

2.0 CH Silty Clay: High plasticity, grey brown M-W St 120 "Greasy"

End BH 15 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 15








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, grey brown M-W St 140 "Greasy"

-C 1.0

T

CH Silty Clay: High plasticity, grey brown red, with fine to D-M VSt 320

medium grained gravel

2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, grey brown D-M


End BH 16 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 16








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, grey brown red D-M VSt 320

- CH Silty Clay: High plasticity, grey brown D-M VSt 360 "Greasy"

C 1.0

T

CH Silty Clay: High plasticity, grey brown red, with fine to D


2.0

End BH 17 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 17








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


-C 1.0 CH Silty Clay: High plasticity, grey brown red M VSt 240

T

CI-CH Silty Clay: Medium to high plasticity, grey brown red, with M Vst 220


2.0 CH Silty Clay: High plasticity, grey brown D-M VSt 370

End BH 18 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 18








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Topsoil: Clayey Silt: Low liquid limit, dark brown, with

I I R grass roots

B N D CH Silty Clay: High plasticity, red brown M VSt 270

-C 1.0 CH Silty Clay: High plasticity, grey brown M VSt 260 "Greasy"

T

CI Silty Clay: Medium plasticity, grey brown red, with fine to M

coarse grained gravel

2.0

End BH 19 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 19








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a


T L Y Topsoil: Clayey Silt, low liquid limit, brown D

I I R CH Silty Clay: High plasticity, brown M VSt 210

B N D As above, grey mottled brown

-V 1.0

2.0

CH Shaley Clay: High plasticity, grey mottled red, M H >600

3.0 with ironstone gravels

Shale: Grey/Brown, low strength, with clay

bands

Shale: Dark grey/Brown, low strength, with clay

bands

4.0

End BH 20 at 4.3m

5.0

6.0

7.0

8.0


Borehole no: 20






TC

- B

IT

7/130mm

Bounce


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH grass roots M-W St 150


- CH Silty Clay: High plasticity, grey brown M VSt 260 "Greasy"

C 1.0

T

CI-CH Silty Clay: Medium to high plasticity, grey brown, with M VSt 240


2.0

End BH 21 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 21








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, grey brown red M St 200

-C 1.0

T

CH Silty Clay: High plasticity, grey brown with red mottle D-M VSt 330 "Greasy"

CH Silty Clay: High plasticity, grey brown, with fine to medium M

2.0 grained gravel

End BH 22 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 22








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, grey brown red M VSt 250

-C 1.0 CI-CH Silty Clay: Medium to high plasticity, grey brown red, with M

T fine to medium grained gravel

CI Gravelly Silty Clay: Medium plasticity, grey red brown, M

with fine to coarse grained gravel

2.0 CH Silty Clay: High plasticity, grey brown D-M VSt 370

End BH 23 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 23








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH grass roots M VSt 270


- CH Silty Clay: High plasticity, grey brown M-W St 120

C 1.0

T

CL-CI Silty Clay: Low to medium plasticity, grey brown M-W St 160

2.0 CI Gravelly Silty Clay: Medium plasticity, grey brown, with M


End BH 24 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 24








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, grey brown M St 200 "Greasy"

C 1.0

T

CI Silty Clay: Medium plasticity, grey red brown, with bands D-M

of fine to coarse grained gravel

2.0

End BH 25 at 2.2m

3.0

4.0

5.0

6.0

7.0

8.0



Logged by: WW


Borehole no: 25




H 570CH D




Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH Silty Clay: High plasticity, red brown mottled D-M Vst- 320-

B N D grey H 600

-V 1.0 CI Gravelly Silty Clay: Medium plasticity, grey D-M

mottled red

2.0

Silty Clay: Medium plasticity, brown with shale D-M

and ironstone bands

T Shale: Dark grey/Brown, low strength, extremely

I weathered

B 3.0

-C As above but brown, low strength, extremely to

T distinctly weathered

4.0 As above, dark grey, low to medium strength,

distinctly weathered

`

5.0

End BH 26 at 4.8m

6.0

7.0

8.0


Date: 02/10/2012



Borehole no: 26


Project: Marsden Park Precinct - Stockland Site


7/50mm

Bounce


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


-C 1.0

T CH Silty Clay: High plasticity, grey brown M VSt 220 "Greasy"

CI Silty Clay: Medium plasticity, grey brown, with fine to M


2.0 Shale: Dark grey brown, low strength, distinctly weathered

End BH 27 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 27








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

Dep

th(m

)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH Silty Clay: High plasticity, red brown mottled M Vst 270

B N D grey H 600

-V 1.0

Silty Clay: High plasticity, grey mottled brown VSt 260

CI Gravelly Silty Clay: Medium plasticity, brown

mottled grey

2.0 CH Silty Clay: High plasticity, mottled grey and

brown

T Shale: Brown, low strength, distinctly weathered

I 3.0

B- Shale: Brown/Dark grey, very low to low

C strength, extremely to distinctly weathered

T

4.0

End BH 28 at 4.5m

5.0

6.0

7.0

8.0


Borehole no: 28






7,7/40mm

Bounce


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, grey brown M VSt 260 "Greasy"

C 1.0 CI-CH Silty Clay: Medium to high plasticity, grey brown, with fine M VSt 250

T to medium grained gravel

2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, brown grey M

with fine to medium grained gravel

End BH 29 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 29






CH D-M VSt 280



Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

Dep

th(m

)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH Silty Clay: High plasticity, red brown mottled M Vst 270

B N D grey 330

-V 1.0

CI- Gravelly Silty Clay: Medium to high plasticity, D-M

CH grey mottled brown

2.0

CH Shaley Clay/Silty Clay: High plasticity, grey M

mottled brown, with ironstones and shale bands

T 3.0 Shale: Dark grey, low strength, distinctly

I weathered

B-

CT 4.0

End BH 30 at 4.5m

5.0

6.0

7.0

8.0


Borehole no: 30






4,6/30mm

Bounce


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, grey brown M VSt 270

C 1.0

T

CI Silty Clay: Medium plasticity, grey brown, with fine to D-M


2.0 Shale: Dark grey brown, with clay bands, very low

strength, extremely to distinctly weathered

End BH 31 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 31




CH D-M



330VSt



Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, grey brown red D-M VSt 310

C 1.0

T

CI Gravelly Silty Clay: Medium plasticity, grey brown red, M


CH Silty Clay: High plasticity, grey brown M VSt 300

2.0 Shale: Dark grey brown, very low strength, extremely

to distinctly weathered

End BH 32 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 32






CH D-M VSt 380



Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


-C 1.0

T CI-CH Silty Clay: Medium to high plasticity, grey brown red M-W St 180

CI-CH Silty Clay: Medium to high plasticity, grey brown red, with M


2.0

End BH 33 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 33








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, red brown grey M-W St 140

C 1.0

T

2.0 CH Silty Clay: High plasticity, grey brown W F 100

End BH 34 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 34







CH M-W St 170


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots



C 1.0

T

CH Silty Clay: High plasticity, grey brown red, with fine to M-W St 140


2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, grey brown M-W

red, with fine to coarse grained gravel, trace of cobbles

End BH 35 at 2.2m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 35







CH D-M VSt 340


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: Low to medium plasticity, red brown D-M VSt 320

- Silty Clay: High plasticity, red brown

C 1.0 CH Silty Clay: High plasticity, red brown grey M VSt 260

T

CH Silty Clay: High plasticity, red brown grey, with fine to M-W

2.0 coarse grained gravel

End BH 36 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 36







CL-CI D-M VSt 340


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- Silty Clay: High plasticity, brown red grey

C 1.0 CL-CI Sandy Silty Clay: Low to medium plasticity, grey brown M-W St 180

T

2.0 CL-CI Sandy Silty Clay: Low to medium plasticity, pale brown W

and grey

End BH 37 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 37







CH M VSt 280


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D Silty Clay: Medium to high plasticity grey and brown

- CH Silty Clay: High plasticity, grey brown M-W St 180

C 1.0

T

CH Silty Clay: High plasticity, grey brown, some fine to D-M VSt 370


End BH 38 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 38






CI-CH D H >600



Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D

- Silty Clay: High plasticity, red brown

C 1.0 CH Silty Clay: High plasticity grey brown M VSt 220

T

CH Silty Clay: High plasticity, grey brown red, with fine to M VSt 240


2.0 CH Silty Clay: High plasticity, dark grey brown D H 480

End BH 39 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 39







CH D H 480


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, brown grey M-W St 200


C 1.0

T

CI Gravelly Silty Clay: Medium plasticity, grey and brown, D H 420

2.0 with fine to coarse grained gravel

End BH 40 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 40








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


-C 1.0 CI-CH Silty Clay: Medium to high plasticity, brown red, with M

T fine to coarse grained gravel

CH Silty Clay: High plasticity, grey brown M-W St 190



End BH 41 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 41








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, brown M-W St 180

-C 1.0 CH Silty Clay: High plasticity, grey brown red M-W St 140

T



End BH 42 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 42








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D Silty Clay: Medium plasticity brown


C 1.0

T

CH Silty Clay: High plasticity, grey brown D-M VSt 310

2.0

Silty Clay: High plasticity, grey brown red, with fine to


End BH 43 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 43






CI D-M VSt 320

CH D-M



Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: Medium plasticity, brown grey D-M VSt 310

-C 1.0 CH Silty Clay: High plasticity, grey brown, with fine to D-M


2.0 End BH 44 at 1.70m

3.0

4.0

5.0

6.0

7.0

8.0



Logged by: WW


Borehole no: 44







Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CI Silty Clay: Medium plasticity, brown, with fine to coarse M VSt 280

C 1.0 grained gravel

T Shale/Siltstone: Dark brown, low to medium strength,


End BH 45 at 1.3m

2.0

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 45








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots



C 1.0

T

CH Silty Clay: High plasticity, grey brown, with fine to D-M VSt 360


2.0

End BH 46 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 46






CH D-M VSt 360


GP Gravel: Medium grained, dark red


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CI-CH Silty Clay: Medium to high plasticity, brown M VSt 280

- CH Silty Clay: High plasticity, grey and brown M-W VSt 170

C 1.0

T

CI Gravelly Silty Clay: Medium plasticity, brown and grey, M-W

2.0 GC with river cobbles M-W

Gravelly Clay/Clayey Gravel: Fine to coarse grained

red brown, trace river gravel

End BH 48 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 47








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


-C 1.0

T

CI Gravelly Silty Clay: Medium plasticity, brown and red, M


2.0 GC Gravelly Clay/Clayey Gravel: Fine to coarse grained M-W

red brown, trace river gravel

End BH 48 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 48








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- CH Silty Clay: High plasticity, red brown grey M-W St 140

C 1.0

T

CI-CH Gravelly Silty Clay: Medium to high plasticity, grey and M

red, with fine to medium grained gravel

2.0 GC Gravelly Clay/Clayey Gravel: Fine to coarse grained M-W

red brown

End BH 49 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 49








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH grass roots M-W St 200


- CH Silty Clay: High plasticity, red brown grey W St 120

C 1.0

T

CH Silty Clay: High plasticity, red brown grey, with fine to M-W St 180


2.0 CI Gravelly Silty Clay: Medium plasticity, grey red brown, M

with fine to coarse gravel and river gravel

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 50








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D Silty Clay: Medium plasticity, brown

- CH Silty Clay: High plasticity, red brown grey M VSt 210

C 1.0

T

2.0 CH Silty Clay: High plasticity, red brown grey, with fine to D-M VSt 350


End BH 51 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 51






>600


CI D H


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH grass roots M St 180



C 1.0

T CI-CH Silty Clay: Medium to high plastictiy, grey and brown M-W St 160


End BH 52 at 1.6m

2.0

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 52








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CH Silty Clay: High plasticity, red brown D-M VSt 360

-C 1.0 CI Gravelly Silty Clay: Medium plasticity, grey brown, with M

T fine to coarse grained gravel

CL-CI Gravelly Silty Clay: Low to medium plasticity, grey brown M

red, with fine to coarse grained ironstone gravel

2.0

Gravelly Silty Clay: Medium to high plasticity, grey

brown, with fine to medium grained gravel

End BH 53 at 2.1m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 53







M-WCI-CH


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots


- Shale/Siltstone: Dark brown, low to medium strength,

C 1.0 distinctly weathered

T End BH 54 at 0.75m

2.0

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 54







M VSt 220CH


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

Dep

th(m

)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R CH Silty Clay: High plasticity, brown, with a trace D

B N D of gravel

-V 1.0

As above but brown mottled grey with a trace

of gravel

2.0

3.0 As above but grey mottled brown with ironstone

4.0 CI Silty Clay: Medium to high plasticity, brown M

Shale: Interbedded with clay, very low strength,

extremely weathered

Shale: Brown/Grey, low strength, distinctly

weathered

5.0

End BH 55 at 5.0 m

6.0

7.0

8.0





Hole Diameter: 450 mm

Borehole no: 55


Datum:

