Upload
dokhanh
View
229
Download
7
Embed Size (px)
Citation preview
POWERCOR AUSTRALIA
Deer Park Terminal Station
Report on Preliminary Geotechnical
Investigation
301010-03125 – SS-REP-0001
29 May 2014
Geotechnical
Level 12, 333 Collins Street
Melbourne
VIC 3000
Australia
Telephone: +61 3 8676 3500
Facsimile: +61 3 8676 3505
www.worleyparsons.com
ABN 61 001 279 812
© Copyright 2014 WorleyParsons
II WorleyParsons Consulting
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
SYNOPSIS
EcoNornics
This report presents the findings of a preliminary geotechnical investigation carried out for
a proposed Deer Park Terminal Station. Interpretation of the field data is also presented
herein together with geotechnical recommendations on design of the proposed facilities.
Disclaimer
This report has been prepared on behalf of and for the exclusive use of Powercor Australia, and is subject to and issued in accordance with the agreement between Powercor Australia and WorleyParsons. WorleyParsons accepts no liability or responsibility whatsoever for it in respect of any use of or reliance upon this report by any third party .
Copying this report without the permission of Powercor Australia or WorleyParsons is not permitted.
PROJECT 301010-03125 - DEER PARK TERMINAL STATION
REV DESCRIPTION ORIG REVIEW WORLEY- DATE CUSTOMER DATE PARSONS APPROVAL APPROVAL
A Issued for internal review 27-May-14 N/ A J Krestyn J Hixson N/ A
0 Issued for use ~~ ~ 29-May-14
J Hixson N/A
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11 .0 engineer ing\ 11 14 ss-geotechnical\report \ 3010 10-01325-ss-rep-0001_0 .doc Document No : SS-REP-0001 Page ii
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page iii 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
CONTENTS
1. INTRODUCTION ........................................................................................................... 1
1.1 Project Background ..................................................................................................... 1
1.2 Site Location ................................................................................................................ 1
1.3 Scope of Work ............................................................................................................. 1
1.4 Purpose of this Report ................................................................................................ 2
2. INVESTIGATION METHODOLOGY ............................................................................... 3
2.1 Fieldwork ..................................................................................................................... 3
2.1.1 Borehole Drilling ............................................................................................. 3
2.1.2 Resistivity Testing........................................................................................... 3
2.2 Laboratory Testing ...................................................................................................... 3
3. FIELDWORK RESULTS ................................................................................................... 5
3.1 Surface Condition ....................................................................................................... 5
3.2 Subsurface Conditions................................................................................................ 5
3.2.1 Published geology .......................................................................................... 5
3.2.2 Ground conditions encountered in the boreholes ....................................... 5
3.2.3 Groundwater ................................................................................................... 8
3.2.4 In-Situ Soil Resistivity ..................................................................................... 8
4. LABORATORY TEST RESULTS ...................................................................................... 9
4.1 General ........................................................................................................................ 9
4.2 Soil Classification Tests .............................................................................................. 9
4.3 Maximum Dry Density and CBR ................................................................................. 9
4.4 Unconsolidated Undrained Triaxial Compressions .................................................. 9
4.5 Chemical Tests .......................................................................................................... 10
5. DISCUSSION AND RECOMMENDATIONS .................................................................. 13
5.1 General Appreciation of Subsurface Conditions..................................................... 13
5.2 Seismic Site Classification ........................................................................................ 13
5.3 Site Classification to AS 2870-2011 ........................................................................ 13
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page iv 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
5.3.1 Control of moisture variations .................................................................... 14
5.4 Excavations................................................................................................................ 14
5.5 Site Preparation and Bulk Earthworks ..................................................................... 15
5.6 Footing Design .......................................................................................................... 16
5.6.1 Geotechnical Design Parameters ................................................................. 16
5.6.2 16
5.6.3 Bearing Capacity for Spread Footing ........................................................... 17
5.6.4 Sliding Resistance for Spread Footings ....................................................... 17
5.6.5 Piles ............................................................................................................... 18
5.7 Pavement Design ...................................................................................................... 19
5.8 Construction Inspections and Other Issues ............................................................ 19
6. IMPORTANT INFORMATION ON INTERPRETATION, USE AND LIABILITY OF THIS
REPORT ................................................................................................................................... 20
7. REFERENCES ............................................................................................................... 21
APPENDIX 1 - BOREHOLE LAYOUT
APPENDIX 2 - EXPLANATORY NOTES AND BOREHOLE LOGS
APPENDIX 3 - LABORATORY TEST REPORTS
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 1 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
1. INTRODUCTION
1.1 Project Background
It is understood that it is proposed to construct a new 220 kV Deer Park Terminal Station
(DPTS) with associated 66 kV line exits. It is also understood that the DPTS is to comprise:
1. new 220 kV transmission towers;
2. a new 220 kV switchyard;
3. a new 66 kV switchyard;
4. a transformer area;
5. a control room;
6. associated access roads and vehicle parking; and
7. associated drainage works and security fence.
1.2 Site Location
The subject site is located at 279-329 Christies Road at the north-west corner of Riding
Boundary Road and Christies Road in Ravenhall, approximately 25 km from the Melbourne
Central Business District. The site is currently vacant.
1.3 Scope of Work
A geotechnical investigation was requested to assess the subsurface conditions at the
proposed DPTS site and provide comments and recommendations on:
i. bulk earthworks including subgrade preparation;
ii. excavatability of site soils and excavation stability;
iii. estimated bearing capacity and settlements for shallow foundation (transformers,
switchyard, control room and the like);
iv. site classification to AS 2870-2007 and estimated ground movement due to moisture
variations;
v. parameters for design of flexible pavements; and
vi. soil resistivity for earthing grid design
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 2 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
1.4 Purpose of this Report
This report presents the findings of a preliminary geotechnical investigation carried out for
a proposed Deer Park Terminal Station. Interpretation of the field data is also presented
herein together with geotechnical recommendations on design of the proposed facilities.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 3 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
2. INVESTIGATION METHODOLOGY
2.1 Fieldwork
The fieldwork was carried out on 30 April 2014 and 14 May 2014. It comprised the drilling
of 14 no. boreholes to a nominal 3 m depth below the existing ground surface level, or an
earlier refusal, whichever occurred first; and electrical resistivity measurements at 4 no
locations.
2.1.1 Borehole Drilling
The boreholes were drilled on 30 April 2014 using a Toyota Landcruiser mounted drill rig,
supplied and operated by Horizon Drilling Pty Ltd, and advanced using solid flight augers.
The boreholes were drilled in the full time presence of a geotechnical engineer from
WorleyParsons. The approximate positions of the boreholes are shown on drawing 301010-
01295-GP-DAL-0001 presented in Appendix 1 - . On completion the boreholes were
backfilled with drill cuttings.
The subsurface conditions encountered in the boreholes were logged in general accordance
with Australian Standard AS 1726 -1993 ‘Geotechnical Site Investigation’, and
WorleyParsons’ Geotechnical Field Manual. Disturbed, bulk and undisturbed (U64
) samples
were recovered from selected boreholes and at selected depths for visual and tactile
assessment and further laboratory testing. To assist in the soil strength assessment, pocket
penetrometer tests were performed on relatively undisturbed samples taken off the augers
and at the ends of the U64
tubes. The subsurface conditions encountered in the boreholes
are described on the engineering logs presented in Appendix 2 - . These should be read
with the preceding Explanatory Notes for Soil and Rock Description and Classification also
presented in Appendix 2.
2.1.2 Resistivity Testing
The soil resistivity tests was carried out on 14 May 2014 and using the four electrode
Wenner method in general accordance with Section C10 of Australian Standard AS/NZS
1768:2007 Lightning Protection and the ASTM Method: G57-06 Standard Test method for
Field measurements of Soil resistivity using the Wenner Four Electrode Method. Megger DET
2/2 Earth Tester with a probe depth of 0.15 m and electrode spacing of 5.8 m was utilised
for this purpose.
2.2 Laboratory Testing
Selected soil samples were delivered to Coffey Information Pty Ltd in Melbourne, a NATA
accredited laboratory, for the following testing:
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 4 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
6 no. Moisture content tests
6. no. Atterberg Limits tests;
3 No. Standard Compaction tests;
3 No. 4 day soaked CBR tests;
6 No. Unconsolidated Undrained Triaxial Compression tests;
3 No. Shrink-Swell Tests; and
3 No. Soil aggressivity tests (pH, chlorides and sulphates).
The laboratory test reports are presented in Appendix 3 and summarised in Section 4 of this
report.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 5 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
3. FIELDWORK RESULTS
3.1 Surface Condition
The proposed DPTS site comprises a rectangular area that is approximately 460 m long and
460 m wide. At the time of the investigation the land was vacant and covered by dense
grass and occasional shrubs. Basalt boulders and cobles were noted to be strewn across and
embedded in the ground surface.
The ground rises gently from east and west towards the centre of the site where a low stony
rise, oriented in approximately north to south direction, is present. At the time of the
investigation a shallow farm dam is located to the west of the rise and along the western
boundary of the site. Two transmission towers were present at the site. The site was
bounded along all sides by wire and post fence.
3.2 Subsurface Conditions
3.2.1 Published geology
The Geological Survey of Victoria’s 1:63,360 scale map sheet ‘Melbourne’ indicates that the
site is underlain by basalt of Quaternary age Newer Volcanics. The basalt is commonly
overlain by residual clays derived from weathering of the rock.
Based on our experience the depth to rock in the Melbourne and surrounds basaltic region
varies between 0.5m to 3 m.
3.2.2 Ground condit ions encountered in the boreholes
The ground conditions encountered in the boreholes are summarised in Table 1 and Table 2
below.
The ground conditions are considered consistent with those expected based upon review of
the geological map, and our past experience with this geology.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-01325-ss-rep-0001_0.doc
Page 6 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
Table 1: Summary of ground conditions encountered in the boreholes
Material Description
Depth to base of Unit Below Ground Surface (m)
BH1 BH2 BH3 BH4 BH5 BH6 BH7
CLAY (CH): red brown, very stiff to hard, fissured, moist 0.7 0.4 0.6 0.6 0.4 0.6 0.6
SANDY or GRAVELLY CLAY (CH): very stiff to hard, grey and pale
grey to white or mottled grey orange brown - 1.3 2.2 2.7 - - -
BASALT (EW-HW): very low to low strength (inferred), pale grey to
white, dry to moist - - - - - - 0.7
BASALT (HW-MW): medium to high strength (inferred), grey, dry to
moist >0.7* >1.3* >2.2* >2.7* >0.4 >0.6 >0.7
* - refusal encountered
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-01325-ss-rep-0001_0.doc
Page 7 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
Table 2: Summary of ground conditions encountered in the boreholes
Material Description
Depth to base of Unit Below Ground Surface (m)
BH8 BH9 BH10 BH11 BH12 BH13 BH14
CLAY (CH): red brown, very stiff to hard, fissured, moist 0.5 0.8 1.0 0.6 0.7 0.6 0.65
SANDY or GRAVELLY CLAY (CH): very stiff to hard, grey and pale
grey to white or mottled grey orange brown 2.8 - - - - - 3
BASALT (EW-HW): very low to low strength (inferred), pale grey to
white or , dry to moist - - - 1.2 1.6 - -
BASALT (HW-MW): medium to high strength (inferred), grey, dry to
moist >2.8* >0.8* >1* >1.2* >1.6 >0.6 >3
* - refusal encountered
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 8 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
3.2.3 Groundwater
During drilling of the boreholes no free groundwater was observed.
