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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
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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
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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
Proposed Development 2 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
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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.
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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.
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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.
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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.
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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.
Proposed Development 8 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
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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
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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
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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
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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)
Class ECe (ds/m) Non-Saline <2 Slightly Saline 2-4 Moderately Saline 4-8 Very Saline 8-16 Highly Saline >16
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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)
Class ECe (ds/m) Non-Saline <2 Slightly Saline 2-4 Moderately Saline 4-8 Very Saline 8-16 Highly Saline >16
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Sample Depth (m) Ph EC ECe
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)
Class ECe (ds/m) Non-Saline <2 Slightly Saline 2-4 Moderately Saline 4-8 Very Saline 8-16 Highly Saline >16
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Sample Depth (m) Ph EC ECe
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)
Class ECe (ds/m) Non-Saline <2 Slightly Saline 2-4 Moderately Saline 4-8 Very Saline 8-16 Highly Saline >16
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Emerson Class Sample Material Description Class Description
BH 2 (0.4-0.5m) (CH) Silty Clay: high plasticity, grey
& brown
1 Very highly
Dispersive
BH 10 (1.0-1.1m) (CH) Silty Clay: high plasticity, grey
red brown
2 Highly Dispersive
BH 12 (0.7-0.9m) (CH) Silty Clay: high plasticity, grey
brown
1 Very highly
Dispersive
BH 17 (0.4-0.6m) (CH) Silty Clay: high plasticity, grey
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
BH 29 (0.2-0.6m) (CH) Silty Clay: high plasticity, grey
brown
4 Moderately
Dispersive
BH 31 (1.2-1.4m) (CH) Silty Clay: high plasticity, grey
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
BH 44 (1.1-1.2m) (CH) Silty Clay: high plasticity, grey
brown red
2 Highly Dispersive
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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
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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.
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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.
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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.
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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.
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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.
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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
Developer/Contractor
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
Developer/Contractor
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Assets and Procedures
Possible Hazards or Environmental Risks
Risk Class
Control Measures and Management
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
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Assets and Procedures
Possible Hazards or Environmental Risks
Risk Class
Control Measures and Management
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
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Assets and Procedures
Possible Hazards or Environmental Risks
Risk Class
Control Measures and Management
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
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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.
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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.
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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.
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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
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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
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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
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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.
Proposed Development 34 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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
Proposed Development 35 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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 71 (0.7-1.0m) – 5% Lime Stabilised 23.0 22.5 3.6 13.0
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 84 (0.4-0.7m) – 5% Lime Stabilised 22.0 22.0 2.0 15.0
BH 98 (0.5-0.8m) 17.0 19.0 1.7 4.0
Proposed Development 36 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
Proposed Development 37 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
Proposed Development 38 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
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.
Proposed Development 39 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
Proposed Development 40 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
Proposed Development 41 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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
Proposed Development 42 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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
Natural clay to be of very stiff or better consistency
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
Natural clay to be of very stiff or better consistency
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.
Proposed Development 43 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
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.
Proposed Development 44 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
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.
Proposed Development 45 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
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.
Proposed Development 46 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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.
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Proposed Development 47 JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
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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
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: 2
c:\\lab\report\R012 Form No. R012/Ver01/1198
Scale: N.T.S.
Cardno
Stocklands Site, Richmond Road, Marsden Park
Bore Hole Location Plan
Date: 02/10/2012
Date:
Date: 02/10/2012
BH 1
BH 31
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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:
Tel: (02) 96798733 Fax: (02) 96798744A3 Project No: JC12129A Drawing No: 3
c:\\lab\report\R012 Form No. R012/Ver01/1198
Scale: N.T.S.
Cardno
Stocklands Site, Richmond Road, Marsden Park
Indicative Wet Clays and Bedrock Levels Plan
Date: 24/10/2012
Date:
Date: 24/10/2012
BH 1
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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 119
BH 120
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
Borehole Location 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: 4
c:\\lab\report\R012 Form No. R012/Ver01/1198
Scale: N.T.S.
Cardno
Stocklands Site, Richmond Road, Marsden Park
Soil Salinity Potential - Topsoil
Date: 22/10/2012
Date:
Date: 22/10/2012
BH 1
BH 31
BH 2
BH 16
BH 17
BH 3
BH 4
BH 5
BH 6
BH 7
BH 9
BH 10
BH 11
BH 18
BH 19
BH 20
BH 21
BH 22
BH 23
BH 24
BH 25
BH 26
BH 27
BH 28
BH 29
BH 30
BH 32
BH 33
BH 34
BH 35
BH 36
BH 37
BH 38
BH 39
BH 40
BH 41
BH 42
BH 43
BH 44
BH 45
BH 46
BH 47
BH 48
BH 49
BH 50
BH 51
BH 52
BH 53
BH 54
BH 55
BH 56
BH 57
BH 58
BH 59
BH 60
BH 61
BH 62
BH 63BH 64
BH 65BH 66
BH 67BH 68
BH 69
BH 70
BH 71
BH 72
BH 73
BH 74
BH 75
BH 76
BH 77BH 78
BH 79BH 80
BH 81
BH 82
BH 83
BH 84
BH 87
BH 88
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
Moderate Salinity Potential
Moderate Salinity Potential
Moderate Salinity Potential
Non to Slight Salinity Potential
Legend Drawn By: SG
Borehole Location 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: 5
c:\\lab\report\R012 Form No. R012/Ver01/1198
Scale: N.T.S.
Cardno
Stocklands Site, Richmond Road, Marsden Park
Soil Salinity Potential - Less than 1.0m
Date: 22/10/2012
Date:
Date: 22/10/2012
BH 1
BH 31
BH 2
BH 16
BH 17
BH 3
BH 4
BH 5
BH 6
BH 7
BH 9
BH 10
BH 11
BH 18
BH 19
BH 20
BH 21
BH 22
BH 23
BH 24
BH 25
BH 26
BH 27
BH 28
BH 29
BH 30
BH 32
BH 33
BH 34
BH 35
BH 36
BH 37
BH 38
BH 39
BH 40
BH 41
BH 42
BH 43
BH 44
BH 45
BH 46
BH 47
BH 48
BH 49
BH 50
BH 51
BH 52
BH 53
BH 54
BH 55
BH 56
BH 57
BH 58
BH 59
BH 60
BH 61
BH 62
BH 63BH 64
BH 65BH 66
BH 67BH 68
BH 69
BH 70
BH 71
BH 72
BH 73
BH 74
BH 75
BH 76
BH 77BH 78
BH 79BH 80
BH 81
BH 82
BH 83
BH 84
BH 87
BH 88
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
Moderate Salinity Potential
Moderate Salinity Potential
Moderate Salinity Potential
Non to Slight Salinity Potential
Legend Drawn By: SG
Borehole Location 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: 6
c:\\lab\report\R012 Form No. R012/Ver01/1198
Scale: N.T.S.