N = 8

1,3,5

N = 14

5, 10, 14

TC

- B

IT


Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CL-CI Silty Clay: Low to medium plasticity, grey brown, with D-M H 520

- fine grained sand

C 1.0 CI-CH Silty Clay: Medium to high plasticity, grey red brown M-W St 170

T

CI Gravelly Silty Clay: Medium plasticity, brown, with M

fine to coarse grained gravel and cobbles

2.0 Shale: Brown grey, low strength, extremely to distinctly

weathered

End BH 56 at 1.65m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 56








Borehole Report

Slope: 90 degrees

Bearing: -

Met

hod

Sup

port

Wat

er

Not

es: S

ampl

es,

Tes

ts, e

tc

De

pth

(m)

Cla

ssifi

catio

n S

ymbo

l

Uni

fied

Soi

l Cla

ssifi

catio

n


and minor component

Moi

stur

e C

onte

nt

Con

sist

ency

/Den

sity

Inde

x

Han

d P

enet

rom

eter

kP

a



I I R grass roots

B N D CL-CI Silty Clay: Low to medium plasticity, grey brown, with M VSt 260

- fine grained sand

C 1.0 CH Silty Clay: High plasticity, grey brown red W F 90

T

CH Silty Clay: High plasticity, grey brown red, with fine to D-M VSt 320

coarse grained gravel and trace of cobbles

2.0

End BH 57 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0



Borehole no: 57








Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D

U I R with some roots D-

L N D ML Clayey Sandy Silt: Low liquid limit brown M

U CL- Silty Clay: Low to medium plasticity, brown M- St 160

D 1.0 CI W

NE

P As above but grey mottled brown 180

2.0

End BH 58 at 2.0m

3.0

4.0

5.0

6.0

7.0

8.0Legend: D = Dry, M = Moist, W = Wet






Borehole no: 58




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with some roots M

L N D CH Gravelly Silt: Low liquid limit, brown, with some M St 280

U cobbles

D 1.0 CI- Silty Clay: High plasticity, red brown M-

N CH Gravelly Silty Clay: Medium to high plasticity, W

E red brown and grey

P

2.0

End BH 59 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 59




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with some roots D

L N D Gravelly Silt: Low liquid limit, brown, with some

U cobbles

D 1.0 CI- Gravelly Silty Clay:Medium to high plasticity, red M

N CH and grey brown -

E W

P

2.0

End BH 60 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 60



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




L N D CI- Gravelly Silt: Low liquid limit, brown, with some

U CH cobbles M VSt 380

D 1.0 Gravelly Silty Clay:Medium to high plasticity, red

N and brown

E Gravelly Clay/ Clayey Gravel: Fine to coarse M

P grained and river gravel, red and grey

2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, M

grey brown

End BH 61 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 61




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with some roots M- St 180

L N D CH Silty Clay: High plasticity, brown, with gravels W

U Silty Clay: High plasticity, grey and brown W F 100

D 1.0

NE

P M- St 170

As above but with fine to coarse grained gravels W 160

2.0 Gravelly Silty Clay: Medium to high plasticity,grey brownShale: Brown, very low strength, extremelyweathered

3.0 End BH 62 at 2.3m

4.0

5.0

6.0

7.0








Borehole no: 62



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with some roots

L N D CH Silty Clay: High plasticity, brown, with fine to M St 260

U coarse grained gravels

D 1.0

N Silty Clay: High plasticity, brown grey M- St 160

E W

P

As above but with fine to coarse grained gravels2.0

End BH 63 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 63




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




L N D CI- Gravelly Silt: Low liquid limit, brown, with some

U CH cobbles M St

D 1.0 Gravelly Silty Clay: Medium to high plasticity,

N brown

E As above but brown and grey M- St 140

P W

2.0 CH Silty Clay: High plasticity, grey brown, with M VSt 290

fine to medium grain gravels

End BH 64 at 2.1m

3.0

4.0

5.0

6.0

7.0








Borehole no: 64



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Gravelly Clayey Silt: Low liquid limit,dark brown D

U I Silty Clay: High plasticity, brown and grey D- VSt 320

L N M

UD 1.0 GC Gravelly Clay/Clayey Gravel: Fine to medium W VS

N grain, brown

EP CI- Silty Clay: Medium to high plasticity, grey and M- St 180

CH brown W

2.0 GC Gravelly Clay/Clayey Gravel: Fine to medium M-W

grain, brown

End BH 65 at 2.1m

3.0

4.0

5.0

6.0

7.0




Borehole no: 65







Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Topsoil: Gravelly Clayey Silt, dark brown, grass D

U I R CI Gravelly Silty Clay: Medium plasticity, brown D-M Vst

L N D CH Silty Clay: High plsticity, grey and red brown M- St 180

U W

D 1.0

N CI Gravelly Silty Clay: Medium plasticity, red M- St

E brown W

P

2.0

End BH 66 at 2.0m

3.0

4.0

5.0

6.0

7.0




Borehole no: 66






Job no: JC12129A


Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Topsoil: Gravelly Clayey Silt, dark brown, grass D

U I R Gravelly Silt: Low liquid limit, brown D

L N D CI- Silty Clay: Medium to high plasticity, brown D- VSt 320

U CH M

D 1.0 GC Gravelly Clay/Clayey Gravel: Fine to medium D- St

N grain, brown and grey M

EP

2.0 CH Silty Clay: High plasticity, brown and grey, with D-M VSt

fine to medium grain gravels

End BH 67 at 2.0m

3.0

4.0

5.0

6.0

7.0





Borehole no: 67


R.L. Surface:

Date: 02/10/2012Project: Marsden Park Precinct - Stockland Site




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with grass roots

L N D CH Silty Clay: High plasticity, red and grey W St 160

U M VSt 320

D 1.0

NE CI- Silty Clay: Medium to high plasticity, grey brown M VSt

P CH red, with fine to medium grain gravelsCI Gravelly Silty Clay: Medium plasticity, grey M VSt

2.0 brown, with shale bands

End BH 68 at 2.0m

3.0

4.0

5.0

6.0

7.0







Logged by: WW

Borehole no: 68




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with fine to medium grain gravels and roots

L N D CH Silty Clay: High plasticity, brown and grey W St 140

UD 1.0

NE

P

2.0

End BH 69 at 2.0m

3.0

4.0

5.0

6.0

7.0






Borehole no: 69


R.L. Surface:




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with fine to medium grain gravels and roots

L N D Silty Clay: High plasticity, brown grey red W F 100

UD 1.0

NE

P 80

2.0 As above but grey brown M-W St 180

End BH 70 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 70




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Topsoil: Clayey Silt, low liquid limit, dark brown D

U I R CH Gravelly Silty Clay: High plasticity, brown M VSt 270

L N D CH Silty Clay: High plasticity, grey brown M VSt 260

UD 1.0

NE As above but with some fine to medium grain 290

P gravels

2.0

End BH 71 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 71



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R CH Silty Clay: High plasticity, red brown D H 530

L N D CH Silty Clay: High plasticity, grey brown W St 140 "Greasy "

U CI Gravelly Silty Clay: Medium plasticity, grey M St

D 1.0 brown

NE

P

2.0

End BH 72 at 2.0m

3.0

4.0

5.0

6.0

7.0




Logged by: WW



Borehole no: 72





Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R CH Silty Clay: High plasticity, red brown D H >600

L N D

U CL- Silty Clay: Low to medium plasticity, grey and M VSt 280

D 1.0 CI brown

NE

P

As above with fine to coarse grain gravels2.0 CI-CH Shaley Clay: Medium to high plasticity, grey D-M Vst

brown

End BH 73 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 73



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R CH Silty Clay: High plasticity, red and grey W St 90

L N D

U As above but grey brown M- St 180 "Greasy"

D 1.0 W

NE

P

CI- Silty Clay: Medium to high plasticity, grey brown D- VSt 380

2.0 CH red M

End BH 74 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 74




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with grass roots

L N D CH Silty Clay: High plasticity, brown grey red, with M St

U gravels -

D 1.0 VSt

N Gravelly Silty Clay: Medium to high plasticity, M- St 200

E grey brown red W

P

M

2.0 Gravelly Clay/Clayey Gravel: Fine to medium M

grain, brown

End BH 75 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 75



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Topsoil: Gravelly Clayey Silt, low liquid limit, D

U I R dark brown with grass roots

L N D Gravelly Silty Clay: Medium to high plasticity,

U brown

D 1.0 CH Silty Clay: High plasticity, grey red brown D- VSt 310

N M

E CI- Silty Clay: Medium to high plasticity, grey and D- Vst

P CH brown, with fine to medium grain gravels M

2.0

End BH 76 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 76




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R dark brown with grass roots

L N D (CI) Silty Clay: Medium plasticity, brown & red

U CH Silty Clay: High plasticity, grey brown red M VSt 270

D 1.0

N CI Gravelly Silty Clay: Medium plasticity, grey and M Vst

E brown, with siltstone and sandstone bands

P

2.0

End BH 77 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 77



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Y Topsoil: Clayey Silt, low liquid limit, brown,with

I I R gravels

B N D CH Silty Clay: High plasticity, red brown mottled MC St 180

- grey, with gravels >

V 1.0 PL

2.0

CL Silty Clay: Low plasticity, grey with sand MC H

≤

PL 600

3.0 CI Silty Clay: Medium plasticity, brown 550

T Siltstone/Shale: Brown, low strength, extremely

I weathered

B-

C 4.0

T

5.0

6.0 End BH 78 at 5.5m

7.0

8.0


mm

9,9/100




Borehole no: 78




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R CI- dark brown with grass roots D- St

L N D CH Gravelly Silty Clay: Medium to high plasticity, M

U brown M St

D 1.0 CI- Silty Clay: Medium to high plasticity, brown -

N CH grey red, with fine to coarse grain gravels W

EP CI- Gravelly Silty Clay: Medium to high plasticity, M St

CH grey brown2.0 CH Silty Clay: High plasticity, grey brown M-W St 190

End BH 79 at 2.0m

3.0

4.0

5.0

6.0

7.0




Job no: JC12129A


Borehole no: 79



Logged by: WW




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Topsoil: clayey Silt, low liquid limit, dark brown D

U I R with roots

L N D CH Silty Clay: High plasticity, red and brown M-W St 120

U As above but grey red brown 100

D 1.0

NE CI- Gravelly Silty Clay: Medium to high plasticity, M St 100

P CH grey red brown -

W

2.0 CH Silty Clay: High plasticity, grey with red mottle D-M Vst 340

End BH 80 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 80




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with roots D

L N D CH Silty Clay: High plasticity, brown red - VSt 320

U M

D 1.0 CI Silty Clay: Medium plasticity, grey brown red, M St

N with fine to coarse grain gravel

EP CI Gravelly Silty Clay: Medium plasticity, grey red M St

brown, with gravels2.0

End BH 81 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 81



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R CH with roots M-

L N D Silty Clay: High plasticity, grey and brown W

U CI- Silty Clay: Medium to high plasticity, grey and M

D 1.0 CH brown, with fine to coarse grain gravels

NE CI Gravelly Silty Clay: Medium plasticity, grey M

P brown

2.0

End BH 82 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 82




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



U I R with roots

L N D CH Silty Clay: High plasticity, red brown D H >600

UD 1.0 CL-CI Gravelly Silty Clay: Low to medium plasticity, M St

N grey and brown

E Shaley Clay: Low to medium plasticity, grey M St

P brown with shale gravelsShale: Grey/Brown, low to medium strength,

2.0 extremely to distinctly weathered

End BH 83 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 83



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Y Topsoil: Clayey Silt, low liquid limit, brown

I I R CH Silty Clay: High plasticity, brown MC

B N D =

- PL

V 1.0As above grey with ironstone gravels

2.0H 490

550

500

3.0

CI- Silty Clay: Medium to high plasticity, mottled MC=

CH brown and grey with gravels PL

Shale: Brown/Grey, low strength, distinctly4.0 weathered

5.0End BH 84 at 4.8m

6.0

7.0

8.0


N = 12

1, 4, 8





Borehole no: 84



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Asphaltic Concrete: 100mm

U I R Topsoil: Clayey Silt, low liquid limit, dark brown

L N D CH Silty Clay: High plasticity, grey brown red D VSt 320

U - 310

D 1.0 M

NE CI- Silty Clay: Medium to high plasticity, grey brown M VSt

P CH red, with some fine to coarse grain gravelsCH Silty Clay: High plasticity, grey brown D- VSt 340