It is considered that groundwater will be present well below the ground surface, and will no
affect the design and construction of the proposed structures.
3.2.4 In-Situ Soil Resistivity
The results of the soil resistivity tests are summarized in Table below:
Table 3: Summary of in-situ soil resistivity testing
Location a (m) R () ( cm)
BH1 5.8 1.340 4,883
BH6 5.8 0.942 3,433
BH8 5.8 3.080 11,224
BH9 5.8 1.397 5,091
a – probe spacing, R – resistance, - resistivity
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 9 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
4. LABORATORY TEST RESULTS
4.1 General
Laboratory testing was carried out by Coffey Information Pty Ltd, a NATA accredited
laboratory and the laboratory test reports are presented in Appendix 3 - . A brief discussion
on the laboratory test results is provided in the following sections and the test summarized
in Table 4, Table 5 and Table 6 below.
4.2 Soil Classification Tests
The Atterberg Limits tests results are consistent with the descriptions given on the
engineering logs. The natural clays are generally of medium to high plasticity with Liquid
Limits recorded between 40% and 98% and Plastic Limits between 17% and 28%. Field
moisture content were recorded to be above Plastic Limit for all samples tested.
4.3 Maximum Dry Density and CBR
To assess compaction characteristics of the near surface site soils and derive parameters for
the design of pavements, maximum dry density (MDD) / optimum moisture content (OMC)
determinations and 4 day soaked CBRs were carried out on selected samples of near surface
soils.
The results indicate that at the time of the investigation the moisture content of these
materials were between 2% drier and 6% wetter of Standard optimum moisture content.
The CBR test returned values between 2.0% and 3.5% with CBR swell between 2.0% and 2.5%.
4.4 Unconsolidated Undrained Triaxial Compressions
Unconsolidated undrained triaxial compression tests were carried out on 6 no. sample of
the near surface natural clays.
The test result for these sample indicated that these materials are generally of very stiff
consistency. The tests returned values of undrained shear strength cu
between 47 kPa and
227 kPa with an average value of 132 kPa.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 10 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
4.5 Chemical Tests
Chemical tests were carried out on samples of natural clay to assess their aggressivity
against concrete and steel.
The results indicate that in general accordance with Table 6.4.2 (C) and Table 6.5.2 (C) of
the Australian Standard AS2159-2009 Piling – Design and Installation, the exposure
classification would be ‘non-aggressive’ for both concrete piles and steel piles.
In general accordance with Tables 4.3 and Table 4.8.1 of the Australian Standard AS 3600-
2009 Concrete Structures, exposure classification A2 is considered appropriate.
Table 4: Summary of soil aggressivity tests
Sample
Location
Sample
Depth
(m)
Material
Description
pH SO4
(ppm) Cl (ppm) ( cm)
BH1 0.55-0.6
CLAY (CH): red
brown
8.1 130 640 1,300
BH6 0.4-0.5
CLAY (CH): red
brown
7.6 80 1,570 2,280
BH11 0.5-0.6
CLAY (CH): red
brown
7.6 70 430 2,460
SO4 = 80ppm SO3
and mg/kg = ppm; - resistivity
.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-01325-ss-rep-0001_0.doc
Page 11 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
Table 5: Summary of laboratory test results
Sample
Location
Sample
Depth
(m)
Material
Description
LL
(%)
PL
(%)
PI
(%)
FMC
(%)
WET
(kN/m3
)
DRY
(kN/m3
)
Std.
MDD
(t/m3
)
SOMC
(%)
CBR
(%)
CBR
Swell
(%)
cu
(kPa) Iss
(% per pF
)
BH1 0-0.35
CLAY (CI): red
brown
45 18 27 30.5 - 14.4 24.5 2.0 2.5 - 3.0
BH2 0-0.4
CLAY (CH) red
brown
- - - 30.9 18.2 13.9 - - - - 169 -
BH4 0-0.3
CLAY (CI): red
brown
40 17 23 26.5 15.1 23.5 2.5 2.0 - -
BH5 0-0.4
CLAY (CH) red
brown
- - - 35.6 18.7 13.8 - - - - 128 -
BH6 0-0.4
CLAY (CH) red
brown
98 28 70 29.2 - - - - - - 3.5
BH8 0-0.35
CLAY (CI) red
brown
- - - 29.5 18.3 14.1 - - - - 47 -
LL=Liquid Limit, PL – Plastic Limit, PI – Plasticity Index, cu
-undrained shear strength, Iss
-shrink-swell index, FMC – field moisture content, WET
/DRY
– wet / dry unit weight, Std MDD
– Standard Maximum Dry Density, SOMC – Standard Optimum Moisture Content
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-01325-ss-rep-0001_0.doc
Page 12 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
Table 6: Summary of laboratory test results
Sample
Location
Sample
Depth
(m)
Material
Description
LL
(%)
PL
(%)
PI
(%)
FMC
(%)
WET
(kN/m3
)
DRY
(kN/m3
)
Std.
MDD
(t/m3
)
SOMC
(%)
CBR
(%)
CBR
Swell
(%)
cu
(kPa) Iss
(% per pF
)
BH8 0.8-1.1
CLAY (CI) grey
brown
- - - 29.8 18.4 14.4 - - - - 227 -
BH9 0-0.3
CLAY (CI) red
brown
40 18 22 21.6 18.8 15.5 - - - - 106 -
BH10 0-0.4
CLAY (CH) red
brown
59 20 369 26.6 18.3 14.4 - - - - 117 -
BH11 0.1-0.4
CLAY (CI) red
brown
- - - 38.1 - - - - - - - 5.9
BH14 0.3-0.4
CLAY (CH) red
brown
74 24 50 27.5 - - 13.9 29.5 3.5 2.0 - -
LL=Liquid Limit, PL – Plastic Limit, PI – Plasticity Index, cu
-undrained shear strength, Iss
-shrink-swell index, FMC – field moisture content, WET
/DRY
– wet / dry unit weight, Std MDD
– Standard Maximum Dry Density, SOMC – Standard Optimum Moisture Content
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 13 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
5. DISCUSSION AND RECOMMENDATIONS
5.1 General Appreciation of Subsurface Conditions
The ground conditions, as encountered in the boreholes, comprise residual clay / sandy clay
overlying basalt.
The thickness of the clay varies between 0.4 m and 3 m. This variation in depth to rock is
consistent with our experience with this geology, which indicates that the depth to the
basalt may vary appreciably over relatively short distances. The clay is initially of medium
plasticity and very stiff, but becoming high plasticity and hard with depth. The residual
basaltic clays are reactive and susceptible to shrinkage and swell movement with seasonal
variations in soil moisture. This will generally occur as heave beneath covered areas
together with cyclical shrinking and swelling beneath the edge of the structures where
seasonal effects are more pronounced.
Based on the drilling resistance (the augers refused on this material) and recovered cuttings,
the strength of the basalt rock is judged to be medium to high.
No groundwater was encountered in any of the boreholes drilled at the time of the
investigation. It is anticipated that groundwater will be present well below the ground
surface and is not expected to influence the construction.
Based on the results of the geotechnical investigation, the ground conditions at the site are
considered amenable to the proposed development.
5.2 Seismic Site Classification
Table 3.2 of the Australian Standard AS1170.4-2007 Structural Design Actions Part 4:
Earthquake actions in Australia indicates that the hazard factor ‘Z’ (formerly acceleration
coefficient-a) applicable to Melbourne is 0.08. However, this is based on Earthquake Hazard
Maps from 1991. The most recent review of these Earthquake Hazard Maps from 2012
(http://www.ga.gov.au/darwin-view/hazards.xhtml) indicates a value of 0.055 for a 1 in 500
years return period. It is considered that this value is appropriate for the design.
Based on Table 4.1 of AS1170.4-2007 a designation of sub-soil class Be
– Rock site is
considered appropriate for this site.
5.3 Site Classification to AS 2870-2011
Although not strictly applicable to the proposed commercial development, the classification
of the site “as is” in accordance with Australian Standard AS2870-1996 “Residential Slabs
and Footings” would be ‘M’ to ‘E’ depending on the thickness of clay above the rock. The
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 14 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
laboratory shrink – swell testing of the clay samples indicates that the calculated
characteristic surface movement (ys
) could vary between 20mm and 80mm depending on
soil thickness over rock.
It must be noted however, that any earthworks (i.e. cut and fill) will change the site
classification and hence it will need to be re-assessed during design of the terminal station
giving consideration to the actual cut and fill levels.
5.3.1 Control of moisture variations
Given the potential reactivity of the site soils, it is recommended that precautions be taken
to control moisture variations within the foundation, be it natural soils or engineered fill. To
assist in maintaining a constant moisture regime in the vicinity of a building the following
precautions are recommended:
Provide paving to the edge of buildings to limit soil moisture variations due to seasonal
wetting and drying. The paved surface should be graded away from the building such
that run-off, drains away and water cannot pond against the building.
Restrict tree planting in the vicinity of any building. AS2870 recommends that trees be
planted no closer to the building than a distance equal 1.5 x their mature height on Class
E sites.
Service trenches, particularly plumbing and drainage, should be avoided beneath
buildings. Where service trenches are to pass beneath or near to the building they should
be backfilled with a low permeability material, such as compacted clay, to prevent the
ingress of water.
Any leaking or damaged underground services should be repaired promptly.
During construction the exposed subgrade, trenches and footing excavations should not
be left exposed to the weather for extended periods. Water should not be allowed to
pond in these areas nor should they be left unprotected to dry and crack in the sun.
5.4 Excavations
Excavations into the site clays are expected to be readily achievable using conventional
earth moving plant such as excavators or backhoes.
Excavations into highly or less weathered basalt would require the use of a ripping
attachment and/or a hydraulic rock breaker. The presence of basalt boulders within the clay
matrix may lead to excavation over break and the need for additional mass concrete. They
may also necessitate the use of hydraulic rock breaker to facilitate their fracturing and
removal.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 15 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
All excavations deeper than 1 m, and where entry of personnel is required, should be
battered or shored appropriately. The appropriate batters should be assessed by an
experienced geotechnical engineer at the time of the construction, but temporary batters
1:1 (H:V) may be adopted for preliminary purposes for excavations up to 3 m deep.
During dry weather the near surface clays are expected to provide a suitable surface on
which to run construction plant. However, appreciable softening of the clays and
subsequent trafficability problems may be encountered during wet weather. Should
trafficability difficulties be encountered, consideration should be given to the placement of a
granular working platform.
5.5 Site Preparation and Bulk Earthworks
If and where needed, engineered fill required to raise the subgrade level should be placed
and compacted in accordance with the following method.
1. Remove any vegetation, root impacted soils (50 mm to 100 mm), or water softened
material and where required excavate to design subgrade level.
2. Proof roll the subgrade using static smooth drum roller with a mass of not less
than 12 tonnes and a load intensity under either the front or rear wheels of not less
than 6 t/m width of wheel, or a highway truck with rear axle or axles loaded to not
less than 8 t each with tyres inflated to 550 kPa. Remove any soft, weak or
otherwise unstable areas identified during the proof roll that do not respond to
further compaction, and replace with imported moisture conditioned fill material,
placed in layers not exceeding 200 mm loose thickness, and compact to a Standard
dry density ratio (SDDR) of 98% with moisture content within 100% to 115% of
Standard Optimum Moisture Content (SOMC).