Cardno
Stocklands Site, Richmond Road, Marsden Park
Soil Salinity Potential - Greater than 1.0m
Date: 22/10/2012
Date:
Date: 22/10/2012
BH 1
BH 31
BH 2
BH 16
BH 17
BH 3
BH 4
BH 5
BH 6
BH 7
BH 9
BH 10
BH 11
BH 18
BH 19
BH 20
BH 21
BH 22
BH 23
BH 24
BH 25
BH 26
BH 27
BH 28
BH 29
BH 30
BH 32
BH 33
BH 34
BH 35
BH 36
BH 37
BH 38
BH 39
BH 40
BH 41
BH 42
BH 43
BH 44
BH 45
BH 46
BH 47
BH 48
BH 49
BH 50
BH 51
BH 52
BH 53
BH 54
BH 55
BH 56
BH 57
BH 58
BH 59
BH 60
BH 61
BH 62
BH 63BH 64
BH 65BH 66
BH 67BH 68
BH 69
BH 70
BH 71
BH 72
BH 73
BH 74
BH 75
BH 76
BH 77BH 78
BH 79BH 80
BH 81
BH 82
BH 83
BH 84
BH 87
BH 88
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
Moderate Salinity Potential
Moderate Salinity Potential
Moderate Salinity Potential
High Salinity Potential
High Salinity Potential
High Salinity Potential
High Salinity Potential
Non to Slight Salinity Potential
Legend Drawn By: SG
Borehole Location 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: 7
c:\\lab\report\R012 Form No. R012/Ver01/1198
Scale: N.T.S.
Cardno
Stocklands Site, Richmond Road, Marsden Park
Soil Salinity Map
Date: 22/10/2012
Date:
Date: 22/10/2012
BH 1
BH 31
BH 2
BH 16
BH 17
BH 3
BH 4
BH 5
BH 6
BH 7
BH 9
BH 10
BH 11
BH 18
BH 19
BH 20
BH 21
BH 22
BH 23
BH 24
BH 25
BH 26
BH 27
BH 28
BH 29
BH 30
BH 32
BH 33
BH 34
BH 35
BH 36
BH 37
BH 38
BH 39
BH 40
BH 41
BH 42
BH 43
BH 44
BH 45
BH 46
BH 47
BH 48
BH 49
BH 50
BH 51
BH 52
BH 53
BH 54
BH 55
BH 56
BH 57
BH 58
BH 59
BH 60
BH 61
BH 62
BH 63BH 64
BH 65BH 66
BH 67BH 68
BH 69
BH 70
BH 71
BH 72
BH 73
BH 74
BH 75
BH 76
BH 77BH 78
BH 79BH 80
BH 81
BH 82
BH 83
BH 84
BH 87
BH 88
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
GeoEnviro Consultancy
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
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 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 3
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 4
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 5
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:
180CH
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
M-W St
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
red, with fine to coarse grained gravel
End BH 6 at 1.6m
2.0
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
Borehole no: 6
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R grass roots
B N D CH Silty Clay: High plasticity, red brown M-W St 180
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 7
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CI-CH M
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: 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 8
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 9
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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
fine to medium grained gravel
2.0 CI-CH Gravelly Silty Clay: Medium to high plasticity, grey brown D-M
red, with fine to coarse grained gravel
End BH 10 at 2.0m
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
Borehole no: 10
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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
T medium grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 11
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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
fine to medium grained gravel
End BH 12 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
Borehole no: 12
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R CH grass roots D H >600
B N D Silty Clay: High plasticity, red brown
- 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
fine to medium grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 13
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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: 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 14
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CI-CH W Slight Seepage
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 15
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
red, with fine to coarse grained gravel
End BH 16 at 2.0m
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
Borehole no: 16
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
medium grained gravel
2.0
End BH 17 at 2.0m
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
Borehole no: 17
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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 red M VSt 240
T
CI-CH Silty Clay: Medium to high plasticity, grey brown red, with M Vst 220
fine to medium grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 18
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 19
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 20
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:
TC
- B
IT
7/130mm
Bounce
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R CH grass roots M-W St 150
B N D Silty Clay: High plasticity, red brown
- 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
fine to medium grained gravel
2.0
End BH 21 at 2.0m
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
Borehole no: 21
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 22
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 23
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R CH grass roots M VSt 270
B N D Silty Clay: High plasticity, brown
- 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
fine to coarse grained gravel
End BH 24 at 2.0m
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
Borehole no: 24
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: High plasticity, red brown
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 25
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
H 570CH D
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park
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 Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 26
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site
Hole Diameter: 450 mm Datum:
7/50mm
Bounce
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D CH Silty Clay: High plasticity, grey brown red M VSt 270
-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
coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 27
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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
Dep
th(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 Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 28
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:
7,7/40mm
Bounce
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: High plasticity, red brown
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 29
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:
CH D-M VSt 280
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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
Dep
th(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 Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 30
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:
4,6/30mm
Bounce
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: High plasticity, red brown
- 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
coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 31
Client: Stockland Development Pty Ltd Job no: JC12129A
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
CH D-M
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
330VSt
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: High plasticity, red brown
- 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
with fine to coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 32
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CH D-M VSt 380
Hole Diameter: 450 mm Datum:
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R grass roots
B N D CH Silty Clay: High plasticity, red brown M-W St 170
-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
fine to coarse grained gravel
2.0
End BH 33 at 2.0m
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
Borehole no: 33
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: High plasticity, red brown
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 34
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CH M-W St 170
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
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 170
C 1.0
T
CH Silty Clay: High plasticity, grey brown red, with fine to M-W St 140
coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 35
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CH D-M VSt 340
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 36
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CL-CI D-M VSt 340
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 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 260
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 37
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CH M VSt 280
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
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
2.0 coarse grained gravel
End BH 38 at 2.0m
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
Borehole no: 38
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CI-CH D H >600
Hole Diameter: 450 mm Datum:
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 39
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CH D H 480
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R grass roots
B N D CH Silty Clay: High plasticity, brown grey M-W St 200
- CH Silty Clay: High plasticity, grey brown M VSt 220
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 40
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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 260
-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
CH Silty Clay: High plasticity, grey brown red, with fine to M VSt 280
2.0 coarse grained gravel
End BH 41 at 2.0m
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
Borehole no: 41
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
CH Silty Clay: High plasticity, grey brown red, with fine to M VSt 220
2.0 coarse grained gravel
End BH 42 at 2.0m
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
Borehole no: 42
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: Medium plasticity brown
- CH Silty Clay: High plasticity, grey brown red M-W St 170
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
coarse grained gravel
End BH 43 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
Borehole no: 43
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:
CI D-M VSt 320
CH D-M
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
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
T medium grained gravel
2.0 End BH 44 at 1.70m
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
Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 44
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D CH Silty Clay: High plasticity, grey brown red M VSt 300