2.0 M

End BH 85 at 2.0m

3.0

4.0

5.0

6.0

7.0







Borehole no: 85




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


M L Y Asphaltic Concrete: 100mm

U I R Fill: Ripped sandstone with cobbles D Fill appeared loose

L N D

UD 1.0

N Topsoil: Clayey Silt, low liquid limit, dark brown,

E with some grass roots

P CH Gravelly Silty Clay: High plasticity, grey red D-

M

2.0 CH Silty Clay: High plasticity, red brown grey M-W

End BH 86 at 2.0m

3.0

4.0

5.0

6.0

7.0








Borehole no: 86



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown, with gravels MC

B N D =

- PL

V 1.0 Silty Clay: As above but grey with gravelsVst 250

300

320

2.0Silty Clay: As above but mottled grey and redbrown with gravelsSilty Clay: As above but grey mottled red brownwith gravels MC H 600

3.0 ≤ 480

PL 600

Silty Clay: As above mottled red brown and grey4.0

CI Silty Clay: Medium plasticity, grey mottled MC<

brown with ironstone bands PL

5.0 Interbedded layer of shale and clay D

End BH 87 @ 5.0m

6.0

7.0

8.0


N = 27

6, 12, 15

N = 26

5, 12, 14

N = 6

1,2,4




Borehole no: 87




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Y Topsoil: Clayey Silt, low liquid limit, brown M

I I R CH Silty Clay: High plasticity, brown MC Vst

B N D =

- PL

V 1.0 Silty Clay: As above, mottled brown and greywith ironstone gravels Vst 270

- 370

MC H 400

≤

2.0 Silty Clay: As above but mottled grey and red PL

brown with ironstone gravels

MC

Silty Clay: As above but grey mottled brown =

3.0 with a trace of ironstone gravel PL

MC≤

PL

Shale: Brown/Grey, low strength, distinctly 3.4m Low resistance

weathered4.0

4.2m Medium resistance

4.6m High Resistance

5.0End BH 88 @ 4.9m

6.0

7.0

8.0


DG

DG

N = 12

3, 4, 8

DG





Borehole no: 88


TC

- B

IT


Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R

B N D CH Silty Clay: High plasticity, grey, with a trace of MC Vst

- ironstone gravel =

V 1.0 PL

Silty Clay: As above, mottled grey and red brown with gravels

2.0

Silty Clay: As above, red brownVst 300

3.0 Shaley Clay: High plasticity, grey mottled brown 340

with ironstone bands 270

T Shale: Dark grey/Brown with ironstone bands, 3.2m Low resistance

I low strength, distinctly weathered

B- 4.0

CT

5.0 End BH 89 @ 4.5m

6.0

7.0

8.0


2, 5, 10

DG

DG

N = 15

DG

Logged by: WW



Borehole no: 89




DG

DG


Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D =

- Silty Clay: As above but grey PL

V 1.0Vst 250

- 350

Silty Clay: As above, grey, with ironstone gravel H 400

Silty Clay: As above, grey mottled red brown 2.0 with ironstone gravel

Clayey Shale/Shaley Clay: Brown, with layers MC

of extremely weathered shale <

PL

3.0

Shale: Browb/Grey, very low strength, extremelyweathered

4.0End BH 90 @ 3.8m TC- Refusal

5.0

6.0

7.0

8.0


DG

DG

DG

N = 8

1, 3, 5


DG





Borehole no: 90

TC

BIT


Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D =

- PL

V 1.0 Silty Clay: As above, greyVst 330

- 370

H 420

2.0

Silty Clay: As above, grey mottled red brown with ironstone bandsClayey Shale/Shaley Clay: Medium plasticity, MC≤

3.0 grey mottled brown with ironstone gravels PL

Shale: Brown, low strength, distinctly weathered

4.0

End BH 91 @ 4.1m Near Refusal

5.0

6.0

7.0

8.0


DG

N = 10

2, 4, 8

DG

DG





Borehole no: 91


TC

-BIT


Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D Silty Clay: As above but mottled grey and brown ≤

- with ironstone gravels PL

V 1.0Vst 220

280

Clayey Shale: Dark Grey, extremely low strength MC

and extremely weathered <

2.0 PL

T Shale: Dark Grey/Brown, low strength, distinctly

I weathered

B-

C 3.0

T

4.0

5.0 End BH 92 @ 4.5m TC - Refusal

6.0

7.0

8.0


N = 10

1, 3, 7




Borehole no: 92




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D =

- Silty Clay: As above, but grey PL

V 1.0St 180

230

200

2.0 Silty Clay: As above but grey mottled brownwith a trace of ironstone gravel Vst

Silty Clay: As above grey mottled brown with3.0 ironstone gravels

T Shale: Brown/Grey, very low strength, extremely

I weathered

B- 4.0 Shale: Brown/Grey, low strength, distinctly

C weathered

T

5.0End BH 93 @ 5.0m

6.0

7.0

8.0


DG

N = 5

1, 2, 3

U50





Borehole no: 93



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown D

B N D Silty Clay: As above, grey, with a trace of root MC

- =

V 1.0 PL

2.0Silty Clay: As above, mottled grey and brown M

T with ironstone gravels

I Shale: Brown/Grey, low strength, distinctly

B weathered

- 3.0

CT

4.0

5.0 End BH 94 @ 4.8m

6.0

7.0

8.0


3, 4/

50mm

N >4

N = 6

1, 2, 4




Borehole no: 94




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D Silty Clay: As above, grey, with gravels =

- PL

V 1.0Vst 300

350

380

Shale: Brown/Red, low strength, distinctly2.0 weathered

2.2m high resistance

3.0 End BH 95 @ 2.5m TC - Refusal

4.0

5.0

6.0

7.0

8.0


TC

- B

IT

N = 15

1, 6, 9





Borehole no: 95



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, grey mottled brown MC

B N D Silty Clay: As above, grey, with a trace of root =

- fibre and organic PL

V 1.0Vst 210

220

230

2.0

Silty Clay: As above, grey mottled red brownwith ironstone/shale bands

T 3.0 Shale: Brown, very low strength, extremely

I weathered

B-

C Shale: Brown, low to medium strength,

T 4.0 distinctly weathered

End BH 96 @4.0m Near Refusal

5.0

6.0

7.0

8.0


N > 5

5/40mm

N = 7

1, 3, 4




Borehole no: 96




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D Silty Clay: As above, grey, with a trace of root =

- fibre and gravels PL

V 1.0Vst 250

270

360

2.0CI- Silty Clay: Medium to high plasticitiy, grey MC

CH mottled red brown ≤

PL

3.0 Interbedded Clay and Shale: Brown and dark grey

CT Shale: Dark grey, low strength, distinctly

weathered4.0

End BH 97 @3.7m Near Refusal

5.0

6.0

7.0

8.0


N = 12

2, 7, 5





Borehole no: 97



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, mottled brown grey MC

B N D As above, grey mottled brown, with a trace of =

- root fibre and gravel and organic PL

V 1.0Vst 250

300

350

2.0Silty Clay: As above, red brown mottled grey with gravels

T 3.0 Shale: Brown, low strength, distinctly weathered 2.7m Low to medium

I with clay and ironstone bands resistance

B-

CT 4.0

4.3m high resistance

Shale: As above but grey

5.0End BH 98 @3.7m TC - Refusal

6.0

7.0

8.0


50MM

N > 8

7,8/

DB

N = 11

2, 3, 9




Borehole no: 98




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R

B N D CH Silty Clay: High plasticity, brown MC

- =

V 1.0 PL

Vst 250

Silty Clay: As above, grey mottled brown MC 280

< 350

PL

2.0 Silty Clay: As above, mottled brown and grey with gravelsSilty Clay/Shaley Clay: High plasticity, grey MC

mottled dark brown with a trace of gravel <

PL

3.0 H 600

600

Interbedded layer of Shaley Clay and Clayey Shale: Dark brown and dark grey

4.0

As above but dark grey

Shale: Dark Grey/Grey, very low to low strength5.0 extremely weathered

End BH 99 @ 5.4m6.0

7.0

8.0


TC

- B

IT

N = 20

2, 10, 10

DG

N = 11

2, 3, 9

DG

DG





Borehole no: 99



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown, with a trace MC

B N D of gravel =

- Silty Clay: As above, grey mottled brown with a PL

V 1.0 trace of gravelVst 300

- 420

CH Clayey Shale/Shaley Clay: High plasticity, brown H 480

and grey with gravel bands2.0 MC

≤

PL

3.0MC

<

PL

4.0 Interbedded layer of Clay and Shale: Grey/Brown

Shale: Brown/Grey, with ironstain, low strength,distinctly weathered

5.0Shale: As above but low to medium strength

End BH 100 @ 5.4m6.0

7.0

8.0


TC

- B

IT

N > 14

3, 14, 5/

0mm

40mm

N> 12

7, 12/

N = 11

2, 4, 7




Borehole no: 100




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D =

- Silty Clay: As above, grey mottled brown with PL

V 1.0 gravelsVst 350

380

320

2.0 Silty Clay: As above, mottled brown and grey MC

with gravels <

PL

H 520

3.0 580

600

Shaley Clay/Clayey Shale: High plasticity, brown MC<

PL

Interbedded Shale and Chal: brown4.0

Shale: Brown, very low strength, extremelyweathered

5.0 Shale: Brown, low to medium strength, distinctlyweathered

End BH 101 @ 5.0m

6.0

7.0

8.0


TC

- B

IT

7, 12, 17/

40mm

N> 29

N = 11

2, 4, 7





Borehole no: 101



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Y CH Silty Clay: High plasticity, brown MC

I I R =

B N D PL

-V 1.0

St 250

CI Silty Clay: Medium plasticity, grey with a trace - 230

of sand Vst 260

2.0 CH Silty Clay: High plasticity, mottled grey and brown

CI Silty Clay: Medium plasticity, grey with a traceof sand

3.0

CL Sandy Clay: Low plasticity, mottled grey and MC

brown ≥

4.0 PL

5.0

Sandy Clay: As above, red brown with a trace of6.0 gravel

End BH 102 @ 6.0m

7.0

8.0


N = 8

1, 3, 5




Borehole no: 102




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown mottled grey MC

B N D =

- PL

V 1.0Silty Clay: As above but grey Vst 320

- 370

H 400

Silty Clay: As above mottled red brown with2.0 gravels

CI- Gravelly Silty Clay: Medium to high plasticity, CH brown mottled grey

3.0 Shale: Brown/Grey, very low strength, extremelyweatheredShale: Brown, low strength, distinctly weathered

4.0End BH 103 @ 3.8m TC - Refusal

5.0

6.0

7.0

8.0


TC

- B

IT DG

DG

N = 7

1, 3, 4

DG

DG





Borehole no: 103



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown, with a trace of MC

B N D gravel and sand =

- Sandy Clay: Medium plasticity, brown mottled PL

V 1.0 greyVst 360

Siltstone/Ironstone band CH Silty Clay: High plasticity, brown mottled grey MC

2.0 with gravels =

PL

Silty Clay: As above but brown H 450

Shaley Clay: High plasticity, grey mottled brown 470

3.0 with shale gravelsShale: Grey/Brown, low strength, distinctlyweathered

4.0 Shale: Grey, low to medium strength, distinctlyweathered

End BH 104 @ 4.0m TC - Refusal

5.0

6.0

7.0

8.0


TC

- B

IT

DG

N = 19

4, 7, 12

DG

N = 11

2, 5, 6


DG



Borehole no: 104




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, red brown with MC

B N D gravels =

- PL

V 1.0 Silty Clay: As above, with a trace of sandSt 250

CI Silty Clay: Medium plasticity, grey, with a trace 140

sand 220

MC

2.0 As above, dark grey with a trace of gravel <

PL

CH Silty Clay: High plasticity, mottled brown / grey MC

with a trace of root =

PL St- 200

3.0 Vst 320

CH Silty Clay/Shaley Clay: High plasticity, dark grey

4.0Shale: Dark grey/Brown, low strength, distinctlyweathered

5.0

End BH 105 @ 5.0m

6.0

7.0

8.0


TC

- B

IT

3, 4 /

0mm

DG

N > 4

N = 7

2, 2, 5

DG

DG





Borehole no: 105



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R

B N D CH Silty Clay: High plasticity, grey, with a trace of MC

- gravel =

V 1.0 Silty Clay: As above but mottled red brown and PL

\with a trace of ironstone gravel H 520

570

Shaley Clay: Medium plasticity, grey MC 600

≤

2.0 Shaley Clay: As above, mottled grey and brown PL

with ironstone gravel

T Shale: Dark grey/Brown, very low strength,

I extremely weathered

B 3.0

-C Shale: Brown/Grey, low strength, distinctly

T weathered

4.0

5.0 End BH 106 @ 4.8m

6.0

7.0

8.0


U50

N = 11

3, 3, 8


DG



Borehole no: 106




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Topsoil: Clayey Silt, low liquid limit, brown D