3. Place fill in layers not exceeding 200 mm loose thickness, and compact to SDDR of
98% with moisture content within 100% to 115% of SOMC. Any rock fragments
greater 150 mm that do not break up during compaction should be removed from
the fill material prior to compaction. Care should be taken to ensure that the layers
do not dry out before placement of the subsequent layer.
Provision should be made for effective diversion and removal of all surface water from the
prepared subgrade from any source.
It is recommended that the subgrade preparation (site stripping and proof rolling), fill
placement and compaction be performed in the presence of a suitably experienced
geotechnical professional and the level of compaction checked by field density testing under
Level 1 Inspection and Testing set out in Australian Standard AS3798 - 2007 ‘Guidelines on
Earthworks for Commercial and Residential Developments’.
If required, imported fill for general earthworks may comprise material such as crushed
rock, clayey sand, sandy clay or weathered sedimentary rock. The imported fill materials
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 16 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
should have a maximum particle size after compaction of 50 mm and a liquid limit not
exceeding 50%. However, to allow for routine compaction testing no more than 20% of the
material should exceed a nominal particle size of 38 mm. Any granular material used
should be well graded.
The site derived clays are considered suitable for re-use for the construction of engineered
fill, but are likely to require appropriate moisture conditioning.
5.6 Footing Design
5.6.1 Geotechnical Design Parameters
The geotechnical parameters adopted for the design of footings are presented in Table 7.
These were assessed on the basis of field test data (pocket penetrometer tests) and
available laboratory test results (see Table 5 Table 6). The estimated effective cohesion c’
and internal peak friction angle, ’ of the rock mass were estimated using the relationships
between RMR76
and c’ and ’ presented in Rose (2004) by assuming RMR76
of 20 based on
our experience with similar ground.
Table 7: Geotechnical design parameters
Geological Unit Material
Description c
u
(kPa) c’
'
(kPa) ' (o
)
(kN/m3
) E (MPa)
Engineered Fill CLAY (CH): stiff 50 - 18 12.5
Newer Volcanics
Residual clay
CLAY (CH): very
stiff 130 - - 18 25
Basalt Rock
BASALT (HW-MW):
medium to high
strength
- 96 30 22 1,760
cu
– undrained shear strength, c’ effective cohesion, ’-effective internal peak friction angle, soil unit weight,
E- soil Young’s Modulus, taken as E = 250 x cu
(kPa)
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 17 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
5.6.2 Bearing Capacity for Spread Footing
Estimated bearing capacities considered appropriate for design of spread footings are
presented in Table 8 below. Conservatively no footing embedment was assumed in the
estimates. It must be noted, that the above values are not appropriate for footings subject
to inclined and eccentric loads. The allowable bearing capacities of such footings will need
to be assessed using appropriate solutions and taking into account the angle of the load
inclination (from vertical) and/or the load eccentricity.
Table 8: Estimated bearing capacities for shallow footings
Foundation Material Footing Type qu
(kPa) FoS qall
(kPa)
Engineered Clay Fill
Pad 300
3
100
Strip 250 83
Natural Clay
Pad 750 250
Strip 665 222
BASALT (HW-MW):
medium to high
strength
Pad 1,327+152xB 442+51xB
Strip 1,659+130xB 553+43xB
qu
= ultimate (unfactored) bearing capacity; qall
= allowable (factored) bearing capacity; strip includes edge and load
bearing beams of a stiffened raft, B=footing width (m)
5.6.3 Sliding Resistance for Spread Footings
Sliding resistance considered appropriate for design of spread footings are presented in
Table 9 below. It should be noted that the contribution of the passive pressure on the sides
of the footing is ignore.
Table 9: Estimated sliding resistance for shallow footings
Foundation Material Footing Type Hu
(kPa) FoS Hall
(kPa)
Engineered Clay Fill Pad 50 x A
3
17 x A
Natural Clay Pad 130 x A 43 x A
BASALT (HW-MW):
medium to high
strength
Pad 0.58 x Q 0.19 x Q
Hu
= ultimate (unfactored) sliding resistance; Haa
= allowable (factored) sliding resistance; A = footing base area
(m2); Q = vertical load applied to footing, DL+LL, (kN)
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 18 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
5.6.4 Piles
The ground conditions at this site are amenable to bored piles, but their construction is
likely to require the use of coring buckets due to the presence of shallow rock.
The ultimate axial pile capacity in compression may be estimated using the following
relationship:
Qu
= (fsu
x As
)+(fbu
x Ab
)
where: fsu
- ultimate unit shaft friction (kPa);
fbu
- ultimate unit base resistance (kPa)
D - pile diameter (m); and
Ab
- pile base cross-sectional area (m2
)
As
- pile shaft area = x D x L (m2
)
The resulting capacity (Qu
) is an ultimate value and an appropriate reduction factor or factor
of safety must be applied. For working stress design, a factor of safety (FoS) of 3 is
suggested, whilst for pile design carried out in accordance with the limit state concept as
per Australian Standard AS2159-1995 ‘Piling – Design and Installation’ a strength reduction
factor g
of 0.4 is considered appropriate for piles not subjected to load tests.
The suggested values of fsu
and fbu
are presented in Table 10 below. The unit stresses for the
basalt rock are based on our experience with similar ground conditions, and assume the
presence of continuous rock (not a boulder). As such these unit stresses should be
considered as preliminary only and confirmed at the proposed pile locations by site specific
geotechnical investigation during detailed design.
Table 10: Unit stresses for pile design
Material fsu
(kPa) fbu
(kPa)
CLAY (CH): very stiff 50 900/450 **
BASALT (HW-MW): medium to high strength 500 5,000/2,500 **
fsu
-ultimate unit shaft friction, fbu
-ultimate unit base resistance, ** - a 50% reduction applied if base cleanliness is not
clearly demonstrated during construction
The above unit stress values assume that the base of any bored pile is clean of any
compressible debris, the walls are rough and clear of any smeared material, and that the
piles have a length to diameter (L/D) ratio > 4. Unless it is clearly demonstrated at the time
of the construction that the base is clean a 50% reduction should be applied to the base
resistance.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 19 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
The top 1 x D of the pile should be excluded from the capacity calculations to account for
any construction disturbance.
Uplift pressures generated on the pile shaft by swelling soil (up to 200 kPa as suggested by
Flintoff,1992) may lift the pile out of the ground. This effect will need to be recognised in
the pile design and appropriate provision be made. These may comprise socketing of the
piles sufficiently into rock, provision of side slip joint (e.g. comprising double layer
polyethylene sheet) around the pile shaft or sufficient weight on top of the pile countering
the uplift. Note, that where a side slip joint is provided, the side friction should be excluded
from the pile capacity calculation and the pile designed as end bearing only. The soil
swelling around the pile shaft could also lead to tension forces in the pile and therefore full
length reinforcement should be used.
5.7 Pavement Design
Based on the laboratory data a design CBR of 2.5% may be adopted for the design of any
pavements to be constructed at this site.
The expansive nature of the site clays should be taken into account by considering the final
site levels (i.e. cut and fill) and providing a capping layer and a minimum cover over the
expansive clay where appropriate. In addition, to reduce the likelihood of loss of pavement
shape the capping layer should extend at least 1 m beyond the edge of any kerb and
channel, and any subsurface pavement drains should not penetrate this capping layer.
VicRoads Code of Practice RC500.22 provides suitable guidance on construction of
pavements over reactive clays
5.8 Construction Inspections and Other Issues
It is recommended that inspections of the general earthworks and foundation excavations
(including bored piers) be undertaken by an experienced geotechnical practitioner to ensure
that the conditions are consistent with those on which the recommendations given in this
report are based.
Prior to pouring of the concrete the footing excavations should be cleared of any loose
debris and water softened material. It is suggested that following a footing inspection the
footing excavation be blinded as soon as practicable to prevent deterioration of the
excavated base.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 20 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
6. IMPORTANT INFORMATION ON INTERPRETATION, USE
AND LIABILITY OF THIS REPORT
This report has been prepared in accordance with a specific brief and scope of work. It
should be read in its entirety.
The responsibility of WorleyParsons is solely to Powercor. This report is not intended for,
and should not be relied upon, by any third party. No liability is undertaken to any third
party.
Ground conditions are subject to continuing natural and man-made processes. They can
exhibit a variety of properties that vary from place to place, and can change with time.
Site investigation involves gathering and assimilating data by means such as inspection,
drilling, excavation, probing, sampling and testing. The collected data is only directly
relevant to the ground at the place where and the time when the investigation was
performed.
Any interpretation or recommendation given in this report shall be understood to be based
on judgement and experience, not on greater knowledge of facts other than those reported.
If different ground or site conditions are encountered during construction activities or
subsequent to the investigation performed for this report, either due to natural variability of
subsurface conditions or previous construction activities, WorleyParsons should be notified
of the differences and provided with an opportunity to review the recommendations
contained in this report.
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Page 21 301010-03125 : SS-REP-0001 Rev 0 : 29 May 2014
7. REFERENCES
1. Australian Standards AS 1726 Geotechnical Site Investigations, 1993
2. Australian Standard 5100.3 Bridge Design, Part 3:-Foundations and soil supporting
structures, 2004
3. Australian Standard AS1170.4-2007 Structural Design Actions Part 4: Earthquake
actions in Australia
4. AS3798 - 2007 ‘Guidelines on Earthworks for Commercial and Residential
Developments
5. Australian Standard AS2870-1996 Residential Slabs and Footings
6. Austroads Bridge Design Code Section 3: Foundations-Commentary, 1992
7. Das B.M, Principles of Foundation Engineering – 5th Edition, Thompson Brooks Cole,
2004
8. 1:63:360 scale Sheet SJ55-1 Melbourne, Geological Survey of Victoria, 1974
9. Dahlhous P.G and O’Rourke M. The Newer Volcanics, Engineering Geology of
Melbourne (Edited by Peck, W.A., Neilson, J.L., Olds, R.J. & Seddon, K.D.), Australian
Geomechanics Society, Balkema, 1992, pg. 205,
10. Bowles J. E. Foundation Analysis and Design, 5th Edition, McGraw-Hill, 1996
11. Rose A.T RMR Rock properties for shallow foundation design, Journal of Engineering
technology, Fall 2004, 21, 2: ProQuest Science Journals, pg. 4.2
12. Flintoff, T. 1992; ‘Engineering Properties of the Newer Volcanics’, Engineering Geology
of Melbourne (Edited by Peck, W.A., Neilson, J.L., Olds, R.J. & Seddon, K.D.), Australian
Geomechanics Society, Balkema, 1992
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Appendix 301010-03125 : SS-REP-0001Rev 0 : 29 May 2014
Appendix 1 - Borehole Layout
A 14-f[B-14 ISSUED FOR INTERNAL REVIEW A.L.N. J.K.
REV DATE REVISION DESCRIPTION DRAWN DRAFT [HK DESIGNED ENG CHK APPROVED CUSTOMER REF DRAWING No
WDRLEYPARSDNS PROJECT No.