- 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,
distinctly weathered
End BH 45 at 1.3m
2.0
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
Borehole no: 45
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
I I R grass roots
B N D Silty Clay: High plasticity, brown
- CH Silty Clay: High plasticity, grey brown M VSt 270
C 1.0
T
CH Silty Clay: High plasticity, grey brown, with fine to D-M VSt 360
medium grained gravel
2.0
End BH 46 at 2.0m
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
Borehole no: 46
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:
CH D-M VSt 360
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
GP Gravel: Medium grained, dark red
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 47
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 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 280
-C 1.0
T
CI Gravelly Silty Clay: Medium plasticity, brown and red, M
with fine to coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 48
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R grass roots
B N D Silty Clay: High plasticity, brown
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 49
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R CH grass roots M-W St 200
B N D Silty Clay: High plasticity, red brown
- 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
coarse grained gravel
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 50
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with
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
coarse grained gravel
End BH 51 at 2.0m
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
Borehole no: 51
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:
>600
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
CI D H
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R CH grass roots M St 180
B N D Silty Clay: High plasticity, brown
- CH Silty Clay: High plasticity, grey brown red M-W St 170
C 1.0
T CI-CH Silty Clay: Medium to high plastictiy, grey and brown M-W St 160
with fine to coarse grained gravel
End BH 52 at 1.6m
2.0
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
Borehole no: 52
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 53
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
M-WCI-CH
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
I I R grass roots
B N D Silty Clay: High plasticity, red brown
- 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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 54
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
M VSt 220CH
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
Dep
th(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 Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
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
Borehole no: 55
Client: Stockland Development Pty Ltd Job no: JC12129A
Datum:
N = 8
1,3,5
N = 14
5, 10, 14
TC
- B
IT
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 56
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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 Topsoil: Clayey Silt: Low liquid limit, dark brown, with D
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
Legend: D = Dry, M = Moist, W = Wet
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 57
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:
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 58
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 59
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 60
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
U I R with some roots D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 61
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 62
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 63
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
U I R with some roots D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 64
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 65
Client: Stockland Development Pty Ltd Job no: JC12129A
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Hole Diameter: 450 mm Datum:
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Borehole no: 66
Client: Stockland Development Pty Ltd
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Borehole no: 67
Client: Stockland Development Pty Ltd Job no: JC12129A
R.L. Surface:
Date: 02/10/2012Project: Marsden Park Precinct - Stockland Site
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Location: Richmond Road, Marsden Park
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Logged by: WW
Borehole no: 68
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 69
Client: Stockland Development Pty Ltd Job no: JC12129A
R.L. Surface:
Hole Diameter: 450 mm Datum:
Drill Model and Mounting: Pendulum Rig
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 70
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 71
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Borehole no: 72
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 73
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 74
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Clayey Silt, low liquid limit, dark brown, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 75
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 76
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Gravelly Clayey Silt, low liquid limit, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 77
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
mm
9,9/100
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 78
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: Gravelly Clayey Silt, low liquid limit, D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Borehole no: 79
Location: Richmond Road, Marsden Park
Client: Stockland Development Pty Ltd
Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 80
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: clayey Silt, low liquid limit, dark brown D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 81
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
M L Y Topsoil: clayey Silt, low liquid limit, dark brown D
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 82
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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 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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 83
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 12
1, 4, 8
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 84
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 85
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
8.0Legend: D = Dry, M = Moist, W = Wet
VS = Very Soft, S = Soft, F = Firm, St = Stiff, VSt = Very Stiff, H = Hard
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 86
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 27
6, 12, 15
N = 26
5, 12, 14
N = 6
1,2,4
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 87
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DG
DG
N = 12
3, 4, 8
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 88
Client: Stockland Development Pty Ltd Job no: JC12129A
TC
- B
IT
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
2, 5, 10
DG
DG
N = 15
DG
Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Borehole no: 89
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park
DG
DG
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DG
DG
DG
N = 8
1, 3, 5
Hole Diameter: 450 mm Datum:
DG
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Borehole no: 90
TC
BIT
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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 1.0 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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DG
N = 10
2, 4, 8
DG
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 91
Client: Stockland Development Pty Ltd Job no: JC12129A
TC
-BIT
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 10
1, 3, 7
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 92
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DG
N = 5
1, 2, 3
U50
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 93
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
3, 4/
50mm
N >4
N = 6
1, 2, 4
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 94
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
N = 15
1, 6, 9
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 95
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N > 5
5/40mm
N = 7
1, 3, 4
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 96
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 12
2, 7, 5
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 97
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
50MM
N > 8
7,8/
DB
N = 11
2, 3, 9
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 98
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
N = 20
2, 10, 10
DG
N = 11
2, 3, 9
DG
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 99
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
N > 14
3, 14, 5/
0mm
40mm
N> 12
7, 12/
N = 11
2, 4, 7
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 100
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
7, 12, 17/
40mm
N> 29
N = 11
2, 4, 7
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 101
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 8
1, 3, 5
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 102
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT DG
DG
N = 7
1, 3, 4
DG
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 103
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
DG
N = 19
4, 7, 12
DG
N = 11
2, 5, 6
Hole Diameter: 450 mm Datum:
DG
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 104
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
3, 4 /
0mm
DG
N > 4
N = 7
2, 2, 5
DG
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 105
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
U50
N = 11
3, 3, 8
Hole Diameter: 450 mm Datum:
DG
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 106
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
5, 11, 12/
N > 23
N = 6
2, 2, 4
N = 11
4, 5, 6
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 107
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
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
End BH 108 @ 4.0m TC - Refusal
5.0
6.0
7.0
8.0
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 11
3, 4, 7
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 108
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
I I R CH Silty Clay: High plasticity, brown MC
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
U50
N = 21
1, 8, 13
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 109
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
I I R
B N D CH Silty Clay: High plasticity, brown MC
- =
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 8
4, 4, 4
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 110