I I CH Silty Clay: High plasticity, red brown with MC

B N gravels ≤

- PL

V 1.0St 260

CI Silty Clay: Medium plasticity, grey, with gravels - 280

Vst 360

MC

2.0 =

Silty Clay: As above but brown PL

Sandy Clay: Medium plasticity, grey MC

3.0 ≥

PL

4.0 Sandy Clay: As above, red brown with ironstonebands

Sandy Clay: As above with no ironstone5.0

450

Shaley Clay: Medium to high plasticity, grey H 550

mottled brown

6.0 End BH 107 @ 5.0m

7.0

8.0


5, 11, 12/

N > 23

N = 6

2, 2, 4

N = 11

4, 5, 6




Borehole no: 107




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R

B N D CH Silty Clay: High plasticity, brown, with a trace MC

- of gravel =

V 1.0 PL

CI Silty Clay: Medium to high plasticity, grey with MC Vst 400

- a trace of gravel ≤ - 400

CH PL H 320

2.0

CH Silty Clay: High plasticity, dark grey MC

=

PL

3.0

C Shale: Brown/Grey, low strength, distinctly

T weathered4.0 Shale: Brown, low to medium strength, distinctly

weathered


5.0

6.0

7.0

8.0


N = 11

3, 4, 7





Borehole no: 108



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D =

- PL

V 1.0 Silty Clay: As above, grey with gravels

CH Shaley Clay: High plasticity, grey mottled red MC≤

brown with gravels PL

T 2.0 Shale: Dark grey/Brown, very low strength,

I extremely weathered

B-

CT 3.0 As above low strength, distinctly weathered

3.5m - High resistance

4.0End BH 109 @ 3.8m TC- Refusal

5.0

6.0

7.0

8.0


U50

N = 21

1, 8, 13




Borehole no: 109




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R


- =

V 1.0 Silty Clay: As above, mottled grey PL

Vst 240

280

320

2.0 Silty Clay: As above, brown MC St 150

≥

Silty Clay: As above with gravels PL

3.0

Silty Clay/Shaley Clay: High plasticity, grey MC

4.0 mottled dark grey =

PL

5.0

C Shale: Brown/Grey, very low to low strength,

T extremely to distinctly weathered

6.0 End BH 110 @ 5.6m

7.0

8.0


N = 8

4, 4, 4





Borehole no: 110



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I R CH Silty Clay: High plasticity, brown, with a trace of MC

B N D gravel <

- PL

V 1.0 Gravelly Silty Clay: High plasticity, grey MC

=

PL

Silty Clay: High plasticity, grey with gravels

2.0

Silty Clay: As above, brown mottled red brown

T 3.0 Shale: Grey/Brown, low strength, distinctly

I weathered

B-

CT 4.0

5.0End BH 111 @ 4.7m

6.0

7.0

8.0


N = 6

1, 2, 4




Borehole no: 111




Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown with gravels MC

B N D =

- PL

V 1.0St 180

- 210

Vst 260

2.0Silty Clay: As above, mottled grey and brown

3.0 Silty Clay: As above, grey mottled brown with MC

gravels <

PL

4.0MC

=

PL

5.0

6.0 End BH 112 @ 5.5m

7.0

8.0


N = 10

4, 5, 5





Borehole no: 112



Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown with gravels MC

B N D =

- PL

V 1.0 Silty Clay: As above, mottled brown and grey Vst 310

with a trace of gravel 280

370

2.0

Silty Clay: As above but brown mottled grey3.0

4.0 Silty Clay: As above, brown

5.0CI- Silty Clay: Medium to high plasticity, red brownCH with shale gravels

Clayey Shale: Dark grey, extremely low strength6.0 extremely weathered

End BH 113 @ 6.1m

7.0

8.0


DS

U50

N = 14

3, 9, 5




Borehole no: 113



GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia

Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R CH Silty Clay: High plasticity, brown with gravels MC≤

B N D PL

- Silty Clay: As above with sand and gravels MC

V 1.0 =

CI Sandy Clay: Medium plasticity, mottled grey and PL Vst 250

brown - 350

Silty Clay: As above grey mottled brown H 550

2.0

MC

= Vst 350

3.0 CH Silty Clay: High plasticity, grey mottled brown PL 300

with ironstone gravels 380

Silty Clay: As above but brown with gravels MC

4.0 ≤

PL H 600

Shaley Clay/Clayey Shale: Brown 600

5.0Interbedded layer of shale and clay

Shale: Brown, low strength, distinctly weathered

6.0

End BH 114 @ 6.0m

7.0

8.0


9, 8 /

50mm

N > 8

N = 17

2, 7, 10

DG

DG

N = 14

3, 5, 9

DG

DG





Borehole no: 114


TC

- B

IT


Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Topsoil: Clayey Silt, low liquid limit, brown D-M

I I CH Silty Clay: High plasticity, brown with ironstone MC

B N gravels =

- PL

V 1.0St 200

- 250

Vst

2.0

CI Silty Clay: Medium plasticity, grey mottled brown with gravels

Vst 350

3.0 - 400

H 470

4.0

5.0CH Silty Clay: High plasticity, brown mottled grey

with a trace of gravel

End BH 115 @ 5.5m6.0

7.0

8.0


4, 5, 9

N = 14

U50

N = 9

2, 4, 5




Borehole no: 115




Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Y Topsoil: Clayey Silt, low liquid limit, brown D-M

I I R CH Silty Clay: High plasticity, brown with ironstone MC

B N D gravels =

- PL

V 1.0CH Sandy Clay: High plasticity, mottled grey and St 150

brown with gravels - 250

Vst 280

2.0CH Silty Clay: High plasticity, mottled grey and

brown with a trace of gravel

Vst 250

3.0 Silty Clay: As above with gravel and roots 200

280

4.0H 600

CH Shaley Clay: High plasticity, with a trace of gravel

5.0Clayey Shale/Shaley Clay: High plasticity, brownmottled dark grey with shale gravels

End BH 116 @ 5.5m6.0

7.0

8.0


5, 8, 15

120mm

N > 23

2, 14, 11

N = 25

N = 20

3, 4, 6





Borehole no: 116



Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa


T L Y Topsoil: Clayey Silt, low liquid limit, brown, D

I I R with gravels

B N D CI Sandy Clay: Medium plasticity, brown mottled MC

- grey =

V 1.0 PL

Gravelly Sandy Clay: Medium plasticity, mottled

T grey and brown

I Interbedded layer of clay and ironstone layer: red

B 2.0 brown

-C

T

3.0 CH Silty Clay: high plasticity, grey mottled brown

Shale/Siltstone: Brown/Grey, low to mediumstrength, distinctly weathered

4.0End BH 117 @ 3.9m Near Refusal

5.0

6.0

7.0

8.0


DG

90mm

DG

N > 8

4, 8/


DG



Borehole no: 117




Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa




B N D =

- PL

V 1.0 Silty Clay: As above, grey mottled brown with Vst 300

root fibre 320

2.0

C Shale: Brown, low strength, extremely weathered

T to distinctly weatheredShale: Brown, low to medium strength,

3.0 distinctly weathered


4.0

5.0

6.0

7.0

8.0


N = 11

2, 5, 6

U50





Borehole no: 118



Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R


- Silty Clay: As above but grey =

V 1.0 PL

Vst 240

280

320

2.0

3.0

CH Shaley Clay: High plasticity, grey mottled brownwith shale gravels

4.0 3.8m Low to medium

Shale: Brown/Grey, low strength, extremely to resistance


5.0

End BH 119 @ 5.1m

6.0

7.0

8.0


TC

- B

IT

N = 7

3, 2, 5




Borehole no: 119




Tel: (02) 96798733 Fax: (02) 96798744

Borehole Report

Slope: 90 degrees

Bearing: -

Me

tho

d

Su

pp

ort

Wa

ter

No

tes:

Sa

mp

les,

Te

sts,

etc

De

pth

(m)

Cla

ssifi

catio

n S

ymb

ol

Un

ifie

d S

oil

Cla

ssifi

catio

n


and minor component

Mo

istu

re C

on

ten

t

Co

nsi

ste

ncy

/De

nsi

ty In

de

x

Ha

nd

Pe

ne

tro

me

ter

kPa



I I R


- =

V 1.0 PL

Gravelly Silty Clay: High plasticity, mottled Vst 280

brown and grey - 380

H 440

Silty Clay: High plasticity, grey2.0

3.0

CT Shale: Grey/Brown, low to medium strength,


4.0 End BH 120 @ 3.5m TC Refusal

5.0

6.0

7.0

8.0


DG

N = 20

4, 7, 13

DG

DG





Borehole no: 120




APPENDIX B

Laboratory Test Certificates – Salinity

CERTIFICATE OF ANALYSIS 79469

Client:

Geoenviro Consultancy Pty Ltd

PO Box 1543, Macquarie Centre

North Ryde

NSW 2113

Attention: Solern Liew

Sample log in details:

Your Reference: JC12129A, Marsden Park

No. of samples: 119 Soils

Date samples received / completed instructions received 26/09/2012 / 26/09/2012

Analysis Details:

Please refer to the following pages for results, methodology summary and quality control data.

Samples were analysed as received from the client. Results relate specifically to the samples as received.

Results are reported on a dry weight basis for solids and on an as received basis for other matrices.

Please refer to the last page of this report for any comments relating to the results.

Report Details:

Date results requested by: / Issue Date: 4/10/12 / 3/10/12

Date of Preliminary Report: Not Issued

NATA accreditation number 2901. This document shall not be reproduced except in full.

Accredited for compliance with ISO/IEC 17025. Tests not covered by NATA are denoted with *.

Results Approved By:

Page 1 of 10Envirolab Reference: 79469

Revision No: R 00

Client Reference: JC12129A, Marsden Park

Miscellaneous Inorg - soil

Our Reference: UNITS 79469-1 79469-2 79469-3 79469-4 79469-5

Your Reference ------------- BH2 BH2 BH2 BH3 BH3

Depth ------------ 0-0.1 0.4-0.5 1.9-2.0 0-0.1 0.5-0.6

Type of sample Soil Soil Soil Soil Soil

Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012

pH 1:5 soil:water pH Units 7.4 7.0 7.9 6.2 5.5

Electrical Conductivity 1:5 soil:water µS/cm 120 590 1,000 77 380




Depth ------------ 1.1-1.2 0-0.1 0.4-0.5 1.2-1.3 1.9-2.0


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012


Electrical Conductivity 1:5 soil:water µS/cm 660 130 88 79 130




Depth ------------ 0-0.1 0.5-0.6 1.4-1.5 0-0.1 0.4-0.7


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012


Electrical Conductivity 1:5 soil:water µS/cm 250 710 1,100 230 640




Depth ------------ 1.8-2.0 0-0.1 0.5-0.6 1-1.2 0-0.1


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012


Electrical Conductivity 1:5 soil:water µS/cm 650 120 450 1,200 410




Depth ------------ 0.4-0.6 1-1.2 0-0.1 1-1.2 0-0.1


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012




Revision No: R 00





Depth ------------ 1-1.2 1.8-2 0-0.1 0.5-0.6 1.2-1.4


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0-0.1 0.5-0.6 1-1.2 0-0.1 0.4-0.5


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 1-1.2 1.8-2.0 0-0.1 0.4-0.5 1-1.3


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012


Electrical Conductivity 1:5 soil:water µS/cm 690 1,000 190 320 450




Depth ------------ 0-0.1 0.5-0.6 1.8-2.0 0-0.1 0.6-0.7


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 1.2-1.4 1.8-2.0 0-0.1 0.5-0.7 1-1.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012




Revision No: R 00





Depth ------------ 1.8-2.0 0-0.1 0.5-0.6 1.1-1.3 0-0.1


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0.5-0.6 1.6-1.8 0-0.1 0.5-0.7 1.7-1.8


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0-0.1 0.4-0.5 1.0-1.1 1.8-2.0 0-0.1


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0.4-0.5 1.0-1.2 0-0.1 0.4-0.5 1.8-2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012


Electrical Conductivity 1:5 soil:water µS/cm 300 340 550 950 1,100




Depth ------------ 0-0.1 1-1.2 1.8-2.0 0.4-0.5 1-1.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012




Revision No: R 00





Depth ------------ 1.8-2.0 0-0.1 0.5-0.6 1-1.2 2.8-3.0


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012


Electrical Conductivity 1:5 soil:water µS/cm 1,200 300 600 680 1,200




Depth ------------ 0-0.2 0.4-0.6 1-1.2 2-2.2 3-3.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0-0.2 1-1.2 2-2.2 0-0.2 1-1.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 2-2.2 3-3.2 0-0.2 0.4-0.6 2-2.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0-0.2 1-1.2 2-2.2 3-3.2 0-0.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012




Revision No: R 00





Depth ------------ 0.4-0.6 1-1.2 0-0.2 0.4-0.6 1-1.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 0-0.2 0.4-0.6 1-1.2 0-0.2 1.0-1.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012






Depth ------------ 2-2.2 3-3.2 0-0.2 1-1.2 2-2.2


Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012 02/10/2012




Our Reference: UNITS 79469-116 79469-117 79469-118 79469-119

Your Reference ------------- BH117 BH120 BH120 BH120

Depth ------------ 3-3.2 0-0.2 0.4-0.6 1-1.2

Type of sample Soil Soil Soil Soil

Date prepared - 28/09/2012 28/09/2012 28/09/2012 28/09/2012

Date analysed - 02/10/2012 02/10/2012 02/10/2012 02/10/2012

pH 1:5 soil:water pH Units 5.5 8.0 8.0 5.0

Electrical Conductivity 1:5 soil:water µS/cm 110 260 240 720


Revision No: R 00


Method ID Methodology Summary

Inorg-001 pH - Measured using pH meter and electrode in accordance with APHA 22nd ED, 4500-H+.