REFERENCE DRAWING TITLE 301010-01295
1ml WorleyParsons resources & energy
Copyright <D WorleyParsons Services Pty Ltd
ABN 61 001 179 811
CUSTOMER
BOREHOLE EASTING NORTHING
BH1 300484 5816543
BH2 300528 5816539
BH3 300554 5816586
BH4 300657 5816582
BH5 30056 7 5816501
BH6 300615 5816496
BH7 300469 5816448
BH8 300517 5816448
BH9 300611 5816439
BH10 300560 5816425
BH11 300505 5816402
BH12 3004 51 5816372
BH13 300560 5816369
BH14 300391 5816293
DATUM HGA ZONE II
DEER PARK TERMINAL STATION BOREHOLE LAYOUT
~h ~
301010-01295-GP-DAL-0001 A
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Appendix 301010-03125 : SS-REP-0001Rev 0 : 29 May 2014
Appendix 2 - Explanatory Notes and Borehole Logs
2.
1.
Moderately weathered and highly weathered definitions above are taken from AS 1726 - 1981 "SAA Site Investigation Code".
AS 1726 - 1993 suggests the term "distinctly weathered" to cover the range from extremely weathered to slightly weathered. For projects where it is judged that there is no advantage in differentiating between highly weathered and moderately weathered, "distinctly weathered" may be adopted using the definition given in AS 1726 - 1993.
Rock shows no sign of decomposition or stainingFRFresh Rock
Rock is slightly discoloured but shows little or no change of strength from fresh rockSWSlightly Weathered Rock
Rock is weathered to such an extent that it shows a visible change in appearance with significant loss in strength
MWModerately Weathered Rock
Rock is weathered to such an extent that it shows considerable change in appearance and loss in strength. Material is still a rock but of relatively low strength
HWHighly Weathered Rock
Material is weathered to such an extent that it has "soil" properties i.e. it either disintegrates or can be remoulded in water. Original fabric still evident
XWExtremely Weathered Material
Soil derived from the weathering of rock, the mass structure and substance fabric are no longer evident, there is a large change in volume but the soil has not been significantly transported
RSResidual SoilDefinitionSymbolTerm
WEATHERING CLASSIFICATION
EXPLANATORY NOTES FOR ROCK DESCRIPTION AND CLASSIFICATIONGeotechnical logging is carried out in general accordance with Australian Standard AS 1726 - 1993 "Geotechnical site investigations". The terminology used by WorleyParsons to describe the condition of rocks and associated materials for logging purposes is summarised below.
ROCK MATERIAL STRENGTH
Term Symbol Point Load Index I s(50)(MPa)
Field Guide
Very Low VL Less than 0.1 Material crumbles under firm blows with sharp end of geological pick, can be peeled with a knife, pieces up to 30mm thick can be broken by finger pressure
Easily scored with knife, indentations 1 to 3mm show with firm blows of a pick point, has a dull sound under hammer. Pieces of core 150mm long by 50mm diameter may be broken by hand. Sharp edges of core may be friable and break during handling
0.1 to 0.3LLow
Readily scored with knife, a piece of core 150mm long by 50mm diameter can be broken by hand with difficulty
0.3 to 1MMedium
A piece of core 150mm long by 50mm diameter cannot be broken by hand but can be broken by a pick with a single firm blow, rock rings under hammer
1 to 3High H
Hand specimen breaks after more than one blow of a pick, rock rings under hammer
3 to 10VHVery High
Specimen requires many blows with pick to break, rock rings under hammer
EHExtremely High
More than 10
The term "extremely low" is not used as a rock material strength term. Although it is stated in AS 1726 - 1993 the accompanying field guide clearly states that materials in that strength range are soils in engineering terms.
Anisotropy of rock samples may affect field assessment of strength.
1.
2.Uniaxial Compressive Strength (UCS) values are to be stated where tested for project specific correlation with Point Load Strength Index.
3.
Sheet 1 of 2
ABN 61 001 279 812
CEMENTATION CLASSIFICATION
Term Symbol DefinitionUncemented Uc Clean grains exhibiting soil properties
The above field classification system uses terms commonly adopted by geotechnical engineering practice in Western Australia.
1.
Very weakly cemented Vwk Cement on some grains, collapsing feel under very light finger pressureCement on many grains, collapsing feel under finger pressure, breaks down to individual grains
WkWeakly cemented
Cement on most grains, breaks down to lumps under finger pressure, can crush to individual grains under knife blade
MwkModerately weakly cemented
Moderately cemented Mo Cement on most grains, can break fragments off by hand and crush to small lumps under knife blade
Well cemented We Practically all grains cemented together, cannot break fragments off by hand, dull sound under hammer
Most primary pores filled with cement, requires firm blow with hammer to break off fragments, rings when struck
VweVery well cemented
DEFECT SPACING
TermExtremely Wide Ew
SymbolMore than 6mDefinition
Wide W 600mm to 2mModerate M 200 to 600mmClose C 60 to 200mm
20 to 60mmVcVery CloseExtremely Close Ec Less than 20mm
ROCK MASS WEATHERING
GradeI No visible sign of weathering except perhaps staining on defect surfaces
Description
Weathering of the rock mass in relation to the distribution of weathered materials and the effect of defects is described below.
Almost all rock is discoloured by slight weatheringIILess than half of the material is moderately to extremely weathered, some residual boulders/corestones may be present
III
More than half of the material is moderately to extremely weathered, occasional corestones may be present
IV
The material is extremely weathered with mass structure largely intactVVI Refer to soil classification system
The above weathering grades apply to relatively large scale exposures. For boreholes, weathering terms discussed previously apply.
1.
ROCK MASS BLOCK SHAPE
Blocky EquidimensionalThickness much less than length or widthTabularHeight much greater than cross sectionColumnar
Sheet 2 of 2
ABN 61 001 279 812
Above terms and definitions sourced from ISRM Suggested Methods - 1981 "Rock Characterisation, Testing and Monitoring".
1.
Very Wide Vw 2 to 6m
Defect persistence (areal extent) and aperture (openness) to be recorded where appropriate.2.
1,1 Sheet 1 of 2
WorleyParsons ABN 61 001 279 812
AN AID TO THE FIELD CLASSIFICATION OF ROCKS FOR ENGINEERING PURPOSES (CHART A)
GRAIN SIZE BEDDED ROCKS (MOSTLY SEDIMENTARY) OBVIOUSLY FOLATED ROCKS ROCKS WITH MASSIVE STRUCTURE AND CRYSTALLINE TEXTURE (mm) (MOSTLY METAMORPHIC) (MOSTLY IGNEOUS)
More AT LEAST 50% OF
1. than 20 GRAIN AT LEAST 50% OF GRAINS GRAIN GRAIN
SIZE ARE OF CARBONATE GRAINS ARE OF SIZE SIZE DESCRIPTIO~ FINE GRAINED DESCRIPTIO~ DESCRIPTIO~
VOLCANIC ROCK Pegmatite Pyroxenite 20_
CONGLOMERATE Fragments of SALINE GNEISS MARBLE Rounded boulders, cobbles and volcanic ejecta in a ROCKS Well developed but often
V) gravel cemented In a finer mab'lx finer matrix widely spaced foliat ion, ::::> COARSE COARSE GRANITE' Dlorlte1·2 GABBR03 Peridotite 0 sometimes with w Braccia Rounded gra ins Halite schistose bands QUARTZITE 6_ (.) Calclrudlte ;!i Irregular rock fragments in a finer AGGLOMERATE ::::> matrix 'o" Migmatite These rocks are sometimes a: .l!l Angular grains Irregularly foliated, mixed
Granullte porphyritic and are then desaibed, l1I VOLCANIC for example, as as porphyritic granite ~ Anhydrite schists and gneisses
2_ I!! BRECCIA HORNFELS - " ~ SANDSTONE !e Cemented volcanic SCHIST M icrogranite 1 Mlcrod iorlte12 Do1erlte3·4 "O
ash Gypsum MEDIUM Amphibolite MED IUM 8 Angular or rounded grains, C:
0.6_ (.) commonly cemented by clay, .a. Well developed V) w undulose foliation , ::::> calcltlc or Iron minerals t:: Serpentinite 0
§ :::; generally much mica w Quartzite 0 (.) i Quartz grains and siliceous cement ...J Calcarenite TUFF These rocks are sometimes <( 0 0.2_ z ::, 0 porphyritic and are then desaibed w Mose a: 0 as porphyries
<( Many feldspar grains z <(
11 Greywacke w ii: z
_ 0.06_ Many rock chips ~
" RHYOLITE4·5 ANDESITE4·5 BASALT'·' C: w FINE PHYLLITE V) i :::;
::::> MUDSTONE SILTSTONE :::; Calclslltlte Fine grained TUFF SllghUy undulose foliat ion, 0 "O FINE w MosUysllt :, lo: sometimes spotted
0.002_ (.) E ...J
~ "' ~ ...J ; Very fine gra ined SLATE C, 0 TUFF These rocks are sometimes Less SHALE CLAYSTONE Well developed plane a: rl Calcilutite porphyritic and are then desaibed than <( Fissile MosUyclay <ii cleavage (foliation)
0.002 (.) as porphyries
Amorphous Flint: occurs as bands of nodules in chalk COAL Mylonite
or crypto- Found in fault zones, Obsidian• Vo lcanic glass
crystalline Chert: occurs as nodules and beds in limestone and calcareous LIGNITE mainly in igneous and sandstone metamorohic areas
CRYSTALLINE colour Granular cemented - except amorphous Pale(-------) Dark
CARBON- Mainly ACID INTER MEDIATE BASIC ULTRA SILICEOUS CALCAREOUS SILICEOUS ACEOUS SILICEOUS SILICEOUS Much quartz Some quartz Little or no BASIC
quartz
SEDIMENTARY ROCKS METAMORPHIC ROCKS IGNEOUS ROCKS Granular cemented rocks vary greatly In strength, some sandstones are stronger than Igneous Most metamorphic rocks are distinguished by foliation Composed of closely lnte~ocklng mineral grains . Strong when fresh and non-rocks. Bedding may not show in hand specimens and is best seen in outcrop. Only sedimentary which may impart fissility. Foliation in gneisses is best porous. rocks, and some metamorphic rocks derived from then, contain fossils. observed in outcrop. Non-foliated metamorphics are
difficult to recognise except by association. Any rock baked Mode of occurrence : 1 Batholiths ; 2 Laccoliths; 3 Sills; 4 Dykes; 5 Lava flows ; Calcareous rocks contain calcite (calcium carbonate) which effervesces with dilute by contact metamorphism is desaibed as a 'homfels' and
hydrochloric acid. is generally somewhat stronger than the parent rock. 6 Ve ins.
Most fresh metamorphic rocks are strong although 1oerhaos fissile.
SOURCE: Table 6, AS 1726-1993
Siliceous CALCARENITESiliceous CALCISILTITEClayey CALCILUTITE
Calcareous CONGLOMERATECalcareous SANDSTONECalcareous SILTSTONECalcareous CLAYSTONE
10
50
90
CALCRETED
Conglomeratic CALCIRUDITE
CALCIRUDITE
CALCIRUDITE
(constituent particles plus matrix)
TOTAL C
ARBO
NATE C
ON
TENT %
60mm2mm0.060mm0.002mm
CALCRETE CAPROCK (Duricrust)CALCRETED
CALCARENITEGROUNDWATER CALCRETE (Fluid Deposition)
CALCARENITECALCISILTITECALCILUTITE
NOT DISCERNIBLE
ADDITIONAL DESCRIPTIVE TERMS BASED ON ORIGIN OF CONSTITUENT PARTICLESBIOCLASTIC OOLITES ALGALCORALSHELL
CALCRETE FACIES
CLASSIFICATION CHART ADOPTED FOR WESTERN AUSTRALIAN COASTAL ROCKS (CHART B)
Chart A gives guidance to the classification of rock types. The following chart has been adopted to suit local calcareous rocks based on modifications to the Clark and Walker (1977) and Gordon (2003) systems.