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 6
1, 2, 4
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 111
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 10
4, 5, 5
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 112
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DS
U50
N = 14
3, 9, 5
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 113
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown M
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
9, 8 /
50mm
N > 8
N = 17
2, 7, 10
DG
DG
N = 14
3, 5, 9
DG
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 114
Client: Stockland Development Pty Ltd Job no: JC12129A
TC
- B
IT
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
4, 5, 9
N = 14
U50
N = 9
2, 4, 5
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 115
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
5, 8, 15
120mm
N > 23
2, 14, 11
N = 25
N = 20
3, 4, 6
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 116
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
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
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DG
90mm
DG
N > 8
4, 8/
Hole Diameter: 450 mm Datum:
DG
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 117
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
I I R CH Silty Clay: High plasticity, brown MC
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
End BH 118 @ 2.6m TC - Refusal
4.0
5.0
6.0
7.0
8.0
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
N = 11
2, 5, 6
U50
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 118
Client: Stockland Development Pty Ltd Job no: JC12129A
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown
I I R
B N D CH Silty Clay: High plasticity, brown MC
- 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
distinctly weathered
5.0
End BH 119 @ 5.1m
6.0
7.0
8.0
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
TC
- B
IT
N = 7
3, 2, 5
Hole Diameter: 450 mm Datum:
Location: Richmond Road, Marsden Park Logged by: WW
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Borehole no: 119
Client: Stockland Development Pty Ltd Job no: JC12129A
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
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
Material Description Soil Type, Plasticity or Particle Characteristic, colour, secondary
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
Structure and Additional Observations
T L Y Topsoil: Clayey Silt, low liquid limit, brown D
I I R
B N D CH Silty Clay: High plasticity, brown MC
- =
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,
distinctly weathered
4.0 End BH 120 @ 3.5m TC Refusal
5.0
6.0
7.0
8.0
c:\\Lab\report\R007 Form no. R007/Ver04/06/10
DG
N = 20
4, 7, 13
DG
DG
Drill Model and Mounting: Pendulum Rig R.L. Surface:
Hole Diameter: 450 mm Datum:
Project: Marsden Park Precinct - Stockland Site Date: 02/10/2012
Location: Richmond Road, Marsden Park Logged by: WW
Borehole no: 120
Client: Stockland Development Pty Ltd Job no: JC12129A
Proposed Development JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
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
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-6 79469-7 79469-8 79469-9 79469-10
Your Reference ------------- BH3 BH4 BH4 BH4 BH4
Depth ------------ 1.1-1.2 0-0.1 0.4-0.5 1.2-1.3 1.9-2.0
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 5.1 7.1 5.5 5.6 5.6
Electrical Conductivity 1:5 soil:water µS/cm 660 130 88 79 130
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-11 79469-12 79469-13 79469-14 79469-15
Your Reference ------------- BH8 BH8 BH8 BH9 BH9
Depth ------------ 0-0.1 0.5-0.6 1.4-1.5 0-0.1 0.4-0.7
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 6.8 5.1 4.7 5.7 4.9
Electrical Conductivity 1:5 soil:water µS/cm 250 710 1,100 230 640
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-16 79469-17 79469-18 79469-19 79469-20
Your Reference ------------- BH9 BH13 BH13 BH13 BH17
Depth ------------ 1.8-2.0 0-0.1 0.5-0.6 1-1.2 0-0.1
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 5.2 5.8 4.9 4.7 5.6
Electrical Conductivity 1:5 soil:water µS/cm 650 120 450 1,200 410
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-21 79469-22 79469-23 79469-24 79469-25
Your Reference ------------- BH17 BH17 BH26 BH26 BH29
Depth ------------ 0.4-0.6 1-1.2 0-0.1 1-1.2 0-0.1
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 4.7 4.7 5.8 5.2 6.4
Electrical Conductivity 1:5 soil:water µS/cm 980 720 60 350 480
Page 2 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-26 79469-27 79469-28 79469-29 79469-30
Your Reference ------------- BH29 BH29 BH31 BH31 BH31
Depth ------------ 1-1.2 1.8-2 0-0.1 0.5-0.6 1.2-1.4
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 4.7 5.8 6.7 5.7 5.1
Electrical Conductivity 1:5 soil:water µS/cm 970 930 110 300 550
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-31 79469-32 79469-33 79469-34 79469-35
Your Reference ------------- BH35 BH35 BH35 BH39 BH39
Depth ------------ 0-0.1 0.5-0.6 1-1.2 0-0.1 0.4-0.5
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 5.9 4.8 5.2 5.4 5.5
Electrical Conductivity 1:5 soil:water µS/cm 190 320 230 180 630
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-36 79469-37 79469-38 79469-39 79469-40
Your Reference ------------- BH39 BH39 BH45 BH45 BH45
Depth ------------ 1-1.2 1.8-2.0 0-0.1 0.4-0.5 1-1.3
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 5.6 6.0 6.5 5.5 7.5
Electrical Conductivity 1:5 soil:water µS/cm 690 1,000 190 320 450
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-41 79469-42 79469-43 79469-44 79469-45
Your Reference ------------- BH46 BH46 BH46 BH48 BH48
Depth ------------ 0-0.1 0.5-0.6 1.8-2.0 0-0.1 0.6-0.7
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 6.1 4.9 4.8 6.0 5.0
Electrical Conductivity 1:5 soil:water µS/cm 260 350 900 180 390
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-46 79469-47 79469-48 79469-49 79469-50
Your Reference ------------- BH48 BH48 BH51 BH51 BH51
Depth ------------ 1.2-1.4 1.8-2.0 0-0.1 0.5-0.7 1-1.2
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 4.9 4.9 5.6 5.0 4.9
Electrical Conductivity 1:5 soil:water µS/cm 590 830 190 420 530
Page 3 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-51 79469-52 79469-53 79469-54 79469-55
Your Reference ------------- BH51 BH59 BH59 BH59 BH61
Depth ------------ 1.8-2.0 0-0.1 0.5-0.6 1.1-1.3 0-0.1
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 5.0 5.2 5.5 5.3 5.7
Electrical Conductivity 1:5 soil:water µS/cm 660 40 49 62 23
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-56 79469-57 79469-58 79469-59 79469-60
Your Reference ------------- BH61 BH61 BH64 BH64 BH64
Depth ------------ 0.5-0.6 1.6-1.8 0-0.1 0.5-0.7 1.7-1.8
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 5.5 5.0 5.8 5.8 5.2
Electrical Conductivity 1:5 soil:water µS/cm 68 340 40 69 340
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-61 79469-62 79469-63 79469-64 79469-65
Your Reference ------------- BH66 BH66 BH66 BH66 BH68
Depth ------------ 0-0.1 0.4-0.5 1.0-1.1 1.8-2.0 0-0.1
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 5.6 5.4 4.8 5.3 5.9
Electrical Conductivity 1:5 soil:water µS/cm 65 230 410 860 120
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-66 79469-67 79469-68 79469-69 79469-70
Your Reference ------------- BH68 BH68 BH71 BH71 BH71
Depth ------------ 0.4-0.5 1.0-1.2 0-0.1 0.4-0.5 1.8-2
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 5.2 5.2 5.6 5.0 5.7
Electrical Conductivity 1:5 soil:water µS/cm 300 340 550 950 1,100
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-71 79469-72 79469-73 79469-74 79469-75
Your Reference ------------- BH76 BH76 BH76 BH86 BH86
Depth ------------ 0-0.1 1-1.2 1.8-2.0 0.4-0.5 1-1.2
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 5.1 5.4 5.3 6.4 6.8
Electrical Conductivity 1:5 soil:water µS/cm 410 340 460 170 170
Page 4 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-76 79469-77 79469-78 79469-79 79469-80
Your Reference ------------- BH86 BH88 BH88 BH88 BH88
Depth ------------ 1.8-2.0 0-0.1 0.5-0.6 1-1.2 2.8-3.0
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 4.8 6.3 4.9 4.9 5.0
Electrical Conductivity 1:5 soil:water µS/cm 1,200 300 600 680 1,200
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-81 79469-82 79469-83 79469-84 79469-85
Your Reference ------------- BH89 BH89 BH89 BH89 BH89
Depth ------------ 0-0.2 0.4-0.6 1-1.2 2-2.2 3-3.2
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 6.5 5.0 4.9 4.9 5.0
Electrical Conductivity 1:5 soil:water µS/cm 200 320 550 860 830
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-86 79469-87 79469-88 79469-89 79469-90
Your Reference ------------- BH90 BH90 BH90 BH91 BH91
Depth ------------ 0-0.2 1-1.2 2-2.2 0-0.2 1-1.2
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 5.3 4.9 4.9 5.2 4.8
Electrical Conductivity 1:5 soil:water µS/cm 310 670 730 550 740
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-91 79469-92 79469-93 79469-94 79469-95
Your Reference ------------- BH91 BH91 BH99 BH99 BH99
Depth ------------ 2-2.2 3-3.2 0-0.2 0.4-0.6 2-2.2
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 4.8 4.9 5.8 5.9 5.7
Electrical Conductivity 1:5 soil:water µS/cm 830 1,100 120 130 660
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-96 79469-97 79469-98 79469-99 79469-100
Your Reference ------------- BH103 BH103 BH103 BH103 BH104
Depth ------------ 0-0.2 1-1.2 2-2.2 3-3.2 0-0.2
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 6.2 4.9 5.2 5.6 5.8
Electrical Conductivity 1:5 soil:water µS/cm 160 840 640 810 63
Page 5 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-101 79469-102 79469-103 79469-104 79469-105
Your Reference ------------- BH104 BH104 BH105 BH105 BH105
Depth ------------ 0.4-0.6 1-1.2 0-0.2 0.4-0.6 1-1.2
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 8.1 8.2 7.0 5.3 5.1
Electrical Conductivity 1:5 soil:water µS/cm 240 220 470 260 410
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-106 79469-107 79469-108 79469-109 79469-110
Your Reference ------------- BH106 BH106 BH106 BH114 BH114
Depth ------------ 0-0.2 0.4-0.6 1-1.2 0-0.2 1.0-1.2
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 5.8 5.0 5.2 6.4 5.8
Electrical Conductivity 1:5 soil:water µS/cm 260 560 550 220 620
Miscellaneous Inorg - soil
Our Reference: UNITS 79469-111 79469-112 79469-113 79469-114 79469-115
Your Reference ------------- BH114 BH114 BH117 BH117 BH117
Depth ------------ 2-2.2 3-3.2 0-0.2 1-1.2 2-2.2
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 6.1 5.6 5.7 5.4 6.0
Electrical Conductivity 1:5 soil:water µS/cm 740 1,100 47 100 100
Miscellaneous Inorg - soil
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
Page 6 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
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.