Inorg-002 Conductivity and Salinity - measured using a conductivity cell and dedicated meter, in accordance with APHA

22nd ED 2510 and Rayment & Lyons.


Revision No: R 00


QUALITY CONTROL UNITS PQL METHOD Blank Duplicate

Sm#

Duplicate results Spike Sm# Spike %

Recovery

Miscellaneous Inorg - soil Base ll Duplicate ll %RPD

Date prepared - 27/09/2

012

79469-1 28/09/2012 || 28/09/2012 LCS-1 27/09/2012

Date analysed - 27/09/2

012

79469-1 02/10/2012 || 02/10/2012 LCS-1 27/09/2012

pH 1:5 soil:water pH Units Inorg-001 [NT] 79469-1 7.4 || 7.4 || RPD: 0 LCS-1 102%

Electrical Conductivity

1:5 soil:water

µS/cm 1 Inorg-002 <1 79469-1 120 || 120 || RPD: 0 LCS-1 105%

QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery

Miscellaneous Inorg - soil Base + Duplicate + %RPD

Date prepared - 79469-11 28/09/2012 || 28/09/2012 LCS-2 27/09/2012

Date analysed - 79469-11 02/10/2012 || 02/10/2012 LCS-2 27/09/2012

pH 1:5 soil:water pH Units 79469-11 6.8 || 7.0 || RPD: 3 LCS-2 102%

Electrical Conductivity 1:5

soil:water

µS/cm 79469-11 250 || 230 || RPD: 8 LCS-2 110%







soil:water

µS/cm 79469-21 980 || 900 || RPD: 9 LCS-3 102%







soil:water

µS/cm 79469-31 190 || 160 || RPD: 17 LCS-4 105%







soil:water

µS/cm 79469-41 260 || 250 || RPD: 4 LCS-5 103%







soil:water

µS/cm 79469-51 660 || 690 || RPD: 4 LCS-6 105%


Revision No: R 00








soil:water

µS/cm 79469-61 65 || 67 || RPD: 3 LCS-7 109%

QUALITY CONTROL UNITS Dup. Sm# Duplicate


Date prepared - 79469-71 28/09/2012 || 28/09/2012

Date analysed - 79469-71 02/10/2012 || 02/10/2012

pH 1:5 soil:water pH Units 79469-71 5.1 || 5.7 || RPD: 11


soil:water

µS/cm 79469-71 410 || 450 || RPD: 9



Date prepared - 79469-81 28/09/2012 || 28/09/2012

Date analysed - 79469-81 02/10/2012 || 02/10/2012



soil:water

µS/cm 79469-81 200 || 200 || RPD: 0



Date prepared - 79469-91 28/09/2012 || 28/09/2012

Date analysed - 79469-91 02/10/2012 || 02/10/2012



soil:water

µS/cm 79469-91 830 || 840 || RPD: 1



Date prepared - 79469-101 28/09/2012 || 28/09/2012

Date analysed - 79469-101 02/10/2012 || 02/10/2012



soil:water

µS/cm 79469-101 240 || 230 || RPD: 4



Date prepared - 79469-111 28/09/2012 || 28/09/2012

Date analysed - 79469-111 02/10/2012 || 02/10/2012



soil:water

µS/cm 79469-111 740 || 760 || RPD: 3


Revision No: R 00


Report Comments:

Asbestos ID was analysed by Approved Identifier: Not applicable for this job

Asbestos ID was authorised by Approved Signatory: Not applicable for this job

INS: Insufficient sample for this test PQL: Practical Quantitation Limit NT: Not tested

NA: Test not required RPD: Relative Percent Difference NA: Test not required

<: Less than >: Greater than LCS: Laboratory Control Sample

Quality Control Definitions

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 sample

selected 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 matrix

spike 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 blank

sand or water) fortified with analytes representative of the analyte class. It is simply a check sample.

Surrogate Spike: Surrogates are known additions to each sample, blank, matrix spike and LCS in a batch, of compounds

which are similar to the analyte of interest, however are not expected to be found in real samples.

Laboratory Acceptance Criteria

Duplicate sample and matrix spike recoveries may not be reported on smaller jobs, however, were analysed at a frequency

to meet or exceed NEPM requirements. All samples are tested in batched of 20. The duplicate sample RPD and matrix

spike recoveries for the batch were within the laboratory acceptance criteria.

Duplicates: <5xPQL - any RPD is acceptable; >5xPQL - 0-50% RPD is acceptable.

Matrix Spikes and LCS: Generally 70-130% for inorganics/metals; 60-140% for organics and 10-140% for SVOC and

speciated phenols is acceptable.


Revision No: R 00

SAMPLE RECEIPT ADVICE

Client:

Geoenviro Consultancy Pty Ltd 9679 8733ph:

PO Box 1543, Macquarie Centre 9679 8744Fax:

North Ryde NSW 2113

Attention: Solern Liew

Sample log in details:

Your reference: JC12129A, Marsden Park

Envirolab Reference: 79469

Date received: 26/09/2012

Date results expected to be reported: 4/10/12

Samples received in appropriate condition for analysis: YES

No. of samples provided 119 Soils

Turnaround time requested: Standard

Temperature on receipt Ambient

Cooling Method: None

Sampling Date Provided: YES

Comments:

Samples will be held for 1 month for water samples and 2 months for soil samples from date of receipt of samples.

Contact details:

Please direct any queries to Aileen Hie or Jacinta Hurst

ph: 02 9910 6200 fax: 02 9910 6201

email: [email protected] or [email protected]

Page 1 of 1



APPENDIX C

Laboratory Test Certificates– Geotechnical


Test Results - Atterberg Limits & Emerson Class

Client / Address: Cardno (St Leonards) Job No: JC12129A

Project: Stocklands Site Date: 16/10/2012


Remarks

c:/lab/reports/R006

This document is issued in accordance with NATA’s accreditation requirements

Accredited for compliance with ISO/IEC 17025

NATA Accredited Laboratory Number: 14208.

Report No: R01A

(CH) Silty Clay: high plasticity, grey & brown

(CI-CH) Silty Clay: medium to high plasticity, grey &

brown

(CH) Silty Clay: high plasticity, grey red brown

(CH) Silty Clay: high plasticity, grey brown

AS 1289 3.8.1

1 2 1

AS 1289 3.8.1

18.6

AS 1289 2.1.1

Emerson Class No.

Test Procedure: AS 1289 3.8.1

AS 1289 3.4.1 AS 1289 3.4.1

27.9Content %

Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1

Natural Moisture22.5 18.3

AS 1289 2.1.1

14.0 12.0

AS 1289 3.3.1AS 1289 3.3.1

45 54

AS 1289 3.4.1AS 1289 3.4.1

AS 1289 3.3.1 AS 1289 3.3.1

36 27

AS 1289 3.2.1

Plasitc Limit (%)

Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1 AS 1289 3.2.1

18 16 23 21

AS 1289 3.1.2

Liquid Limit (%)


54 43 68 76

AS 1289 1.1, 1.2.1 (6.5.3)Sample Procedure AS 1289 1.1, 1.2.1 (6.5.3) AS 1289 1.1, 1.2.1 (6.5.3) AS 1289 1.1, 1.2.1 (6.5.3)

Material

Test Date

Sample Identification

Sample Register No

Sample Date

Plasticity Index (%)

Test Procedure:

Linear Shrinkage (%)

Test Procedure:

Approved Signatory Solern Liew Date 17/10/2012

BH 2 (0.4-0.5m) BH 3 (0.5-0.6m) BH 10 (1.1-1.2m) BH 12 (0.7-0.9m)

SR 7572

13-Sep-1212-Sep-12

SR 7570 SR 7626

27-Sep-12

SR 7571

12-Sep-12

Form No. R006/Ver 06/06/10

24-Sep-12

12.0 10.5

25-Sep-12 9-Oct-12

Test Results

25-Sep-12

Description






Remarks

c:/lab/reports/R006




Report No: R02A


(CH) Silty Clay: high plasticity, grey brown red

(CI-CH) Silty Clay: medium to high plasticity, grey

brown

(CI) Gravelly Silty Clay: medium plasticity, grey

brown red

AS 1289 3.8.1

2 2 1

AS 1289 3.8.1

18.5

AS 1289 2.1.1

Emerson Class No.


AS 1289 3.4.1 AS 1289 3.4.1

23.5Content %



AS 1289 2.1.1

11.0 15.5

AS 1289 3.3.1AS 1289 3.3.1

34 38

AS 1289 3.4.1AS 1289 3.4.1

AS 1289 3.3.1 AS 1289 3.3.1

49 39

AS 1289 3.2.1

Plasitc Limit (%)


25 20 19 21

AS 1289 3.1.2

Liquid Limit (%)


74 59 53 60


Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


BH 13 (1.1-1.2m) BH 17 (0.4-0.6m) BH 23 (0.9-1.2m) BH 26 (1.1-1.2m)

SR 7575

12-Sep-1227-Sep-12

SR 7627 SR 7573

23-Sep-12

SR 7574

12-Sep-12

Form No. R006/Ver 06/06/10

26-Sep-12

14.0 12.0

8-Oct-12 24-Sep-12

Test Results

24-Sep-12

Description






Remarks

c:/lab/reports/R006




Report No: R03A


(CI-CH) Silty Clay: medium to high plasticity, grey

brown


(CH) Silty Clay: high plasticity, brown red grey

AS 1289 3.8.1

4 1 4

AS 1289 3.8.1

22.1

AS 1289 2.1.1

Emerson Class No.


AS 1289 3.4.1 AS 1289 3.4.1

18.9Content %



AS 1289 2.1.1

13.0 12.5

AS 1289 3.3.1AS 1289 3.3.1

34 34

AS 1289 3.4.1AS 1289 3.4.1

AS 1289 3.3.1 AS 1289 3.3.1

39 42

AS 1289 3.2.1

Plasitc Limit (%)


22 24 20 18

AS 1289 3.1.2

Liquid Limit (%)


60 65 54 51


Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


BH 29 (0.5-0.6m) BH 29 (1.0-1.2m) BH 31 (1.2-1.4m) BH 34 (0.4-0.6m)

SR 7578

12-Sep-1212-Sep-12

SR 7576 SR 7628

27-Sep-12

SR 7577

12-Sep-12

Form No. R006/Ver 06/06/10

19-Sep-12

12.5 12.0

27-Sep-12 9-Oct-12

Test Results

26-Sep-12

Description






Remarks

c:/lab/reports/R006




Report No: R04A

(CL-CI) Sandy Silty Clay: low to medium plasticity,

grey brown

(CI) Gravelly Silty Clay: medium plasticity, grey &

brown


(CH) Silty Clay: high plasticity, red brown

AS 1289 3.8.1

2 1 2 4

AS 1289 3.8.1

16.4

AS 1289 2.1.1

Emerson Class No.


AS 1289 3.4.1 AS 1289 3.4.1

24.7Content %



AS 1289 2.1.1

12.0 16.0

AS 1289 3.3.1AS 1289 3.3.1

37 50

AS 1289 3.4.1AS 1289 3.4.1

AS 1289 3.3.1 AS 1289 3.3.1

26 39

AS 1289 3.2.1

Plasitc Limit (%)


14 23 20 21

AS 1289 3.1.2

Liquid Limit (%)


41 61 57 71


Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


BH 37 (1.5-1.7m) BH 40 (1.6-1.8m) BH 44 (1.1-1.2m) BH 48 (1.2-1.4m)

SR 7581

12-Sep-1227-Sep-12

SR 7629 SR 7579

12-Sep-12

SR 7580

12-Sep-12

Form No. R006/Ver 06/06/10

25-Sep-12

2.5 13.5

4-Oct-12 27-Sep-12

Test Results

26-Sep-12

Description






Remarks

c:/lab/reports/R006




Report No: R05A

(CI-CH) Silty Clay: medium to high plasticity, grey red

brown

(CI-CH) Gravelly Silty Clay: medium to high plasticity,

brown


(GC) Gravelly Clay / Clay Gravel: fine to medium grain gravel, brown red

grey

AS 1289 3.8.1

4 4 2

21.7

AS 1289 2.1.1

Emerson Class No.