1.2. Degree of cementation to be assessed using terms provided in Explanatory Notes3. Estimated rock strengths to be assessed using terms provided in Explanatory Notes4.
Lithological terms based on grain size and field assessment (e.g. hand lens and dilute HCl) of carbonate composition
GRAIN SIZEMATERIAL TYPE
EOLIANITES, BEACHROCK AND SHALLOW MARINE
DEPOSITS
For other sedimentary rock classifications refer to Chart A
Gordon, R. (2003) "Coastal Limestones", Australian Geomechanics, Vol 38, No. 4, December 2003,The Engineering Geology of Perth - Part 2, pp 7-23
Clark, A.R. and Walker, B.F. (1977) "A Proposed Scheme for the Classification and Nomenclature for Use in the Engineering Description of Middle Eastern Sedimentary Rocks", Geotechnique 27(1), pp 93-99
PISOLITES/CLASTS
ABN 61 001 279 812
Sheet 2 of 2
Mo-Mwk
1 / 6
0
6.7
27
L
L-M
PQ-3
Ope
n H
ole
Probe refusal between 0.4 to0.7m. Material descriptionbased on grab sample.
Core loss: 0 to 0.6m
B, 30, Pl, R, Cl, Vn
0.9 to 1.1m: some borings
0.42
CL CL
Cas
ing
Geo
logi
cal U
nit
Gra
phic
Log
Lift
& C
ore
Rec
over
y (%
)
UC
S (M
Pa)
ITS
(MPa
)
20 60 200
600
2000
Estim
ated
Stre
ngth
DefectSpacing
(mm)
PLI (
MPa
)
RL
(m)
Dep
th (m
)
0.5
1.0
Cem
enta
tion
/W
eath
erin
g
-13.0
-13.5
Lab Tests
Field Records /Comments and
Defect DescriptionMet
hod
RQ
D %
Oth
er
Dril
l Rat
e (m
in/m
)
Material Description
Wat
er
Mar
ine
Sand
sC
oast
al L
imes
tone
CALCIRUDITE: fine to medium grained comprising shells/shell fragments and rounded lithic clasts to 15mm in calcarenite matrix, granular texture, grey, white, pale brown.
...grading to calcarenite
109 11 12 1387654321 16
15ba c d e f
14
Drill method; PQ-3 Core, HQ-3 Core, Washbore etc
Depth and size of casing or open hole
Time to drill/core interval (minutes per metre)
Elevation relative to datum and distance in metres below ground level
Identification of the geological unit (if known) or symbol used for identification of geological unit on site plan
Graphic pattern of material type
Lithologic description in the order; rock type, grain size and shape, texture/fabric, colour, mineral composition or minor inclusions
Cementation descriptor (e.g. sedimentary rocks) or weathering descriptor (e.g. igneous rocks)
Rock strength descriptor
8
9
7
6
5
4
3
2
1
The top section of the log is self explanatory giving details of the project including the client, location, drill contractor, job number, date, logger, drill information and survey data. The main part of the log is summarised below.
Residual soil, extremely weathered material and highly weathered rock are judged not to be representative of sound core. Very weakly cemented, weakly cemented and moderately weakly cemented materials are judged not to be representative of sound core.
1.
Engineering judgement is required when assessing RQD in variably cemented limestone containing cavities, and should therefore be used as indicative only.
2.
KEY TO CORED BOREHOLE LOG
Sheet 1 of 2
16
15
14
13
12
11
10 Graphic record of spacing between natural pre-existing defects. Known mechanical breaks induced by drilling or handling core are discounted. If uncertain, the break is treated as a natural defect. Zones of core loss are left blank
Water level/depth; time (24 hr clock) and date to be provided
Annotated description using terms described on the following page (Items a to f), including comment on uncertainty with regard to natural or mechanical breaks. Location of mechanical breaks to be provided where considered appropriate
Comments on drilling, fluid loss, core loss, sampling, highly fractured zones etc
Field or laboratory test results e.g. point load index (diametral-D or axial-A), uniaxial compressive strength, indirect tensile strength (Brazil test)
Rock Quality Designation; is the ratio of the length of sound core recovered in pieces over 100mm to the length of core run drilled. Core length is measured along the core centreline. Mechanical breaks are discounted. If uncertain, the break is treated as a natural defect
Each core run is defined as the lift. Core recovery represents the ratio of length of core recovered to the total length drilled for the corresponding core run and is expressed as a percentage. Core length is measured along the core centreline. Intervals of core loss are denoted "CL". Core loss is assigned to the end of the run unless there is evidence to suggest otherwise
15:0
0 24
/2/0
5
ABN 61 001 279 812
BOREHOLE NO:
SHEET: OF
CLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:Drill Contractor:
Drill Model:
Bore Size:
Drill Fluid:
Hole Angle:
Bearing:
Easting:
Northing:
Surface RL:
Datum:
SAND (SP): fine to medium grained, subrounded quartz, pale grey, trace fine grained carbonate gravel (shells).
DEFECT DESCRIPTORS
KEY TO DEFECT DESCRIPTIVE TERMS USED ON CORED BOREHOLE LOGS
2.
1.
NR - not recorded NA - not applicable
Cores with defect spacings in the range extremely close to close can be collectively denoted as "highly fractured" where considered appropriate
Un - Undulating, wavy surfacePl - Planar, no variation in orientationSt - Stepped, well defined steps presentIr - Irregular, many changes in orientation
Planarity:c
Cn - Clean, no visible coating or infillingSu - Surface Stain, no visible coating or infilling but surfaces are discolouredVn - Veneer, a visible coating or infilling too thin to measure, may be patchyCo - Coating, visible coating or infilling up to 1mm thickFi - Filled, coating or infilling greater than 1mm thick with amount in millimetres. Thick soil infilling to be described as seams if boundaries roughly parallel, or crushed seams if composed of rock fragments e.g. brecciated
Amount of Infilling: f
Type of Infilling:e
Slk - Slickensided, visual evidence of striationsS - Smooth, surface appears and feels smoothSR - Slightly rough, asperities on the defect surface are distinguishable and can be feltR - Rough, some ridges and angle steps are evident, asperities are clearly visible and surface feels abrasiveVR - Very rough, near right angle steps and ridges occur on the defect surface
Roughness: d
F - FaultJ - JointFo - FoliationV - VeinB - BeddingS - Shear
Type:a
Dip of fracture surface measured relative to a plane perpendicular to core axis (dip direction to be provided if core orientated)
b
Cl - ClayCa - CalciteCh - ChloriteFe - Iron oxideGy - GypsumH - HealedMn - Manganese oxideGr - GravelPy - PyriteQz - QuartzSd - SandCA - CalcreteSi - SiltUk - Unknown
Sheet 2 of 2
ABN 61 001 279 812
MOISTURE CONDITION
Term
Geotechnical logging is carried out in general accordance with Australian Standard AS 1726 - 1993 "Geotechnical site investigations". The description of soils is based on the Unified Soil Classification system and includes type, plasticity, particle characteristics, colour and minor components. Classification of soils is based on particle size distribution and plasticity, in accordance with Appendix A of AS 1726 - 1993. The terminology used by WorleyParsons to describe the condition of soils for logging purposes is summarised below. Sheet 2 provides assistance for field description and soil classification.
EXPLANATORY NOTES FOR SOIL DESCRIPTION AND CLASSIFICATION
Symbol Field GuideDry D Looks and feels dry. Cohesive soils usually hard, friable or powdery. Granular soils are
cohesionless and free runningMoist M Feels cool and darkened in colour. Cohesive soils can be moulded by hand. Granular
soils tend to cohere
Wet W Feels cool and darkened in colour. Cohesive soils usually weakened and free water forms on hands when remoulding. Granular soils tend to cohere
CONSISTENCY OF COHESIVE SOILS
Term Symbol Field Guide
Very Soft VS Exudes between fingers when squeezed in hand
UndrainedShear Strength (kPa)Less than 12
Soft S Can be moulded by light finger pressure12 to 25Firm F Can be moulded by strong finger pressure25 to 50Stiff St Cannot be moulded by fingers, can be indented by thumb50 to 100Very Stiff VSt Can be indented by thumb nail100 to 200Hard Hd Can be indented with difficulty by thumb nailMore than 200
DENSITY OF GRANULAR SOILS
Term SymbolVery Loose VL
Density Index (%)Less than 15
Loose L 15 to 35Medium Dense MD 35 to 65Dense D 65 to 85Very Dense VD More than 85
Disturbed Sample Interval (laboratory test result can be provided or alternatively type of test indicated "X")
Bs Bulk SamplePP Pocket Penetrometer TestHV Hand Vane TestU 63mm diameter Thin Walled Tube Sample
Standard Penetration Test (blows per 150mm and N value), HB - hammer bouncing, RW - rod weightSPTDetails of field testing (and samples retrieved) including the following:
SAMPLE/TEST (FOR LOG SHEETS)
With some Presence easily detectable Coarse grained soils between 5 to 12%Fine grained soils between 15 to 30%
Coarse grained soils less than 5%Fine grained soils less than 15%
Material ProportionField GuidePresence just detectableTrace of
Term
MINOR COMPONENTS
High Plasticity More than 50Medium Plasticity 35 to 50Low Plasticity Less than 35
Range of Liquid Limit (%)Term
PLASTICITY OF FINE GRAINED SOILS
Dynamic Cone Penetrometer (blows per 150mm)DCPPSP Perth Sand Penetrometer (blows per 150mm)
Sheet 1 of 2
ABN 61 001 279 812
SOURCE: Based on Table A1, AS 1726-1993
Sheet 2 of 2
FIELD DESCRIPTION, IDENTIFICATION AND CLASSIFICATION OF SOILS
ABN 61 001 279 812
Field assessment based on fraction smaller than 0.2mm
The
smal
lest
par
ticle
vis
ible
to th
e na
ked
eye
is a
ppro
xim
atel
y 0.