Page 7 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
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%
QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-21 28/09/2012 || 28/09/2012 LCS-3 27/09/2012
Date analysed - 79469-21 02/10/2012 || 02/10/2012 LCS-3 27/09/2012
pH 1:5 soil:water pH Units 79469-21 4.7 || 4.8 || RPD: 2 LCS-3 102%
Electrical Conductivity 1:5
soil:water
µS/cm 79469-21 980 || 900 || RPD: 9 LCS-3 102%
QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-31 28/09/2012 || 28/09/2012 LCS-4 27/09/2012
Date analysed - 79469-31 02/10/2012 || 02/10/2012 LCS-4 27/09/2012
pH 1:5 soil:water pH Units 79469-31 5.9 || 6.0 || RPD: 2 LCS-4 102%
Electrical Conductivity 1:5
soil:water
µS/cm 79469-31 190 || 160 || RPD: 17 LCS-4 105%
QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-41 28/09/2012 || 28/09/2012 LCS-5 27/09/2012
Date analysed - 79469-41 02/10/2012 || 02/10/2012 LCS-5 27/09/2012
pH 1:5 soil:water pH Units 79469-41 6.1 || 6.1 || RPD: 0 LCS-5 102%
Electrical Conductivity 1:5
soil:water
µS/cm 79469-41 260 || 250 || RPD: 4 LCS-5 103%
QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-51 28/09/2012 || 28/09/2012 LCS-6 27/09/2012
Date analysed - 79469-51 02/10/2012 || 02/10/2012 LCS-6 27/09/2012
pH 1:5 soil:water pH Units 79469-51 5.0 || 5.0 || RPD: 0 LCS-6 102%
Electrical Conductivity 1:5
soil:water
µS/cm 79469-51 660 || 690 || RPD: 4 LCS-6 105%
Page 8 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-61 28/09/2012 || 28/09/2012 LCS-7 27/09/2012
Date analysed - 79469-61 02/10/2012 || 02/10/2012 LCS-7 27/09/2012
pH 1:5 soil:water pH Units 79469-61 5.6 || 5.6 || RPD: 0 LCS-7 102%
Electrical Conductivity 1:5
soil:water
µS/cm 79469-61 65 || 67 || RPD: 3 LCS-7 109%
QUALITY CONTROL UNITS Dup. Sm# Duplicate
Miscellaneous Inorg - soil Base + Duplicate + %RPD
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
Electrical Conductivity 1:5
soil:water
µS/cm 79469-71 410 || 450 || RPD: 9
QUALITY CONTROL UNITS Dup. Sm# Duplicate
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-81 28/09/2012 || 28/09/2012
Date analysed - 79469-81 02/10/2012 || 02/10/2012
pH 1:5 soil:water pH Units 79469-81 6.5 || 6.5 || RPD: 0
Electrical Conductivity 1:5
soil:water
µS/cm 79469-81 200 || 200 || RPD: 0
QUALITY CONTROL UNITS Dup. Sm# Duplicate
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-91 28/09/2012 || 28/09/2012
Date analysed - 79469-91 02/10/2012 || 02/10/2012
pH 1:5 soil:water pH Units 79469-91 4.8 || 4.8 || RPD: 0
Electrical Conductivity 1:5
soil:water
µS/cm 79469-91 830 || 840 || RPD: 1
QUALITY CONTROL UNITS Dup. Sm# Duplicate
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-101 28/09/2012 || 28/09/2012
Date analysed - 79469-101 02/10/2012 || 02/10/2012
pH 1:5 soil:water pH Units 79469-101 8.1 || 8.3 || RPD: 2
Electrical Conductivity 1:5
soil:water
µS/cm 79469-101 240 || 230 || RPD: 4
QUALITY CONTROL UNITS Dup. Sm# Duplicate
Miscellaneous Inorg - soil Base + Duplicate + %RPD
Date prepared - 79469-111 28/09/2012 || 28/09/2012
Date analysed - 79469-111 02/10/2012 || 02/10/2012
pH 1:5 soil:water pH Units 79469-111 6.1 || 6.2 || RPD: 2
Electrical Conductivity 1:5
soil:water
µS/cm 79469-111 740 || 760 || RPD: 3
Page 9 of 10Envirolab Reference: 79469
Revision No: R 00
Client Reference: JC12129A, Marsden Park
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.
Page 10 of 10Envirolab Reference: 79469
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: ahie@envirolabservices.com.au or jhurst@envirolabservices.com.au
Page 1 of 1
Proposed Development JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
APPENDIX C
Laboratory Test Certificates– Geotechnical
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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 (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2 AS 1289 3.1.2
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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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: R02A
(CH) Silty Clay: high plasticity, grey brown
(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.
Test Procedure: AS 1289 3.8.1
AS 1289 3.4.1 AS 1289 3.4.1
23.5Content %
Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1
Natural Moisture26.3 14.2
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 (%)
Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1 AS 1289 3.2.1
25 20 19 21
AS 1289 3.1.2
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2 AS 1289 3.1.2
74 59 53 60
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 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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: R03A
(CH) Silty Clay: high plasticity, grey brown
(CI-CH) Silty Clay: medium to high plasticity, grey
brown
(CH) Silty Clay: 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.
Test Procedure: AS 1289 3.8.1
AS 1289 3.4.1 AS 1289 3.4.1
18.9Content %
Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1
Natural Moisture20.4 19.8
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 (%)
Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1 AS 1289 3.2.1
22 24 20 18
AS 1289 3.1.2
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2 AS 1289 3.1.2
60 65 54 51
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 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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: 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, grey brown red
(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.