AS 1289 3.4.1

10.5Content %



AS 1289 2.1.1

7.5 14.5

AS 1289 3.3.1AS 1289 3.3.1

47 47

AS 1289 3.4.1AS 1289 3.4.1

AS 1289 3.3.1

57

AS 1289 3.2.1

Plasitc Limit (%)


19 18 23

AS 1289 3.1.2

Liquid Limit (%)


77 65 70


Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


BH 56 (0.7-0.9m) BH 64 (0.8-1.0m) BH 64 (1.7-1.8m) BH 67 (1.0-1.2m)

SR 7600

14-Sep-1214-Sep-12

SR 7597 SR 7598

14-Sep-12

SR 7599

14-Sep-12

Form No. R006/Ver 06/06/10

5-Oct-12

20.5

8-Oct-12 27-Sep-12

Test Results

2-Oct-12

Description






Remarks

c:/lab/reports/R006




Form No. R006/Ver 06/06/10

4-Oct-12

8.5 11.5

2-Oct-12 3-Oct-12

Test Results

8-Oct-12

Description

SR 7618

19-Sep-1214-Sep-12

SR 7601 SR 7602

14-Sep-12

SR 7611

19-Sep-12

BH 93 (0.5-0.8m) BH 109 (1.4-1.8m)BH 75 (1.0-1.1m) BH 80 (1.3-1.5m)


Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


AS 1289 3.1.2

Liquid Limit (%)


47 62 74 40

AS 1289 3.2.1

Plasitc Limit (%)


15 19 20 16

AS 1289 3.3.1 AS 1289 3.3.1

32 44

AS 1289 2.1.1

21.3 10.5

AS 1289 3.3.1AS 1289 3.3.1

53 24

AS 1289 3.4.1AS 1289 3.4.1AS 1289 3.4.1 AS 1289 3.4.1

13.3Content %


Natural Moisture16.8 18.4 11.5

AS 1289 2.1.1

Emerson Class No.


Report No: R06A


grey brown red


grey red brown

(CH) Silty Clay: High plasticity, mottled grey and

brown

(CH) Silty Clay: High plasticity, grey

AS 1289 3.8.1

1 1 4






Remarks

c:/lab/reports/R006




Form No. R006/Ver 06/06/10

9-Oct-12

11.5 12.0

9-Oct-12 4-Oct-12

Test Results

4-Oct-12

Description

SR 7616

24-Sep-1221-Sep-12

SR 7619 SR 7615

21-Sep-12

SR 7620

21-Sep-12

BH 115 (1.0-1.5m) BH 118 (0.5-0.8m)BH 113 (2.0-2.5m) BH 115 (0.5-0.8m)


Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


AS 1289 3.1.2

Liquid Limit (%)


52 63 56 52

AS 1289 3.2.1

Plasitc Limit (%)


16 20 16 21

AS 1289 3.3.1 AS 1289 3.3.1

36 43

AS 1289 2.1.1

15.0 10.0

AS 1289 3.3.1AS 1289 3.3.1

39 30

AS 1289 3.4.1AS 1289 3.4.1AS 1289 3.4.1 AS 1289 3.4.1

19.5Content %



AS 1289 3.8.1

19.8

AS 1289 2.1.1

Emerson Class No.


Report No: R07A

(CI-CH) Silty Clay: Medium to high plasticity, brown

mottled grey

(CH) Silty Clay: High plasticity, brown

(CH) Silty Clay: High plasticity, mottled brown

and grey


1 4






Remarks

c:/lab/reports/R006




Report No: R08A

(CH) Silty Clay: High plasticity, grey mottled

brown

1Emerson Class No.


AS 1289 3.4.1

Content %


Natural Moisture20.3

AS 1289 3.3.1

39

Plasitc Limit (%)


21

Liquid Limit (%)


49

Sample Procedure AS 1289 1.1, 1.2.1 (6.5.3)

Material

Test Date


Sample Register No

Sample Date


Test Procedure:


Test Procedure:


BH 118 (1.0-1.45m)

24-Sep-12

SR 7621

Form No. R006/Ver 06/06/10

14.0

9-Oct-12

Test Results

Description


Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A


Location: Richmond Road, Marsden Park Report No: R09A

Test Procedure AS1289 3.5.1, 3.6.1, 3.6.3 Sample Procedure AS 1289 1.1, 1.2.1 (6.5.3)

150 mm 425 um 9575 mm 300 um 9563 mm 150 um 9453 mm 75 um 91

37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 10 um6.7 mm 100 7 um

4.75 mm 100 5 um2.36 mm 97 4 um1.18 mm 96 3 um600 um 95 2 um

Remarks:






Lab Reference No: SR 7570 Sample Identification: BH 2 (0.4-0.5m)

Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey & brown

% Passing % PassingSpecification SpecificationSieve Size Sieve Size

AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

Particle Size - Millimetres

Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 100 14 um9.5 mm 98 10 um6.7 mm 96 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey red brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 100 59 um26.5 mm 96 39 um

19 mm 96 28 um16 mm 95 20 um

13.2 mm 95 14 um9.5 mm 94 10 um6.7 mm 94 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 100 10 um6.7 mm 99 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey brown red


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 100 20 um

13.2 mm 100 14 um9.5 mm 99 10 um6.7 mm 98 7 um


Remarks:







Laboratory Specimen Description: (CI-CH) Silty Clay: medium to high plasticity, grey brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 100 59 um26.5 mm 97 39 um

19 mm 97 28 um16 mm 97 20 um

13.2 mm 97 14 um9.5 mm 96 10 um6.7 mm 95 7 um


Remarks:






Lab Reference No: SR 7575 Sample Identification: BH 1.1-1.2 (m)

Laboratory Specimen Description: (CI) Gravelly Silty Clay: medium plasticity, grey brown red


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 100 39 um

19 mm 97 28 um16 mm 97 20 um

13.2 mm 97 14 um9.5 mm 95 10 um6.7 mm 94 7 um


Remarks:









AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 100 10 um6.7 mm 100 7 um


Remarks:









AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 10 um6.7 mm 100 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: high plasticity, brown red grey


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 10 um6.7 mm 7 um


Remarks:







Laboratory Specimen Description: (CL-CI) Sandy Silty Clay: low to medium plasticity, grey brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 100 39 um

19 mm 98 28 um16 mm 97 20 um

13.2 mm 96 14 um9.5 mm 96 10 um6.7 mm 94 7 um


Remarks:







Laboratory Specimen Description: (CI) Gravelly Silty Clay: medium plasticity, grey & brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 100 39 um

19 mm 97 28 um16 mm 92 20 um

13.2 mm 90 14 um9.5 mm 85 10 um6.7 mm 83 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey brown red


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 100 14 um9.5 mm 99 10 um6.7 mm 98 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: high plasticity, red brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 100 20 um

13.2 mm 99 14 um9.5 mm 98 10 um6.7 mm 96 7 um


Remarks:







Laboratory Specimen Description: (CI-CH) Silty Clay: medium to high plasticity, grey red brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 100 39 um

19 mm 97 28 um16 mm 97 20 um

13.2 mm 95 14 um9.5 mm 92 10 um6.7 mm 86 7 um


Remarks:







Laboratory Specimen Description: (CI-CH) Gravelly Silty Clay: medium to high plasticity, brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 100 59 um26.5 mm 94 39 um

19 mm 82 28 um16 mm 77 20 um

13.2 mm 73 14 um9.5 mm 67 10 um6.7 mm 59 7 um


Remarks:







Laboratory Specimen Description: (GC) Gravelly Clay / Clay Gravel: fine to medium grain gravel, brown red grey


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 100 28 um16 mm 98 20 um

13.2 mm 98 14 um9.5 mm 96 10 um6.7 mm 95 7 um


Remarks:







Laboratory Specimen Description: (CI-CH) Gravelly Silty Clay: medium to high plasticity, grey brown red


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 100 59 um26.5 mm 94 39 um

19 mm 83 28 um16 mm 81 20 um

13.2 mm 78 14 um9.5 mm 76 10 um6.7 mm 73 7 um


Remarks:







Laboratory Specimen Description: (CI-CH) Gravelly Silty Clay: medium to high plasticity, grey red brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 100 28 um16 mm 99 20 um

13.2 mm 98 14 um9.5 mm 98 10 um6.7 mm 96 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: High plasticity, grey


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 100 39 um

19 mm 99 28 um16 mm 99 20 um

13.2 mm 99 14 um9.5 mm 98 10 um6.7 mm 97 7 um


Remarks:







Laboratory Specimen Description: (CI-CH) Silty Clay: Medium to high plasticity, brown mottled grey


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 100 10 um6.7 mm 100 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: High plasticity, mottled brown and grey


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn







37.5 mm 59 um26.5 mm 39 um

19 mm 28 um16 mm 20 um

13.2 mm 14 um9.5 mm 100 10 um6.7 mm 100 7 um


Remarks:







Laboratory Specimen Description: (CH) Silty Clay: High plasticity, grey mottled brown


AS Sieve Sizes

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100


Per

cen

tag

e fi

ner

th

an s

ize

sho

wn


Test Results - Shrink/Swell Index





Remarks

c:/lab/reports/R013




Report No: R31A

AS 1289 7.1.1 AS 1289 7.1.1

27.7 33.3

Test Procedure

Test Procedure AS 1289 7.1.1 AS 1289 7.1.1

Initial %

23.9

21.1

Final %

Sample Procedure AS 1289 1.1, 1.2.1 (6.5.3) AS 1289 1.1, 1.2.1 (6.5.3) AS 1289 1.1, 1.2.1 (6.5.3)

Test Date 13-Sep-12 13-Sep-12 13-Sep-12


4.12.71.9

0.5

7.1

1.6

4.1

2.1

170 90

300 300

200

AS 1289 2.1.1 AS 1289 2.1.1

24.9 30.5

SR 7555

12-Sep-12

BH 23 (0.2-0.5m)

SR 7554

12-Sep-12

BH 17 (0.2-0.4m)

SR 7553

BH 2 (0.3-0.7m) BH 12 (0.35-0.5m)

After Test kPa


Sample Register No

Sample Date

Test Results

Moisture Content

AS 1289 2.1.1

13-Sep-12

AS 1289 1.1, 1.2.1 (6.5.3)

SR 7552

12-Sep-12

AS 1289 2.1.1

3.2

120

12-Sep-12

27.3

32.1

Index %/pF

Swell %

Shrinkage %

Shrink/Swell

4.83.0

0.8

Before Test kPa >600

Estimated UCS

550

Material

DescriptionCH) Silty Clay: high

plasticity, grey & brown(CH) Silty Clay: high

plasticity, brown(CH) Silty Clay: high


Form No. R013/Ver 06/06/10








Remarks

c:/lab/reports/R013




Report No: R32A

AS 1289 7.1.1 AS 1289 7.1.1

25.7 22.6

Test Procedure


Initial %

25.7

23.8

Final %



(CH) Silty Clay: high plasticity, brown red grey

1.62.43.0

0.8

2.5

1.6

3.5

1.6

220 310

>600 >600

110

AS 1289 2.1.1 AS 1289 2.1.1

22.3 19.7

SR 7566

13-Sep-12

BH 37 (0.2-0.4m)

SR 7565

13-Sep-12

BH 31 (0.2-0.5m)

SR 7564

BH 26 (0.2-0.4m) BH 29 (0.2-0.4m)

After Test kPa


Sample Register No

Sample Date

Test Results

Moisture Content

AS 1289 2.1.1

18-Sep-12

AS 1289 1.1, 1.2.1 (6.5.3)

SR 7556

12-Sep-12

AS 1289 2.1.1

2.3

210

13-Sep-12

20.8

26.0

Index %/pF

Swell %

Shrinkage %

Shrink/Swell

3.35.2

0.5

Before Test kPa 550

Estimated UCS

300

Material

Description(CH) Silty Clay: High

plasticity, red brown mottled grey

(CH) Silty Clay: high plasticity, grey & red


Form No. R013/Ver 06/06/10








Remarks

c:/lab/reports/R013




Report No: R33A

AS 1289 7.1.1 AS 1289 7.1.1

25.5 26.3

Test Procedure


Initial %

31.4

29.4

Final %



(CL-CI) Silty Clay: low to medium plasticity, grey

brown

1.01.83.7

0.2

1.7

1.0

2.8

2.3

120 330

600 440

180

AS 1289 2.1.1 AS 1289 2.1.1

22.3 16.3

SR 7632

27-Sep-12

BH 56 (0.3-0.5m)

SR 7569

13-Sep-12

BH 48 (0.2-0.4m)

SR 7568

BH 40 (0.35-0.65m) BH 44 (0.2-0.4m)

After Test kPa


Sample Register No

Sample Date

Test Results

Moisture Content

AS 1289 2.1.1

2-Oct-12

AS 1289 1.1, 1.2.1 (6.5.3)