06m
m
BO
CO
MAJOR DIVISIONS
PARTICLE SIZE (mm)
coar
sem
ediu
mfin
eco
arse
med
ium
fine
BOU
LDER
SC
OBB
LES
0.06
0.2
0.6
2.0
6
20
200
GROUP SYMBOL
Identified by colour, odour, spongy feel and generally by fibrous texture
Low to medium
None to very slow
Medium to high
HighNoneHigh to very high
Low to medium
Slow to none
Low to medium
LowSlowLow to medium
MediumNone to very slow
Medium to high
NoneQuick to slowNone to low
ToughnessDilatancyDry strength
Pt
OH
CH
MH
Peat and other highly organic soils
Organic clays and silts of medium to high plasticity
Inorganic clays of high plasticity
Inorganic silts and micaceous or diatomaceous fine soils of high plasticity
OL
CICL,
Organic silts and silty clays of low plasticity
Inorganic clays, gravelly clays, sandy clays and silty clays with low to medium plasticity
MLInorganic silts, clayey silts and sandy silts with low plastcity
HIG
HLY
O
RG
ANIC
SO
ILS
SILT
S an
d C
LAYS
(Liq
uid
limit
mor
e th
an 5
0%)
SILT
S an
d C
LAYS
(Liq
uid
limit
less
than
50
%)
FIN
E G
RAI
NED
SO
ILS
(Mor
e th
an h
alf o
f mat
eria
l les
s th
an 6
0mm
is s
mal
ler t
han
0.06
mm
)
SC
SM
SP
SW
GC
GM
GP
GW
'Dirty' materials with excess of plastic fines, medium to high dry strength
'Dirty' materials with excess of non-plastic fines, zero to medium dry strength
Predominately one size or range of sizes with some intermediate sizes missing, not enough fines to bind coarse grains, no dry strength
Wide range in grain size and substantial amounts of all intermediate sizes, not enough fines to bind coarse grains, no dry strength
Clayey sands, sand-clay mixtures
Silty sands, sand-silt mixtures
Poorly graded sands and gravelly sands, little or no fines, uniform sands
Well graded sands, gravelly sands, little or no fines
'Dirty' materials with excess of plastic fines, medium to high dry strength
'Dirty' materials with excess of non-plastic fines, zero to medium dry strength
Predominately one size or range of sizes with some intermediate sizes missing, not enough fines to bind coarse grains, no dry strength
Wide range in grain size and substantial amounts of all intermediate sizes, not enough fines to bind coarse grains, no dry strength
Clayey gravels, gravel-sand-clay mixtures
Silty gravels, gravel-sand-silt mixtures
Poorly graded gravels and gravel-sand mixtures, little or no fines, uniform gravels
FIELD IDENTIFICATION PROCEDURES
SAN
DS
(Mor
e th
an h
alf o
f coa
rse
fract
ion
is
smal
ler t
han
2.0m
m)
GR
AVEL
S(M
ore
than
hal
f of c
oars
e fra
ctio
n is
larg
er th
an 2
.0m
m)
CO
ARSE
GR
AIN
ED S
OIL
S(M
ore
than
hal
f of m
ater
ial l
ess
than
60m
m is
larg
er th
an 0
.06m
m)
60Well graded gravels, gravel-sand mixtures, little or no fines
10987
6321
10
11
9
8
7
6
5
4
3
1
12
13
14
15
Drill method; washbore, hollow auger, solid auger etc
Time to drill interval (minutes per metre)
Elevation relative to datum and distance in metres below ground level
Identification of the geological unit (if known) or symbol used for identification of geological unit on site plan
Graphic pattern of material type
Field assessment of soil classification
Lithologic description in order; soil type, plasticity, particle characteristics, colour and minor components. For rock includes comments on texture/fabric and mineral composition
Natural moisture condition in soil
Cementation descriptor (e.g. sedimentary rocks) or weathering descriptor (e.g. igneous rocks)
Sample type and interval retrieved for laboratory testing/sediment analysis or field test
Laboratory test results or type of test (denoted as "X")
Comments on drilling, fluid loss and sampling. Includes comments on soil origin and structure
Water level/depth; time (24hr clock) and date to be provided
For soils, generally only applicable if measured in field e.g. penetration test, hand vane. For rock use strength descriptor
KEY TO BOREHOLE LOG
Was
hbor
eM
etho
d
0.5
12.5
13.0
1.0
13.5
RL
(m)
Dril
l Rat
e (m
in /
m)
Cas
ing
Geo
logi
cal U
nit
Dep
th (m
)
Sym
bol
Cla
ssifi
catio
n
Gra
phic
Log
SPMaterial Description Field Records / CommentsM
oist
ure
Stre
ngth
Con
sist
ency
/
Con
ditio
n
D
Sam
ple
/ Tes
t
Wea
ther
ing
Cem
enta
tion
/
Wat
er
Depth and size of casing or open hole2
4 5 11 12 13 14 15TOPSOIL
MD
Sheet 1 of 1
Uc
The top section of the log is self explanatory giving details of the project including the client, location, drill contractor, job number, date, logger, drill information and survey data. The main part of the log is summarised below.
ABN 61 001 279 812
BOREHOLE NO:
SHEET: OF
CLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:Drill Contractor:
Drill Model:
Bore Size:
Drill Fluid:
Hole Angle:
Bearing:
Easting:
Northing:
Surface RL:
Datum:
SW 4.2
SAND: medium grained angular quartz, pale grey, trace silt.
15:0
0 24
/2/0
5
SPT
8,4,10
N=14
Parti
cle
Den
sity
Att.
Lim
itsPS
D/M
C95 X X
Lab Tests
...with some silt, becoming dark greySP-SM
Material description based on SPT samples and observation of cutting returns and drill character...partial loss circulation
Dun
e Sa
nds
UFHV: 40-45kPa
CI SANDY CLAY: medium plasticity, red. X
CaC
O3%
M
W
None
M VSt
Hd
Open H
ole
CLAY: medium plasticity, red brown, fissured (closelyspaced =< 3mm, non-systematic fissuring)
End of BH1 at 0.7m
BS from 0.0-0.35m
pp = 600+kPa
Refusal on Basalt
CI
SF
A
U63
D
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300484
5816543
BH1
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M VSt
Hd
Open H
ole
CLAY: medium plasticity, red-brown
SANDY CLAY: medium plasticity, grey and pale grey towhite, fine to coarse grained angular basalt and carbonatesand, with some medium grained, sub-rounded basaltgravel
End of BH2 at 1.3m
Rootmat from 0.0-0.4m
pp = 600+kPa0.4m crunching
Refusal on Basalt
CI
CI
SF
A
U63
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300528
5816539
BH2
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M
D-M
VSt
Hd
Open H
ole
CLAY: high plasticity, red brown
GRAVELLY CLAY: high plasticity, grey and pale grey towhite, fine carbonate sand and fine to mediumsub-rounded basalt gravel
SANDY CLAY: high plasticity, mottled grey orange brown,fine to medium angular basalt sand, some gravel
End of BH3 at 2.2m
pp = 370, 370, 400kPa
pp = 600+kPa
Refusal on Basalt
CH
CH
CH
SF
A
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300554
5816586
BH3
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M VSt
Open H
ole
CLAY: medium plasticity, red brown
...becoming high plasticity grey brown
...becoming grey
...becoming grey mottled orange brown
End of BH4 at 2.7m
Rootmat from 0.0-0.5m
pp = 430, 400, 420kPa
pp = 450, 350, 400,370kPa
Refusal on Basalt
CI
CH
SF
A
Bs
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300657
5816532
BH4
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M VSt
Open H
ole
CLAY: medium plasticity, red brown
End of BH5 at 0.4m
Rootmat from 0.0-0.05m
pp = 600+kPaRefusal on Basalt
CI
SF
A U63
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300564
5816501
BH5
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M VSt
Hd
Open H
ole
SILTY CLAY: high plasticity, red brown
End of BH6 at 0.6m
Rootmat from 0.0-0.5m
pp = 320, 320, 350kPa
pp = 600+kPa
Refusal on Basalt
CH
SF
A
U63
D
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300615
5816496
BH6
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M St
Hd
VL
Open H
ole
XW
CLAY: high plasticity, red brown, with high strength basaltcobbles
BASALT: pale grey to white, very low strength
End of BH7 at 0.7m
Rootmat from 0.0-0.5m
pp = 250, 250, 230kPaBasalt cobble wedged intube end, no samplerecovery
pp = 600+kPaU63 refusal at 0.6mRefusal on Basalt
CH
SF
A
XW
U63
U63
XW
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300469
5816448
BH7
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M
D
D-M
St
Hd
Open H
ole
CLAY: high plasticity, red brown, friable
SANDY CLAY: high plasticity, pale grey to white, fine tocoarse frained sub-angular basalt sand
SANDY CLAY: high plasticity, mottled grey brown,sub-rounded and sub-angular, fine to coarse grainedbasalt sand and fine grained gravel
...friable
End of BH8 at 2.8m
Rootmat from 0.0-0.5m
Basalt cobble in end ofU63 tube
Crunching
Crunching
pp = 600+kPa
drilling resistanceincreasing
Refusal on Basalt
CH
CH
CH
SF
A
U63
U63
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300517
5816448
BH8
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M VSt
Hd
Open H
ole
CLAY: high plasticity, red brown, closely (<5mm),irregular fissuring, trace sub-rounded fine grained basaltgravel
End of BH9 at 0.8m
pp = 600+kPa
pp = 600+kPa
Refusal on Basalt
CH
SF
A
U63
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300611
5816639
BH9
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
resources & energy
None
M St
Hd
Open H
ole
CLAY: high plasticity, red brown, fissured (closely spaced</= 5mm), trace basalt cobbles
... cobbles at 0.7m
End of BH10 at 1m
pp = 600+kPa
Refusal on Basalt
CH
SF
A
U63
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300560
5816425
BH10
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M VSt
Hd
VL
Open H
ole
XW
CLAY: high plasticity, red brown, fissured
SILTY SAND (SM) fine to coarse grained, pale grey towhite, angular, carbonate (Xw Basalt)... ? basalt cobble ? at 0.7m
SILTY CLAY (CI): medium plasticity, pale grey to white,carbonate (Xw Basalt)
End of BH11 at 1.2m
Rootmat from 0.0-0.5m
pp = 600+kPa
Refusal on Basalt
CH
SMSF
A
XW
U63
D
XW
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300505
5816402
BH11
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M F-St
VSt
Hd
VL
Open H
ole
XW
CLAY: high plasticity, reddish brown, fissured
GRAVELLY CLAY: medium plasticity, pale grey to whiteand grey, gravel is sub-angular to sub-rounded, fine tomedium grained basalt of low to medium strength
End of BH12 at 1.6m
Rootmat from 0.0-0.5m
pp = 600+kPa
Crunching
Refusal on Basalt
CH
CI
SF
A
XWXW
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300461
5816370
BH12
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
D-M Hd
Open H
ole
CLAY: high plasticity, red brown, fissured
End of BH13 at 0.6m
Rootmat from 0.0-0.5m
pp = 600+kPaCrunchingRefusal on Basalt
CH
SF
A
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300560
5816369
BH13
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
None
M
D-M
D
VSt
Hd