Test Procedure: AS 1289 3.8.1 AS 1289 3.8.1
AS 1289 3.4.1 AS 1289 3.4.1
24.7Content %
Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1
Natural Moisture16.4 17.1
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 (%)
Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1 AS 1289 3.2.1
14 23 20 21
AS 1289 3.1.2
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2 AS 1289 3.1.2
41 61 57 71
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 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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: R05A
(CI-CH) Silty Clay: medium to high plasticity, grey red
brown
(CI-CH) Gravelly Silty Clay: medium to high plasticity,
brown
(CH) Silty Clay: high plasticity, grey 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.
Test Procedure: AS 1289 3.8.1 AS 1289 3.8.1
AS 1289 3.4.1
10.5Content %
Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1
Natural Moisture24.9 16.7
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 (%)
Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1
19 18 23
AS 1289 3.1.2
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2
77 65 70
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 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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.
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)
Approved Signatory Solern Liew Date 17/10/2012
Material
Test Date
Sample Identification
Sample Register No
Sample Date
Plasticity Index (%)
Test Procedure:
Linear Shrinkage (%)
Test Procedure:
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)
AS 1289 3.1.2
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2 AS 1289 3.1.2
47 62 74 40
AS 1289 3.2.1
Plasitc Limit (%)
Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1 AS 1289 3.2.1
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 %
Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1
Natural Moisture16.8 18.4 11.5
AS 1289 2.1.1
Emerson Class No.
Test Procedure: AS 1289 3.8.1 AS 1289 3.8.1
Report No: R06A
(CI-CH) Gravelly Silty Clay: medium to high plasticity,
grey brown red
(CI-CH) Gravelly Silty Clay: medium to high plasticity,
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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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.
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)
Approved Signatory Solern Liew Date 17/10/2012
Material
Test Date
Sample Identification
Sample Register No
Sample Date
Plasticity Index (%)
Test Procedure:
Linear Shrinkage (%)
Test Procedure:
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)
AS 1289 3.1.2
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2 AS 1289 3.1.2 AS 1289 3.1.2
52 63 56 52
AS 1289 3.2.1
Plasitc Limit (%)
Test Procedure: AS 1289 3.2.1 AS 1289 3.2.1 AS 1289 3.2.1
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 %
Test Procedure: AS 1289 2.1.1 AS 1289 2.1.1
Natural Moisture18.8 13.3
AS 1289 3.8.1
19.8
AS 1289 2.1.1
Emerson Class No.
Test Procedure: AS 1289 3.8.1
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
(CH) Silty Clay: High plasticity, brown
1 4
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Atterberg Limits & Emerson Class
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park
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: R08A
(CH) Silty Clay: High plasticity, grey mottled
brown
1Emerson Class No.
Test Procedure: AS 1289 3.8.1
AS 1289 3.4.1
Content %
Test Procedure: AS 1289 2.1.1
Natural Moisture20.3
AS 1289 3.3.1
39
Plasitc Limit (%)
Test Procedure: AS 1289 3.2.1
21
Liquid Limit (%)
Test Procedure: AS 1289 3.1.2
49
Sample Procedure 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 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
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:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
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
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R10A
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 9175 mm 300 um 9063 mm 150 um 8953 mm 75 um 89
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
4.75 mm 94 5 um2.36 mm 93 4 um1.18 mm 92 3 um600 um 91 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7571 Sample Identification: BH 10 (1.1-1.2m)
Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey red 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
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th
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ize
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R11A
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 9275 mm 300 um 9263 mm 150 um 9253 mm 75 um 90
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
4.75 mm 93 5 um2.36 mm 93 4 um1.18 mm 92 3 um600 um 92 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7572 Sample Identification: BH 12 (0.7-0.95m)
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
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ize
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R12A
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 9375 mm 300 um 9363 mm 150 um 9253 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 100 10 um6.7 mm 99 7 um
4.75 mm 97 5 um2.36 mm 95 4 um1.18 mm 94 3 um600 um 93 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7573 Sample Identification: BH 17 (0.4-0.6m)
Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey brown red
% 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
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R13A
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 9775 mm 300 um 9763 mm 150 um 9753 mm 75 um 96
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
4.75 mm 98 5 um2.36 mm 98 4 um1.18 mm 97 3 um600 um 97 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7574 Sample Identification: BH 23 (0.9-1.2m)
Laboratory Specimen Description: (CI-CH) Silty Clay: medium to 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
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th
an s
ize
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R14A
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 9375 mm 300 um 9363 mm 150 um 9353 mm 75 um 90
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
4.75 mm 95 5 um2.36 mm 94 4 um1.18 mm 94 3 um600 um 93 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
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
% 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
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th
an s
ize
sho
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R15A
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 9175 mm 300 um 9063 mm 150 um 9053 mm 75 um 88
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
4.75 mm 93 5 um2.36 mm 92 4 um1.18 mm 92 3 um600 um 91 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7576 Sample Identification: BH 29 (0.5-0.6m)
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
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th
an s
ize
sho
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R16A
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 9875 mm 300 um 9863 mm 150 um 9853 mm 75 um 97
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
4.75 mm 100 5 um2.36 mm 99 4 um1.18 mm 99 3 um600 um 98 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7577 Sample Identification: BH 31 (1.2-1.4m)
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
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th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R17A
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 9875 mm 300 um 9763 mm 150 um 8653 mm 75 um 66
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 99 4 um1.18 mm 98 3 um600 um 98 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7578 Sample Identification: BH 37 (0.4-0.6m)
Laboratory Specimen Description: (CH) Silty Clay: high plasticity, brown red grey
% 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
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ner
th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R18A
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 9975 mm 300 um 9863 mm 150 um 8153 mm 75 um 63
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
4.75 mm 100 5 um2.36 mm 100 4 um1.18 mm 100 3 um600 um 100 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7629 Sample Identification: BH 37 (1.5-1.7m)
Laboratory Specimen Description: (CL-CI) Sandy Silty Clay: low to medium 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
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th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R19A
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 9275 mm 300 um 9263 mm 150 um 9153 mm 75 um 91
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
4.75 mm 94 5 um2.36 mm 93 4 um1.18 mm 92 3 um600 um 92 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7579 Sample Identification: BH 40 (1.6-1.8m)