SR 7567

13-Sep-12

AS 1289 2.1.1

2.0

380

13-Sep-12

18.8

22.9

Index %/pF

Swell %

Shrinkage %

Shrink/Swell

2.56.1

1.3

Before Test kPa >600

Estimated UCS

210

Material

Description(CH) Silty Clay: high plasticity, brown grey



Form No. R013/Ver 06/06/10








Remarks

c:/lab/reports/R013




Report No: R34A

AS 1289 7.1.1 AS 1289 7.1.1

27.5 25.7

Test Procedure


Initial %

23.9

18.9

Final %



(CH) Silty Clay: high plasticity, red & brown

2.83.21.1

1.4

4.3

1.1

5.2

0.2

190 140

200 550

330

AS 1289 2.1.1 AS 1289 2.1.1

25.0 23.3

SR 7596

14-Sep-12

BH 80 (0.4-0.6m)

SR 7595

14-Sep-12

BH 75 (0.3-0.5m)

SR 7594

BH 64 (0.4-0.6m) BH 67 (0.2-0.4m)

After Test kPa


Sample Register No

Sample Date

Test Results

Moisture Content

AS 1289 2.1.1

20-Sep-12

AS 1289 1.1, 1.2.1 (6.5.3)

SR 7593

14-Sep-12

AS 1289 2.1.1

1.7

490

14-Sep-12

17.5

21.4

Index %/pF

Swell %

Shrinkage %

Shrink/Swell

2.91.7

0.6

Before Test kPa 600

Estimated UCS

360

Material

Description(CI-CH) Gravelly Silty Clay: medium to high plasticity,

brown

(CI-CH) Silty Clay: medium to high plasticity, brown

(CH) Silty Clay: high plasticity, brown grey red

Form No. R013/Ver 06/06/10








Remarks

c:/lab/reports/R013




Report No: R35A

AS 1289 7.1.1 AS 1289 7.1.1

24.8 22.2

Test Procedure


Initial %

29.2

22.2

Final %




1.71.32.4

1.6

2.2

2.8

1.0

3.4

300 190

>600 260

140

AS 1289 2.1.1 AS 1289 2.1.1

19.0 15.3

SR 7614

24-Sep-12

BH 113 (0.5-0.8m)

SR 7613

21-Sep-12

BH 109 (0.5-0.8m)

SR 7612

BH 93 (0.5-0.8m) BH 106 (0.5-0.8m)

After Test kPa


Sample Register No

Sample Date

Test Results

Moisture Content

AS 1289 2.1.1

26-Sep-12

AS 1289 1.1, 1.2.1 (6.5.3)

SR 7611

19-Sep-12

AS 1289 2.1.1

2.2

240

19-Sep-12

18.8

23.3

Index %/pF

Swell %

Shrinkage %

Shrink/Swell

2.22.3

3.9

Before Test kPa 360

Estimated UCS

260

Material

Description(CH) Silty Clay: High

plasticity, grey(CH) Silty Clay: High

plasticity, grey(CH) Silty Clay: High

plasticity, brown

Form No. R013/Ver 06/06/10



Tel: (02) 96798733 Fax: (02) 96798744

Test Results - California Bearing Ratio




SAMPLE INFORMATION Test Methods AS 1289 1.1, 1.2.1 (6.5.3)

SR 7543 SR 7544 SR 7545 SR 7546 SR 7547

12-Sep-12 12-Sep-12 12-Sep-12 12-Sep-12 12-Sep-12


Laboratory Specimen Description

Laboratory Compaction & Moisture Content - Test Methods AS1289 5.1.1 Mould A and AS1289 2.1.1

Maximum Dry Density t/m3 1.73 1.71 1.69 1.66 1.66

Optimum Moisture Content % 20.0 19.5 19.5 22.0 20.0

Field Moisture Content % 22.5 20.5 20.5 25.0 24.0

% Of Oversize 19mm NIL NIL NIL NIL NIL

Replacement of Oversize (See note B) NA NA NA NA NA

California Bearing Ratio - Test Method AS1289 6.1.1

1.73 1.69 1.70 1.67 1.66

1.69 1.65 1.67 1.63 1.61

C 100.0 99.0 101.0 100.5 100.0

B 97.5 95.5 99.5 98.0 97.0

R Moisture Content 18.5 19.5 20.0 21.5 19.5

% 21.5 23.0 22.5 24.0 24.0

T 4 4 4 4 4

E 6.75 6.75 6.75 6.75 6.75

S Moisture Content 28.0 28.5 27.0 30.0 33.0

T After Test % 21.5 23.0 22.0 24.0 24.0

Swell After Soaking % 2.2 2.6 1.6 2.4 3.0

Penetration mm 2.5 2.5 2.5 2.5 2.5

CBR Value % 4.0 3.0 4.5 3.5 2.5

Notes: (A) Test specimen was compacted to a target dry density of 100 percent standard (AS 1289 5.1.1)

(B) If specified the percentage of oversize retained on the 19mm may be replaced by an equal portion of –19mm to +4.75mm

Remarks

C:\\Lab\report\R003 Form No. R003/Ver06/06/11





Whole Sample

Top 30mm

BH 2 (0.7-1.0m) BH 4 (1.2-1.6m)

Surcharge kg

Number of Days Soaked

After Soaking

Before Soaking

After Soaking

Before Soaking

Date Sampled

Lab Reference No.

Dry Density t/m3

After Soaking

Before Soaking


TEST RESULTS

BH 18 (0.6-0.9m)

(CH) Silty Clay: high plasticity, grey &

brown

BH 7 (0.4-0.7m) BH 10 (0.4-0.7m)


Date Tested

Density Ratio %

(CH) Silty Clay: high plasticity, grey red

brown


(CI-CH) Silty Clay: medium to high



Tel: (02) 96798733 Fax: (02) 96798744






SR 7548 SR 7549 SR 7550 SR 7551 SR 7557











1.72 1.74 1.65 1.63 1.75

1.68 1.71 1.60 1.59 1.71

C 100.5 100.0 99.5 100.0 99.5

B 98.5 98.5 96.5 97.5 98.0


% 22.0 21.0 25.0 24.5 21.5

T 4 4 4 4 4

E 6.75 6.75 6.75 6.75 6.75


T After Test % 22.0 21.0 25.0 24.5 21.0


Penetration mm 2.5 2.5 2.5 2.5 2.5

CBR Value % 4.0 4.5 2.5 3.5 3.0



Remarks






Whole Sample

Top 30mm

BH 20 (0.3-0.6m) BH 22 (0.6-1.0m)

Surcharge kg


After Soaking

Before Soaking

After Soaking

Before Soaking

Date Sampled

Lab Reference No.

Dry Density t/m3

After Soaking

Before Soaking


TEST RESULTS

BH 30 (0.6-1.0m)

(CH) Silty Clay: high plasticity, brown

BH 26 (0.6-1.0m) BH 28 (0.6-0.9m)


Date Tested

Density Ratio %


red



red


Tel: (02) 96798733 Fax: (02) 96798744






SR 7558 SR 7559 SR 7560 SR 7561 SR 7562











1.68 1.65 1.71 1.72 1.68

1.66 1.57 1.68 1.69 1.65

C 99.0 99.0 101.0 100.0 100.5

B 98.0 94.5 99.0 98.0 99.0


% 24.0 26.0 20.0 21.5 24.0

T 4 4 4 4 4

E 6.75 6.75 6.75 6.75 6.75


T After Test % 24.0 26.0 20.0 21.5 24.0


Penetration mm 2.5 2.5 2.5 2.5 2.5

CBR Value % 5.0 2.5 3.5 17.0 4.5



Remarks






Whole Sample

Top 30mm

BH 36 (0.6-0.9m) BH 40 (1.2-1.5m)

Surcharge kg


After Soaking

Before Soaking

After Soaking

Before Soaking

Date Sampled

Lab Reference No.

Dry Density t/m3

After Soaking

Before Soaking


TEST RESULTS

BH 50 (0.6-1.0m)


grey

BH 43 (1.0-1.4m) BH 45 (0.2-0.6m)


red

Date Tested

Density Ratio %

Lime Stabilised Silty Clay


grey



Tel: (02) 96798733 Fax: (02) 96798744






SR 7563 SR 7582 SR 7583 SR 7584 SR 7585











1.67 1.67 1.70 1.68 1.73

1.66 1.67 1.68 1.66 1.69

C 99.0 99.5 99.0 101.0 99.0

B 98.0 98.5 97.5 100.0 97.0


% 22.5 23.0 23.0 24.0 22.0

T 4 4 4 4 4

E 6.75 6.75 6.75 6.75 6.75


T After Test % 22.5 23.0 22.5 23.5 22.0


Penetration mm 2.5 2.5 2.5 2.5 2.5

CBR Value % 4.0 15.0 4.5 7.0 2.0



Remarks






Whole Sample

Top 30mm

BH 53 (0.2-0.6m) BH 55 (0.6-1.0m)

Surcharge kg


After Soaking

Before Soaking

After Soaking

Before Soaking

Date Sampled

Lab Reference No.

Dry Density t/m3

After Soaking

Before Soaking


TEST RESULTS

BH 63 (0.7-1.0m)

(CH) Silty Clay: High plasticity, red brown

BH 57 (0.7-1.0m) BH 60 (1.4-1.7m)

(CH) Silty Clay: High plasticity, grey brown

red

Date Tested

Density Ratio %

(CI-CH) Silty Clay: Medium to high

plasticity, red & grey brown

(CH) Silty Clay: high plasticity, brown



Tel: (02) 96798733 Fax: (02) 96798744






SR 7586 SR 7587 SR 7588 SR 7589 SR 7590


02-Oct-12 28-Sep-12 28-Sep-12 28-Sep-12 25-Sep-12









1.85 1.61 1.76 1.71 1.65

1.85 1.55 1.73 1.67 1.62

C 99.5 101.0 100.0 99.5 101.0

B 99.5 97.5 98.0 97.5 99.5


% 18.0 27.5 20.5 21.0 24.5

T 4 4 4 4 4

E 4.5 6.75 4.5 6.75 6.75


T After Test % 18.0 27.5 20.5 21.0 24.5


Penetration mm 2.5 2.5 2.5 2.5 2.5

CBR Value % 3.5 13.0 3.0 3.0 4.0



Remarks






Whole Sample

Top 30mm

BH 65 (0.6-0.9m) BH 71 (0.7-1.0m)

Surcharge kg


After Soaking

Before Soaking

After Soaking

Before Soaking

Date Sampled

Lab Reference No.

Dry Density t/m3

After Soaking

Before Soaking


TEST RESULTS

BH 78 (0.6-0.9m)

(CH) Silty Clay: high plasticity, brown &

grey

BH 72 (0.7-1.0m) BH 76 (0.7-1.0m)


Date Tested

Density Ratio %

(CH) Silty Clay: high plasticity, grey red

brown


grey



Tel: (02) 96798733 Fax: (02) 96798744






SR 7591 SR 7592 SR 7617

14-Sep-12 14-Sep-12 14-Sep-12

28-Sep-12 02-Oct-12 02-Oct-12



Maximum Dry Density t/m3 1.78 1.62 1.80

Optimum Moisture Content % 19.0 22.0 17.0

Field Moisture Content % 19.5 22.0 19.0

% Of Oversize 19mm NIL NIL NIL

Replacement of Oversize (See note B) NA NA NA


1.76 1.62 1.78

1.74 1.58 1.75

C 99.0 99.5 99.0

B 97.5 97.5 97.5

R Moisture Content 19.5 23.0 17.0

% 21.0 26.5 19.0

T 4 4 4

E 4.5 6.75 6.75

S Moisture Content 26.0 31.0 24.5

T After Test % 21.0 26.5 19.0

Swell After Soaking % 1.5 2.0 1.7

Penetration mm 2.5 2.5 2.5

CBR Value % 4.0 15.0 4.0



Remarks






Whole Sample

Top 30mm

BH 82 (0.4-0.7m) BH 84 (0.4-0.7m)

Surcharge kg


After Soaking

Before Soaking

After Soaking

Before Soaking

Date Sampled

Lab Reference No.