VL
Open H
ole
XW
CLAY: high plasticity, reddish brown, fissured (closelyspread irregular <3mm)
CLAYEY GRAVEL: fine, pale brown and pale grey towhite, sub-rounded, gravel of medium to high strength
SANDY CLAY : high plasticity, brown, with fine to mediumgrained, sub-rounded to sub-angular basalt gravel of verylow to low strength
End of BH14 at 3m
Dense grass at surface,Rootmat from 0.0-0.5m
pp = 600+kPa
pp = 600+kPaCrunching
Easier drilling
Target Depth Reached
CH
GC
CH
SF
A
XW
Bs
XW
Fin
es (
%)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
Pla
stic L
imit(%
)
Wate
r
Casin
g
90o
1 OF 1
Lab Tests
None
BOREHOLE LOG
Rock W
eath
ering /
Soil
Cem
enta
tion
Field Records /CommentsM
ois
ture
Conditio
n
Drill Contractor:
Drill Model:
BOREHOLE NO.:
Rock S
trength
/S
oil
Consis
tency
Horizon Drilling
Sam
ple
/
In -
situ T
est
Liq
uid
Lim
it (
%)
Material Description
Cla
ssific
ation
Sym
bol
Pla
sticity I
ndex
RL (
m)
Depth
(m
)
Drill
Rate
(m
in /
m)
Geolo
gic
al U
nit
Gra
phic
Log
Meth
od
100mm
Custom 4WD
Hole Angle:
Bearing:
Bore Size:
Drill Fluid:
DATE COMMENCED:
DATE COMPLETED:
LOGGED BY:
CHECKED BY:
Deer Park Terminal Station
Christies Road x Riding Boundary Road, Ravenhill
301010-01325
Powercor AustraliaCLIENT:
PROJECT:
LOCATION:
JOB NUMBER:
Easting:
Northing:
Surface R.L.:
Datum: m AHD
Not taken300291
5816293
BH14
SHEET:
30.4.2014
30.4.2014
JK
JDH
BOREHOLE LOG 301010-01325 DPTS LOGS.GPJ WORLEYPARSONS-MEL-2011.GDT 29.5.14
New
er
Volc
anic
s
resources & energy
POWERCOR AUSTRALIA
DEER PARK TERMINAL STATION
REPORT ON PRELIMINARY GEOTECHNICAL INVESTIGATION
k:\fraser\geotechnical\projects\301010-01325 deer park terminal station\11.0 engineering\11.14 ss-geotechnical\report\301010-
01325-ss-rep-0001_0.doc
Appendix 301010-03125 : SS-REP-0001Rev 0 : 29 May 2014
Appendix 3 - Laboratory Test Reports
On SiteSource:InsituMaterial:
Sample Details
ABTM14S-00912Sample ID:
01/05/2014Date Sampled:
Specification:Submitted by clientSampling Method:Christies x Riding Boundary Road ,RavenhallProject Location:
Sample Location:
BH1: 0-0.35Client Sample:
BH1: 0-0.35
Test Results
18Four Point
45No
YesNo
12712.0
Dry SievedOven-dried
30.5Result
Moisture Content (%) AS 1289.2.1.1MethodDescription Limits
Sample History AS 1289.1.1Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1
27Plasticity Index (%) AS 1289.3.3.11.44Standard Maximum Dry Density (t/m³) AS 1289.5.1.124.5Standard Optimum Moisture Content (%)
0Retained Sieve 19mm (%)StandardCompactive Effort
8/05/2014Date Tested
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Material Test Report
Report No: ABTM14S-00912-1
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM14S-00912-1
N/A
Comments
On SiteSource:InsituMaterial:
Sample Details
ABTM14S-00916Sample ID:
01/05/2014Date Sampled:
Specification:Submitted by clientSampling Method:Christies x Riding Boundary Road ,RavenhallProject Location:
Sample Location:
BH4: 0-0.3Client Sample:
BH4: 0-0.3
Test Results
17Four Point
40No
YesNo
25511.5
Dry SievedOven-dried
26.5Result
Moisture Content (%) AS 1289.2.1.1MethodDescription Limits
Sample History AS 1289.1.1Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1
23Plasticity Index (%) AS 1289.3.3.11.51Standard Maximum Dry Density (t/m³) AS 1289.5.1.123.5Standard Optimum Moisture Content (%)
0Retained Sieve 19mm (%)StandardCompactive Effort
8/05/2014Date Tested
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Material Test Report
Report No: ABTM14S-00916-1
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM14S-00916-1
N/A
Comments
On SiteSource:InsituMaterial:
Sample Details
ABTM14S-00918Sample ID:
01/05/2014Date Sampled:
Specification:Submitted by clientSampling Method:Christies x Riding Boundary Road ,RavenhallProject Location:
Sample Location:
BH6: 0-0.4Client Sample:
Test Results
7028
Four Point98NoNoNo
12720.5
Dry SievedOven-dried
ResultSample History AS 1289.1.1
MethodDescription Limits
Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Material Test Report
Report No: ABTM14S-00918-1
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM14S-00918-1
N/A
Comments
On SiteSource:InsituMaterial:
Sample Details
ABTM14S-00922Sample ID:
01/05/2014Date Sampled:
Specification:Submitted by clientSampling Method:Christies x Riding Boundary Road ,RavenhallProject Location:
Sample Location:
BH9: 0-0.3Client Sample:
Test Results
18Four Point
40No
YesNo
12711.5
Dry SievedOven-dried
21.6Result
Moisture Content (%) AS 1289.2.1.1MethodDescription Limits
Sample History AS 1289.1.1Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1
22Plasticity Index (%) AS 1289.3.3.1
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Material Test Report
Report No: ABTM14S-00922-1
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM14S-00922-1
N/A
Comments
On SiteSource:InsituMaterial:
Sample Details
ABTM14S-00923Sample ID:
01/05/2014Date Sampled:
Specification:Submitted by clientSampling Method:Christies x Riding Boundary Road ,RavenhallProject Location:
Sample Location:
BH10: 0-0.4Client Sample:
Test Results
20Four Point
59NoNoNo
25012.0
Dry SievedOven-dried
26.6Result
Moisture Content (%) AS 1289.2.1.1MethodDescription Limits
Sample History AS 1289.1.1Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1
39Plasticity Index (%) AS 1289.3.3.1
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Material Test Report
Report No: ABTM14S-00923-1
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM14S-00923-1
N/A
Comments
On SiteSource:InsituMaterial:
Sample Details
ABTM14S-00926Sample ID:
01/05/2014Date Sampled:
Specification:Submitted by clientSampling Method:Christies x Riding Boundary Road ,RavenhallProject Location:
Sample Location:
BH14: 0.3-0.5Client Sample:
BH14: 0.3-0.5
Test Results
24Four Point
74NoNoNo
12715.0
Dry SievedOven-dried
27.5Result
Moisture Content (%) AS 1289.2.1.1MethodDescription Limits
Sample History AS 1289.1.1Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1
50Plasticity Index (%) AS 1289.3.3.11.39Standard Maximum Dry Density (t/m³) AS 1289.5.1.129.5Standard Optimum Moisture Content (%)
0Retained Sieve 19mm (%)StandardCompactive Effort
19/05/2014Date Tested
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Material Test Report
Report No: ABTM14S-00926-1
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM14S-00926-1
N/A
Comments
Abbotsford,Melbourne LaboratoryCoffey Testing Pty LtdABN 92 114 364 0463G Marine Parade
Report No.: UU:Issue No.: 1
Client:
Principal:Job No.:Project:
Approved Signatory:Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431
Date of Issue: 20/05/2014
Test Procedure:Sample ID: Source:
Field Sample: Material:
Date Sampled:
Test type Unconsolidated Undrained
Specimen Details
height/Diameter mm
Wet density t/m3
Dry density t/m3
Moisture content %
Confining pressure kPa
Deviator Stress at failure kPa
Undrained Shear strength kPa
Strain at failure %
Comments:
(Associate Engineering Technician)
ABTM14S -00915
Worley ParsonsThis document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
BH 02 (0.0 -0.4m)
1/05/2014 Sampling Method:
Test Results
INFOABTM00166AADeer Park Terminal Station
Location: Christies X Riding Boundary Road, Ravenhall
169
126.77/63.15
1.82
1.39
30.9
25
Strain rate: 1.00 mm/minFailure of specimen by a shear plane inclined at 60 degrees to the horizontal
338
4.36
Submitted by client
silty clay
Undisturbed (U63)
ABTM14S -00915
Test configuration Mode of failure
Abbotsfordl VIC 3067
Telephone: +61 3 84136900Facsimile: +61 3 84136999
Sample Details
AS1289.6.4.1
TRN:Lot No.:
Undrained triaxial compression without measurement of pore water pressure -Test Report
0
25
50
75
100
125
150
175
200
0 50 100 150 200 250 300 350 400
Sh
ear
stre
ss(k
Pa)
Normal stress(kPa)
0
50
100
150
200
250
300
350
400
0 2 4 6 8
Dev
iato
r Str
ess
kPa
Strain %
Deviator Stress Vs Strain
Abbotsford,Melbourne LaboratoryCoffey Testing Pty LtdABN 92 114 364 0463G Marine Parade
Report No.: UU:Issue No.: 1
Client:
Principal:Job No.:Project:
Approved Signatory:Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431
Date of Issue: 20/05/2014
Test Procedure:Sample ID: Source:
Field Sample: Material:
Date Sampled:
Test type Unconsolidated Undrained
Specimen Details
height/Diameter mm
Wet density t/m3
Dry density t/m3
Moisture content %
Confining pressure kPa
Deviator Stress at failure kPa
Undrained Shear strength kPa
Strain at failure %
Comments:
(Associate Engineering Technician)
ABTM14S -00917
Worley ParsonsThis document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
BH 05 (0.0 -0.4m)
1/05/2014 Sampling Method:
Test Results
INFOABTM00166AADeer Park Terminal Station
Location: Christies X Riding Boundary Road, Ravenhall
128
126.98/63.10
1.87
1.38
35.6
25
Strain rate: 1.00 mm/minFailure of specimen by a shear plane inclined at 50 degrees to the horizontal
256
6.93
Submitted by client
silty clay
Undisturbed (U63)
ABTM14S -00917
Test configuration Mode of failure
Abbotsfordl VIC 3067
Telephone: +61 3 84136900Facsimile: +61 3 84136999
Sample Details
AS1289.6.4.1
TRN:Lot No.:
Undrained triaxial compression without measurement of pore water pressure -Test Report
0
25
50
75
100
125
150
0 50 100 150 200 250 300
Sh
ear
stre
ss(k
Pa)
Normal stress(kPa)
0
50
100
150
200
250
300
0 2 4 6 8 10 12
Dev
iato
r Str
ess
kPa
Strain %
Deviator Stress Vs Strain
Abbotsford,Melbourne LaboratoryCoffey Testing Pty LtdABN 92 114 364 0463G Marine Parade
Report No.: UU:Issue No.: 1
Client:
Principal:Job No.:Project:
Approved Signatory:Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431
Date of Issue: 20/05/2014
Test Procedure:Sample ID: Source:
Field Sample: Material:
Date Sampled:
Test type Unconsolidated Undrained
Specimen Details
height/Diameter mm
Wet density t/m3
Dry density t/m3
Moisture content %
Confining pressure kPa
Deviator Stress at failure kPa
Undrained Shear strength kPa
Strain at failure %
Comments:
(Associate Engineering Technician)
ABTM14S -00920
Worley ParsonsThis document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
BH 08 (0.0 -0.35m)
1/05/2014 Sampling Method:
Test Results
INFOABTM00166AADeer Park Terminal Station
Location: Christies X Riding Boundary Road, Ravenhall
47
125.58/61.35
1.83
1.41
29.5
25
Strain rate: 1.00 mm/min Failure of specimen by plastic deformation
94
13.34
Submitted by client
silty clay