Laboratory Specimen Description: (CI) Gravelly Silty Clay: medium 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
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ner
th
an s
ize
sho
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R20A
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 7975 mm 300 um 7963 mm 150 um 7953 mm 75 um 78
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
4.75 mm 82 5 um2.36 mm 80 4 um1.18 mm 80 3 um600 um 79 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7580 Sample Identification: BH 44 (1.1-1.2m)
Laboratory Specimen Description: (CH) Silty Clay: high plasticity, grey brown red
% 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
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ner
th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R21A
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 9275 mm 300 um 9163 mm 150 um 8553 mm 75 um 77
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
4.75 mm 97 5 um2.36 mm 95 4 um1.18 mm 94 3 um600 um 93 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7581 Sample Identification: BH 48 (1.2-1.4m)
Laboratory Specimen Description: (CH) Silty Clay: high plasticity, red 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
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ner
th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R22A
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 9175 mm 300 um 9063 mm 150 um 8353 mm 75 um 75
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
4.75 mm 95 5 um2.36 mm 93 4 um1.18 mm 93 3 um600 um 92 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7597 Sample Identification: BH 56 (0.7-0.9m)
Laboratory Specimen Description: (CI-CH) Silty Clay: medium to high plasticity, grey red 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
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ner
th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R23A
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 5775 mm 300 um 5663 mm 150 um 5353 mm 75 um 48
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
4.75 mm 80 5 um2.36 mm 67 4 um1.18 mm 58 3 um600 um 57 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7598 Sample Identification: BH 64 (0.8-1.0m)
Laboratory Specimen Description: (CI-CH) Gravelly Silty Clay: medium to high plasticity, 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
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ner
th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R24A
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 3475 mm 300 um 3263 mm 150 um 2853 mm 75 um 22
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
4.75 mm 53 5 um2.36 mm 46 4 um1.18 mm 40 3 um600 um 36 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7600 Sample Identification: BH 67 (1.0-1.2m)
Laboratory Specimen Description: (GC) Gravelly Clay / Clay Gravel: fine to medium grain gravel, brown red grey
% 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
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th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R25A
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 8875 mm 300 um 8763 mm 150 um 8053 mm 75 um 69
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
4.75 mm 94 5 um2.36 mm 92 4 um1.18 mm 90 3 um600 um 89 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7601 Sample Identification: BH 75 (1.0-1.2m)
Laboratory Specimen Description: (CI-CH) Gravelly Silty Clay: medium to high plasticity, grey brown red
% 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
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ner
th
an s
ize
sho
wn
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R26A
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 6775 mm 300 um 6763 mm 150 um 6153 mm 75 um 54
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
4.75 mm 72 5 um2.36 mm 70 4 um1.18 mm 69 3 um600 um 68 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7602 Sample Identification: BH 80 (1.3-1.5m)
Laboratory Specimen Description: (CI-CH) Gravelly Silty Clay: medium to high plasticity, grey red 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R27A
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 9275 mm 300 um 9263 mm 150 um 9053 mm 75 um 71
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
4.75 mm 95 5 um2.36 mm 93 4 um1.18 mm 93 3 um600 um 92 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7618 Sample Identification: BH 109 (1.4-1.8m)
Laboratory Specimen Description: (CH) Silty Clay: High plasticity, grey
% 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R28A
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 9175 mm 300 um 9063 mm 150 um 8453 mm 75 um 75
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
4.75 mm 97 5 um2.36 mm 95 4 um1.18 mm 93 3 um600 um 92 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7619 Sample Identification: BH 113 (2.0-2.5m)
Laboratory Specimen Description: (CI-CH) Silty Clay: Medium to high plasticity, brown mottled grey
% 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R29A
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 9375 mm 300 um 9263 mm 150 um 8453 mm 75 um 76
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
4.75 mm 99 5 um2.36 mm 98 4 um1.18 mm 96 3 um600 um 94 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7620 Sample Identification: BH 115 (1.0-1.5m)
Laboratory Specimen Description: (CH) Silty Clay: High plasticity, mottled brown and grey
% 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
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Particle Size Distribution Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 16/10/2012
Location: Richmond Road, Marsden Park Report No: R30A
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 9875 mm 300 um 9863 mm 150 um 9853 mm 75 um 95
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
4.75 mm 100 5 um2.36 mm 99 4 um1.18 mm 99 3 um600 um 98 2 um
Remarks:
c:\\Lab\report\R030 Form no. R030/Ver02/06/10
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Lab Reference No: SR 7621 Sample Identification: BH 118 (1.0-1.45m)
Laboratory Specimen Description: (CH) Silty Clay: High plasticity, grey mottled 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
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GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Shrink/Swell Index
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/09/2012
Location: Richmond Road, Marsden Park
Test Procedure: AS 1289 7.1.1
Remarks
c:/lab/reports/R013
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: 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
(CH) Silty Clay: high plasticity, grey brown red
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 Identification
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
plasticity, grey brown red
Form No. R013/Ver 06/06/10
Approved Signatory Solern Liew Date 17/10/2012
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Shrink/Swell Index
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/09/2012
Location: Richmond Road, Marsden Park
Test Procedure: AS 1289 7.1.1
Remarks
c:/lab/reports/R013
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: R32A
AS 1289 7.1.1 AS 1289 7.1.1
25.7 22.6
Test Procedure
Test Procedure AS 1289 7.1.1 AS 1289 7.1.1
Initial %
25.7
23.8
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 18-Sep-12 18-Sep-12
(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 Identification
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
(CH) Silty Clay: high plasticity, red brown
Form No. R013/Ver 06/06/10
Approved Signatory Solern Liew Date 17/10/2012
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Shrink/Swell Index
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/09/2012
Location: Richmond Road, Marsden Park
Test Procedure: AS 1289 7.1.1
Remarks
c:/lab/reports/R013
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: R33A
AS 1289 7.1.1 AS 1289 7.1.1
25.5 26.3
Test Procedure
Test Procedure AS 1289 7.1.1 AS 1289 7.1.1
Initial %
31.4
29.4
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 18-Sep-12 18-Sep-12 18-Sep-12
(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 Identification
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
(CH) Silty Clay: high plasticity, grey brown
(CH) Silty Clay: high plasticity, red brown
Form No. R013/Ver 06/06/10
Approved Signatory Solern Liew Date 17/10/2012
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Shrink/Swell Index
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/09/2012
Location: Richmond Road, Marsden Park
Test Procedure: AS 1289 7.1.1
Remarks
c:/lab/reports/R013
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: R34A
AS 1289 7.1.1 AS 1289 7.1.1
27.5 25.7
Test Procedure
Test Procedure AS 1289 7.1.1 AS 1289 7.1.1
Initial %
23.9
18.9
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 20-Sep-12 20-Sep-12 20-Sep-12
(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 Identification