Dry Density t/m3

After Soaking

Before Soaking


TEST RESULTS

(CI-CH) Silty Clay: medium to high plasticity, grey &

brown

BH 98 (0.5-0.8m)

Silty Clay: High plasticity, brown

Date Tested

Density Ratio %




APPENDIX D

Explanatory Notes

GeoEnviro Consultancy Pty Ltd

EXPLANATORY NOTES Introduction These notes have been provided to amplify the geotechnical report with regard to investigation procedures, classification methods and certain matters relating to the Discussion and Comments sections. Not all notes are necessarily relevant to all reports. Geotechnical reports are based on information gained from finite sub-surface probing, excavation, boring, sampling or other means of investigation, supplemented by experience and knowledge of local geology. For this reason they must be regarded as interpretative rather than factual documents, limited to some extent by the scope of information on which they rely. Description and Classification Methods The methods the description and classification of soils and rocks used in this report are based on Australian standard 1726, the SSA Site investigation Code, in general descriptions cover the following properties - strength or density, colour, structure, soil or rock type and inclusions. Identification and classification of soil and rock involves to a large extent, judgement within the acceptable level commonly adopted by current geotechnical practices. Soil types are described according to the predominating particle size, qualified by the grading or other particles present (eg sandy clay) on the following bases:

Soil Classification Particle Size Clay Less than 0.002mm Silt 0.002 to 0.6mm

Sand 0.6 to 2.00mm Gravel 2.00m to 60.00mm

Soil Classification Particle size Clay less than 0.002mm Silt 0.002 to 0.06mm Sand 0.06 to 2.00mm Gravel 2.00mm to 60.00mm Cohesive soils are classified on the basis of strength, either by laboratory testing or engineering examination. The strength terms are defined as follows:

Classification Undrained Shear Strength kPa Very Soft Less than 12

Soft 12 - 25 Firm 25 - 50 Stiff 50 - 100

Very Stiff 100 - 200 Hard Greater than 200

Non-cohesive soils are classified on the basis of relative density, generally from the results of standard penetration tests (SPT) or Dutch cone penetrometer test (CPT), as below: Relative Dense SPT 'N' Value

(blows/300mm) CPT Cone

Value (qc-Mpa) Very Loose Less than 5 Less than 2

Loose 5 - 10 2 - 5 Medium Dense 10 - 30 5 - 15

Dense 30 - 50 15 - 25 Very Dense > 50 > 25

Rock types are classified by their geological names, together with descriptive terms on degrees of weathering strength, defects and other minor components. Where relevant, further information

regarding rock classification, is given on the following sheet. Sampling Sampling is carried out during drilling to allow engineering examination (and laboratory testing where required) of the soil or rock. Disturbed samples taken during drilling provided information on plasticity, grained size, colour, type, moisture content, inclusions and depending upon the degree of disturbance, some information on strength and structure. Undisturbed samples are taken by pushing a thin walled sample tube (normally know as U50) into the soil and withdrawing a sample of the soil in a relatively undisturbed state. Such Samples yield information on structure and strength and are necessary for laboratory determination of shear strength and compressibility. Undisturbed sampling is generally effective only in cohesive soils. Details of the type and method of sampling are given in the report. Field Investigation Methods The following is a brief summary of investigation methods currently carried out by this company and comments on their use and application. Hand Auger Drilling The borehole is advanced by manually operated equipment. The diameter of the borehole ranges from 50mm to 100mm. Penetration depth of hand augered boreholes may be limited by premature refusal on a variety of materials, such as hard clay, gravels or ironstone. Test Pits These are excavated with a tractor-mounted backhoe or a tracked excavator, allowing close examination of the insitu soils if it is safe to descend into the pit. The depth of penetration is limited to about 3.0m for a backhoe and up to 6.0m for an excavator. A potential disadvantage is the disturbance caused by the excavation. Care must be taken if construction is to be carried out near, or within the test pit locations, to either adequately recompact the backfill during construction, or to design the structure or accommodate the poorly compacted backfill. Large Diameter Auger (eg Pengo) The hole is advanced by a rotating plate or short spiral auger generally 300mm or larger in diameter. The cuttings are returned to the surface at intervals (generally of not more than 05m) and are disturbed, but usually unchanged in moisture content. Identification of soil strata is generally much more reliable than with continuous spiral flight augers and is usually supplemented by occasional undisturbed tube sampling. Continuous Spiral Flight Augers The hole is advanced by using 90mm - 115mm diameter continuous spiral flight augers, which are withdrawn at intervals to allow sampling or insitu testing. This is a relatively economical means of drilling in clays and in sands above the water table. Samples are returned to the surface, or may be collected after withdrawal of the augers flights, but they are very disturbed and may be highly mixed with soil of other stratum. Information from the drilling (as distinct from specific sampling by SPT or undisturbed samples) is of relatively low reliability due to remoulding, mixing or softening of samples by ground water, resulting in uncertainties of the original sample depth.

C:\\lab\reports\r016-1 Form No. R016-1/Ver02/0104 1

ii

C:\\lab\reports\r016-2 Form No. R016-2/Ver02/0104

Continuous Spiral Flight Augers (continued) The spiral augers are usually advanced by using a V - bit through the soil profile refusal, followed by Tungsten Carbide (TC) bit, to penetrate into bedrock. The quality and continuity of the bedrock may be assessed by examination of the recovered rock fragments and through observation of the drilling penetration resistance. Non - core Rotary Drilling (Wash Boring) The hole is advanced by a rotary bit, with water being pumped down the drill rod and returned up the annulus, carrying the cuttings, together with some information from the "feel" and rate of penetration. Rotary Mud Stabilised Drilling This is similar to rotary drilling, but uses drilling mud as a circulating fluid, which may consist of a range of products, from bentonite to polymers such as Revert or Biogel. The mud tends to mask the cuttings and reliable identification is again only possible from separate intact sampling (eg SPT and U50 samples). Continuous Core Drilling A continuous core sample is obtained using a diamond tipped core barrel. Providing full core recovery is achieved (which is not always possible in very weak rock and granular soils) this technique provides a very reliable (but relatively expensive) method of investigation. In rocks an NMLC triple tube core barrel which gives a core of about 50mm diameter, is usually used with water flush. Portable Proline Drilling This is manually operated equipment and is only used in sites which require bedrock core sampling and there is restricted site access to truck mounted drill rigs. The boreholes are usually advanced initially using a tricone roller bit and water circulation to penetrate the upper soil profile. In some instances a hand auger may be used to penetrate the soil profile. Subsequent drilling into bedrock involves the use of NMLC triple tube equipment, using water as a lubricant. Standard Penetration Tests Standard penetration tests are used mainly in non-cohesive soils, but occasionally also in cohesive soils, as a means of determining density or strength and of obtaining a relatively undisturbed sample. The test procedure is described in Australian Standard 1289 "Methods of testing Soils for Engineering Purpose"- Test F31. The test is carried out in a borehole by driving a 50mm diameter split sample tube under the impact of a 63Kg hammer with a free fall of 769mm. It is normal for the tube to be driven in three successive 150mm increments and the "N" value is taken as the number of blows for the last 300mm. In dense sands, very hard clays or weak rocks, the full 450mm penetration may not be practicable and the test is discontinued. The test results are reported in the following form:

In a case where full penetration is obtained with successive blows counts for each 150mm of, say 4, 6, and 7 blows.

as 4, 6, 7

N = 13

In a case where the test is discontinued short of full penetration, say after 15 blows for the first 150mm and 30 blows for the next 40mm.

as 15,30/40mm

The results of the tests can be related empirically to the engineering properties of the soil. Occasionally the test

methods is used to obtain samples in 50mm diameter thin walled samples tubes in clays. In these circumstances, the best results are shown on the bore logs in brackets. Dynamic Cone Penetration Test A modification to the SPT test is where the same driving system is used with a solid 600 tipped steel cone of the same diameter as the SPT hollow sampler. The cone can be continuously driven into the borehole and is normally used in areas with thick layers of soft clays or loose sand. The results of this test are shown as 'Nc' on the bore logs, together with the number of blows per 150mm penetration. Cone Penetrometer Testing and Interpretation Cone penetrometer testing (sometimes referred to as Dutch Cone-CPT) described in this report, has been carried out using an electrical friction cone penetrometer and the test is described in Australian Standard 1289 test F5.1. In the test, a 35mm diameter rod with cone tipped end is pushed continuously into the soil, the reaction being provided by a specially designed truck or rig, which is fitted with a hydraulic ram system. Measurements are made of the end bearing resistance on the cone and the friction resistance on a separate 130mm long sleeve, immediately behind the cone. Transducer in the tip of the assembly are connected by electrical wires passing through the centre of the push rods to an amplifier and recorder unit mounted on the control truck. As penetration occurs (at a rate of approximately 20mm per second) the information is output on continuous chart recorders. The plotted results in this report have been traced from the original records. The information provided on the charts comprises:

Cone resistance - the actual end bearing force divided by the cross sectional area of the cone, expressed in Mpa.

Sleeve friction - the frictional force on the sleeve divided by the surface area, expressed in kPa.

Friction ratio - the ratio of sleeve friction to cone resistance, expressed in percentage.

There are two scales available for measurement of cone resistance. The lower "A" scale (0-5Mpa) is used in very soft soils where increased sensitivity is required and is shown in the graphs as a dotted line. The main "B" scale (0-50Mpa) is less sensitive and is shown as a full line. The ratios of the sleeve resistance to cone resistance will vary with the type of soil encountered, with higher relative frictions in clays than in sands. Friction ratios of 1% to 2% are commonly encountered in sands and very soft clays, rising to 4% to 10% in stiff clays. In sands, the relationship between cone resistance and SPT value is commonly in the range: qc (Mpa) = (0.4 to 0.6) N (blows per 300mm) In clays the relationship between undrained shear strength and cone resistance is commonly in the range: qc = (12 to18) Cu

Interpretation of CPT values can also be made to allow estimate of modulus or compressibility values to allow calculation of foundation settlements. Inferred stratification, as shown on the attached report, is assessed from the cone and friction traces, from experience and information from nearby boreholes etc.

iii

C:\\lab\reports\r016-3 Form No. R016-3/Ver02/0104

Cone Penetrometer Testing and Interpretation continued This information is presented for general guidance, but must be regarded as being to some extent interpretive. The test method provides a continuous profile of engineering properties and where precise information or soil classification is required, direct drilling and sampling may be preferable. Portable Dynamic Cone Penetrometer (AS1289) Portable dynamic cone penetrometer tests are carried out by driving a rod in to the ground with a falling weight hammer and measuring the blows per successive 100mm increments of penetration. There are two similar tests, Cone Penetrometer (commonly known as Scala Penetrometer) and the Perth Sand Penetrometer. Scala Penetrometer is commonly adopted by this company and consists of a 16mm rod with a 20mm diameter cone end, driven with a 9kg hammer, dropping 510mm (AS 1289 Test F3.2). Laboratory Testing Laboratory testing is carried out in accordance with Australian Standard 1289 "Methods of Testing Soil for Engineering Purposes". Details of the test procedures are given on the individual report forms. Engineering Logs The engineering logs presented herein are an engineering and/or geological interpretation of the sub-surface conditions and their reliability will depend to some extent on frequency of sampling and the method of drilling. Ideally, continuous undisturbed sampling or core drilling will provide the most reliable assessment, however, this is not always practicable or possible to justify economically. As it is, the boreholes represent only a small sample of the total sub-surface profile. Interpretation of the information and its application to design and construction should take into account the spacing of boreholes, frequency of sampling and the possibility of other than "straight line" variations between the boreholes. Ground water Where ground water levels are measured in boreholes, there are several potential problems:

In low permeability soils, ground water although present, may enter the hole slowly, or perhaps not at all, during the investigation period.

A localised perched water table may lead to a erroneous indication of the true water table.

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

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

More reliable measurements can be made by installing stand pipes, which are read at intervals over several days, or weeks for low permeability soils. Piezometers sealed in a particular stratum may be interference from a perched water table or surface water. Engineering Reports Engineering reports are prepared by qualified personnel and are based on the information obtained and on current engineering standards of interpretation and analysis. Where the report has been prepared for a specific design proposal is changed, say to a twenty storey building. If this occurs, the company will be pleased to review the report and sufficiency of the investigation work.

Every care is taken with the report as it relates to interpretation of sub-surface conditions, discussions of geotechnical aspects and recommendations or suggestions for design and construction. However, the company cannot always anticipate or assume responsibility for:

Unexpected variations in ground conditions. The potential for this will depend partly on bore spacing and sampling frequency.

Changes in policy or interpretation of policy by statutory authorities.

The actions of contractors responding to commercial pressures.

If these occur, the company will be pleased to assist with investigation or advice to resolve the matter. Site Anomalies In the event that conditions encountered on site during construction appear to vary from those which were expected from the information contained in the report, the company request immediate notification. Most problems are much more readily resolved when conditions are exposed than at some later stage, well after the event. Reproduction of Information for Contractual Purposes Attention is drawn to the document “Guidelines for the Provision of Geotechnical Information trader Documents”, published by the Institute of Engineers Australia. Where information obtained for this investigation is provided for tender purposes, it is recommended that all information, including the written report and discussion, be made available. In circumstances where the discussion or comments section is not relevant to the contractual situation, it may be appropriate to prepare a specially edited document. The Company would be pleased to assist in this regard and/or make additional copies of the report available for contract purpose, at a nominal charge.

Site Inspection

The Company will always be pleased to provide engineering inspection services for geotechnical aspect of work to which this report is related. This could range from a site visit to confirm that the conditions exposed are as expected, to full time engineering presence on site Review of Design Where major civil or structural developments are proposed, or where only a limited investigation has been completed, or where the geotechnical conditions are complex, it is prudent to have the design reviewed by a Senior Geotechnical Engineer.