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
Approved Signatory Solern Liew Date 17/10/2012
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia Tel: (02) 96798733 Fax: (02) 96798744
Test Results - Shrink/Swell Index
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/09/2012
Location: Richmond Road, Marsden Park
Test Procedure: AS 1289 7.1.1
Remarks
c:/lab/reports/R013
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: R35A
AS 1289 7.1.1 AS 1289 7.1.1
24.8 22.2
Test Procedure
Test Procedure AS 1289 7.1.1 AS 1289 7.1.1
Initial %
29.2
22.2
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 26-Sep-12 26-Sep-12 26-Sep-12
(CH) Silty Clay: High plasticity, brown
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 Identification
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
Approved Signatory Solern Liew Date 17/10/2012
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia
Tel: (02) 96798733 Fax: (02) 96798744
Test Results - California Bearing Ratio
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/10/2012
Location: Richmond Road, Marsden Park Report No: R36A
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
21-Sep-12 21-Sep-12 21-Sep-12 21-Sep-12 18-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
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
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
Sample Identification
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)
(CH) Silty Clay: high plasticity, red brown
Date Tested
Density Ratio %
(CH) Silty Clay: high plasticity, grey red
brown
(CH) Silty Clay: high plasticity, red brown
(CI-CH) Silty Clay: medium to high
plasticity, grey brown red
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia
Tel: (02) 96798733 Fax: (02) 96798744
Test Results - California Bearing Ratio
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/10/2012
Location: Richmond Road, Marsden Park Report No: R37A
SAMPLE INFORMATION Test Methods AS 1289 1.1, 1.2.1 (6.5.3)
SR 7548 SR 7549 SR 7550 SR 7551 SR 7557
12-Sep-12 12-Sep-12 12-Sep-12 12-Sep-12 13-Sep-12
21-Sep-12 18-Sep-12 21-Sep-12 21-Sep-12 25-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 1.71 1.74 1.65 1.63 1.75
Optimum Moisture Content % 19.5 18.5 21.0 21.5 19.0
Field Moisture Content % 22.0 20.5 26.0 24.0 21.0
% 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
1.72 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
R Moisture Content 19.0 29.0 20.5 21.0 18.5
% 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
S Moisture Content 27.0 25.0 33.0 32.0 30.0
T After Test % 22.0 21.0 25.0 24.5 21.0
Swell After Soaking % 2.0 1.7 3.2 2.7 1.9
Penetration mm 2.5 2.5 2.5 2.5 2.5
CBR Value % 4.0 4.5 2.5 3.5 3.0
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
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Whole Sample
Top 30mm
BH 20 (0.3-0.6m) BH 22 (0.6-1.0m)
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
Sample Identification
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)
(CH) Silty Clay: high plasticity, grey brown
Date Tested
Density Ratio %
(CH) Silty Clay: high plasticity, grey brown
red
(CH) Silty Clay: high plasticity, grey brown
(CH) Silty Clay: high plasticity, grey brown
red
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia
Tel: (02) 96798733 Fax: (02) 96798744
Test Results - California Bearing Ratio
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/10/2012
Location: Richmond Road, Marsden Park Report No: R38A
SAMPLE INFORMATION Test Methods AS 1289 1.1, 1.2.1 (6.5.3)
SR 7558 SR 7559 SR 7560 SR 7561 SR 7562
13-Sep-12 13-Sep-12 13-Sep-12 13-Sep-12 13-Sep-12
21-Sep-12 24-Sep-12 24-Sep-12 28-Sep-12 21-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 1.69 1.66 1.70 1.72 1.67
Optimum Moisture Content % 21.5 21.0 19.5 19.0 21.0
Field Moisture Content % 23.0 26.0 26.5 18.5 22.5
% 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
1.68 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
R Moisture Content 21.5 22.0 18.0 18.0 22.0
% 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
S Moisture Content 28.0 34.0 30.0 26.5 27.0
T After Test % 24.0 26.0 20.0 21.5 24.0
Swell After Soaking % 1.3 4.7 2.1 1.8 1.3
Penetration mm 2.5 2.5 2.5 2.5 2.5
CBR Value % 5.0 2.5 3.5 17.0 4.5
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
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Whole Sample
Top 30mm
BH 36 (0.6-0.9m) BH 40 (1.2-1.5m)
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
Sample Identification
TEST RESULTS
BH 50 (0.6-1.0m)
(CH) Silty Clay: high plasticity, red brown
grey
BH 43 (1.0-1.4m) BH 45 (0.2-0.6m)
(CH) Silty Clay: high plasticity, grey brown
red
Date Tested
Density Ratio %
Lime Stabilised Silty Clay
(CH) Silty Clay: high plasticity, red brown
grey
(CH) Silty Clay: high plasticity, grey brown
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia
Tel: (02) 96798733 Fax: (02) 96798744
Test Results - California Bearing Ratio
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/10/2012
Location: Richmond Road, Marsden Park Report No: R39A
SAMPLE INFORMATION Test Methods AS 1289 1.1, 1.2.1 (6.5.3)
SR 7563 SR 7582 SR 7583 SR 7584 SR 7585
13-Sep-12 14-Sep-12 14-Sep-12 14-Sep-12 14-Sep-12
28-Sep-12 28-Sep-12 28-Sep-12 25-Sep-12 28-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 1.69 1.68 1.72 1.67 1.75
Optimum Moisture Content % 20.5 20.5 20.5 22.0 18.5
Field Moisture Content % 23.5 21.0 24.0 20.5 21.0
% 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
1.67 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
R Moisture Content 20.5 21.5 21.0 22.3 18.0
% 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
S Moisture Content 26.5 27.0 27.0 26.5 30.0
T After Test % 22.5 23.0 22.5 23.5 22.0
Swell After Soaking % 1.1 1.1 1.5 1.1 2.2
Penetration mm 2.5 2.5 2.5 2.5 2.5
CBR Value % 4.0 15.0 4.5 7.0 2.0
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
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Whole Sample
Top 30mm
BH 53 (0.2-0.6m) BH 55 (0.6-1.0m)
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
Sample Identification
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
Lime Stabilised Silty Clay
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia
Tel: (02) 96798733 Fax: (02) 96798744
Test Results - California Bearing Ratio
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/10/2012
Location: Richmond Road, Marsden Park Report No: R40A
SAMPLE INFORMATION Test Methods AS 1289 1.1, 1.2.1 (6.5.3)
SR 7586 SR 7587 SR 7588 SR 7589 SR 7590
14-Sep-12 14-Sep-12 14-Sep-12 14-Sep-12 14-Sep-12
02-Oct-12 28-Sep-12 28-Sep-12 28-Sep-12 25-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 1.86 1.59 1.76 1.72 1.63
Optimum Moisture Content % 16.5 23.0 19.0 19.5 22.0
Field Moisture Content % 18.0 22.5 20.5 20.0 25.0
% 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
1.85 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
R Moisture Content 16.5 23.0 18.5 19.0 22.0
% 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
S Moisture Content 17.5 34.5 26.5 26.0 31.0
T After Test % 18.0 27.5 20.5 21.0 24.5
Swell After Soaking % 0.0 3.6 2.0 1.9 1.5
Penetration mm 2.5 2.5 2.5 2.5 2.5
CBR Value % 3.5 13.0 3.0 3.0 4.0
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
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Whole Sample
Top 30mm
BH 65 (0.6-0.9m) BH 71 (0.7-1.0m)
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
Sample Identification
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)
(CH) Silty Clay: high plasticity, grey brown
Date Tested
Density Ratio %
(CH) Silty Clay: high plasticity, grey red
brown
(CH) Silty Clay: high plasticity, red brown
grey
Lime Stabilised Silty Clay
GeoEnviro Consultancy Pty Ltd Unit 5, 39-41 Fourth Avenue, Blacktown NSW 2148, Australia
Tel: (02) 96798733 Fax: (02) 96798744
Test Results - California Bearing Ratio
Client / Address: Cardno (St Leonards) Job No: JC12129A
Project: Stocklands Site Date: 17/10/2012
Location: Richmond Road, Marsden Park Report No: R41A
SAMPLE INFORMATION Test Methods AS 1289 1.1, 1.2.1 (6.5.3)
SR 7591 SR 7592 SR 7617
14-Sep-12 14-Sep-12 14-Sep-12
28-Sep-12 02-Oct-12 02-Oct-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 1.78 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
California Bearing Ratio - Test Method AS1289 6.1.1
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
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
This document is issued in accordance with NATA’s accreditation requirements
Accredited for compliance with ISO/IEC 17025
NATA Accredited Laboratory Number: 14208.
Approved Signatory Solern Liew Date 17/10/2012
Whole Sample
Top 30mm
BH 82 (0.4-0.7m) BH 84 (0.4-0.7m)
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
Sample Identification
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 %
Lime Stabilised Silty Clay
Proposed Development JC12129A-r1 Stockland Site – Richmond Road, Marsden Park July 2013
GeoEnviro Consultancy
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.
Recommended