Undisturbed (U63)
ABTM14S -00920
Test configuration Mode of failure
Abbotsfordl VIC 3067
Telephone: +61 3 84136900Facsimile: +61 3 84136999
Sample Details
AS1289.6.4.1
TRN:Lot No.:
Undrained triaxial compression without measurement of pore water pressure -Test Report
0
25
50
75
0 50 100 150
Sh
ear
stre
ss(k
Pa)
Normal stress(kPa)
0102030405060708090
100
0 5 10 15 20
Dev
iato
r Str
ess
kPa
Strain %
Deviator Stress Vs Strain
Abbotsford,Melbourne LaboratoryCoffey Testing Pty LtdABN 92 114 364 0463G Marine Parade
Report No.: UU:Issue No.: 1
Client:
Principal:Job No.:Project:
Approved Signatory:Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431
Date of Issue: 20/05/2014
Test Procedure:Sample ID: Source:
Field Sample: Material:
Date Sampled:
Test type Unconsolidated Undrained
Specimen Details
height/Diameter mm
Wet density t/m3
Dry density t/m3
Moisture content %
Confining pressure kPa
Deviator Stress at failure kPa
Undrained Shear strength kPa
Strain at failure %
Comments:
(Associate Engineering Technician)
ABTM14S -00921
Worley ParsonsThis document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
BH 08 (0.8-1.1m)
1/05/2014 Sampling Method:
Test Results
INFOABTM00166AADeer Park Terminal Station
Location: Christies X Riding Boundary Road, Ravenhall
227
127.26/62.91
1.87
1.44
29.8
25
Strain rate: 1.00 mm/min Failure of specimen by a shear plane 50 degrees to the hprizontal
454
3.67
Submitted by client
silty clay
Undisturbed (U63)
ABTM14S -00921
Test configuration Mode of failure
Abbotsfordl VIC 3067
Telephone: +61 3 84136900Facsimile: +61 3 84136999
Sample Details
AS1289.6.4.1
TRN:Lot No.:
Undrained triaxial compression without measurement of pore water pressure -Test Report
0255075
100125150175200225250
0 50 100 150 200 250 300 350 400 450 500
Sh
ear
stre
ss(k
Pa)
Normal stress(kPa)
050
100150200250300350400450500
0 1 2 3 4 5 6
Dev
iato
r Str
ess
kPa
Strain %
Deviator Stress Vs Strain
Abbotsford,Melbourne LaboratoryCoffey Testing Pty LtdABN 92 114 364 0463G Marine Parade
Report No.: UU:Issue No.: 1
Client:
Principal:Job No.:Project:
Approved Signatory:Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431
Date of Issue: 20/05/2014
Test Procedure:Sample ID: Source:
Field Sample: Material:
Date Sampled:
Test type Unconsolidated Undrained
Specimen Details
height/Diameter mm
Wet density t/m3
Dry density t/m3
Moisture content %
Confining pressure kPa
Deviator Stress at failure kPa
Undrained Shear strength kPa
Strain at failure %
Comments:
(Associate Engineering Technician)
ABTM14S -00922
Worley ParsonsThis document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
BH 09 (0.0 -0.3m)
1/05/2014 Sampling Method:
Test Results
INFOABTM00166AADeer Park Terminal Station
Location: Christies X Riding Boundary Road, Ravenhall
106
127.02/61.95
1.88
1.55
21.6
25
Strain rate: 1.00 mm/min Failure of specimen by a shear plane 30 degrees to the horizontal
211
7.25
Submitted by client
silty clay
Undisturbed (U63)
ABTM14S -00922
Test configuration Mode of failure
Abbotsfordl VIC 3067
Telephone: +61 3 84136900Facsimile: +61 3 84136999
Sample Details
AS1289.6.4.1
TRN:Lot No.:
Undrained triaxial compression without measurement of pore water pressure -Test Report
0
25
50
75
100
125
0 50 100 150 200 250
Sh
ear
stre
ss(k
Pa)
Normal stress(kPa)
0
50
100
150
200
250
0 2 4 6 8 10 12
Dev
iato
r Str
ess
kPa
Strain %
Deviator Stress Vs Strain
Abbotsford,Melbourne LaboratoryCoffey Testing Pty LtdABN 92 114 364 0463G Marine Parade
Report No.: UU:Issue No.: 1
Client:
Principal:Job No.:Project:
Approved Signatory:Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431
Date of Issue: 20/05/2014
Test Procedure:Sample ID: Source:
Field Sample: Material:
Date Sampled:
Test type Unconsolidated Undrained
Specimen Details
height/Diameter mm
Wet density t/m3
Dry density t/m3
Moisture content %
Confining pressure kPa
Deviator Stress at failure kPa
Undrained Shear strength kPa
Strain at failure %
Comments:
Abbotsfordl VIC 3067
Telephone: +61 3 84136900Facsimile: +61 3 84136999
Sample Details
AS1289.6.4.1
TRN:Lot No.:
Undrained triaxial compression without measurement of pore water pressure -Test Report
Submitted by client
silty clay
Undisturbed (U63)
ABTM14S -00923
Test configuration Mode of failure
Strain rate: 1.00 mm/min Failure of specimen by plastic deformation.
234
14.16
117
127.58/62.42
1.83
1.44
26.6
25
BH 10 (0.0 -0.4m)
1/05/2014 Sampling Method:
Test Results
INFOABTM00166AADeer Park Terminal Station
Location: Christies X Riding Boundary Road, Ravenhall (Associate Engineering Technician)
ABTM14S -00923
Worley ParsonsThis document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
0
25
50
75
100
125
150
0 50 100 150 200 250 300
Sh
ear
stre
ss(k
Pa)
Normal stress(kPa)
0
50
100
150
200
250
0 5 10 15
Dev
iato
r Str
ess
kPa
Strain %
Deviator Stress Vs Strain
Abbotsford, Melbourne Laboratory
Coffey Testing Pty LtdABN 92 114 364 0463G Marine ParadeAbbotsford VIC 3067
Telephone: +61 3 8413 6900Facsimile: +61 3 8413 6999
Report No.:Issue No.: 1
Client:
Principal:
Job No.:
Project:
Approved Signatory: Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431Date of Issue: 22/05/2014
Test Procedure: Other Sample Details:Sample ID:Field Sample:Date Sampled:Source:
Material:
Sampling typeLocation:
Swell Shrink
on on
Saturation drying
% %
0.8 4.9
Comments:
during
shrinkage
after
test
during
Shrink Swell Index:
3.0Iss =
moderate
%
NIL35.4 43.5 None
test
AS1289.7.1.1
Extent of
crumbling
Est. inertMoisture Content Extent of
Location:
Lot No.:
Sample Details
TRN:
Christies x Riding Boundary Road, Ravenhall(Associate Engineering Technician)
SSW:ABTM14S-00913
This document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
Shrink/Swell Test Report
INFOABTM00166AA
Deer Park Terminal Station
Worley Parsons
Undisturbed(U63)
Test Results
1/05/2014Submitted by client
ABTM14S-00913BH 1 (0.0-0.35m)
cracking
Silty clay
Shrink TestSwell Test
material
presentbefore
%
shrinkage
-20
-15
-10
-5
0
5
10
15
20
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00Sh
rin
k %
Esh
-S
wel
l % E
sw
Moisture Content (%)
Swell Shrink
Abbotsford, Melbourne Laboratory
Coffey Testing Pty LtdABN 92 114 364 0463G Marine ParadeAbbotsford VIC 3067
Telephone: +61 3 8413 6900Facsimile: +61 3 8413 6999
Report No.:Issue No.: 1
Client:
Principal:
Job No.:
Project:
Approved Signatory: Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431Date of Issue: 22/05/2014
Test Procedure: Other Sample Details:Sample ID:Field Sample:Date Sampled:Source:
Material:
Sampling typeLocation:
Swell Shrink
on on
Saturation drying
% %
1.6 5.4
Comments:
during
shrinkage
after
test
during
Shrink Swell Index:
3.5Iss =
Moderate
%
NIL29.2 41.8 Slight
test
AS1289.7.1.1
Extent of
crumbling
Est. inertMoisture Content Extent of
Location:
Lot No.:
Sample Details
TRN:
Christies x Riding Boundary Road, Ravenhall(Associate Engineering Technician)
SSW:ABTM14S-00918
This document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
Shrink/Swell Test Report
INFOABTM00166AA
Deer Park Terminal Station
Worley Parsons
Undisturbed(U63)
Test Results
1/05/2014Submitted by client
ABTM14S-00918BH 6 (0.0-0.4m)
cracking
Silty clay
Shrink TestSwell Test
material
presentbefore
%
shrinkage
-20
-15
-10
-5
0
5
10
15
20
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00Sh
rin
k %
Esh
-S
wel
l % E
sw
Moisture Content (%)
Swell Shrink
Abbotsford, Melbourne Laboratory
Coffey Testing Pty LtdABN 92 114 364 0463G Marine ParadeAbbotsford VIC 3067
Telephone: +61 3 8413 6900Facsimile: +61 3 8413 6999
Report No.:Issue No.: 1
Client:
Principal:
Job No.:
Project:
Approved Signatory: Gayani Samaradiwakara
NATA Accredited Laboratory Number: 431Date of Issue: 22/05/2014
Test Procedure: Other Sample Details:Sample ID:Field Sample:Date Sampled:Source:
Material:
Sampling typeLocation:
Swell Shrink
on on
Saturation drying
% %
3.2 9.0
Comments:
during
shrinkage
after
test
during
Shrink Swell Index:
5.9Iss =
Severe
%
NIL38.1 47.2 None
test
AS1289.7.1.1
Extent of
crumbling
Est. inertMoisture Content Extent of
Location:
Lot No.:
Sample Details
TRN:
Christies x Riding Boundary Road, Ravenhall(Associate Engineering Technician)
SSW:ABTM14S-00924
This document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.
{This document may not be reproduced except in full.}
Shrink/Swell Test Report
INFOABTM00166AA
Deer Park Terminal Station
Worley Parsons
Undisturbed(U63)
Test Results
1/05/2014Submitted by client
ABTM14S-00924BH 11 (0.1-0.4m)
cracking
Silty clay
Shrink TestSwell Test
material
presentbefore
%
shrinkage
-20
-15
-10
-5
0
5
10
15
20
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00Sh
rin
k %
Esh
-S
wel
l % E
sw
Moisture Content (%)
Swell Shrink
Sample DetailsSample ID: ABTM14S-00912 Sampling Method: Submitted by client
Date Sampled: 1/05/2014 Material: Insitu
Date Submitted: 1/05/2014 Source: On Site
Date Tested: 8/05/2014 Specification:
Project Location: Christies x Riding Boundary Road ,Ravenhall
Sample Location: BH1: 0-0.35
Test ResultsAS 1289.5.1.1
Standard MDD (t/m³): 1.44
Standard OMC (%): 24.5
Retained Sieve 19mm (%): 0
Dry Density - Moisture Content Relationship
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
26/05/2014
Maximum Dry Density Report
Report No: MDD:ABTM14S-00912
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1Form No: 18995, Report No: MDD:ABTM14S-00912 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: ABTM14S-00916 Sampling Method: Submitted by client
Date Sampled: 1/05/2014 Material: Insitu
Date Submitted: 1/05/2014 Source: On Site
Date Tested: 8/05/2014 Specification:
Project Location: Christies x Riding Boundary Road ,Ravenhall
Sample Location: BH4: 0-0.3
Test ResultsAS 1289.5.1.1
Standard MDD (t/m³): 1.51
Standard OMC (%): 23.5
Retained Sieve 19mm (%): 0
Dry Density - Moisture Content Relationship
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Maximum Dry Density Report
Report No: MDD:ABTM14S-00916
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1Form No: 18995, Report No: MDD:ABTM14S-00916 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: ABTM14S-00926 Sampling Method: Submitted by client
Date Sampled: 1/05/2014 Material: Insitu
Date Submitted: 1/05/2014 Source: On Site
Date Tested: 19/05/2014 Specification:
Project Location: Christies x Riding Boundary Road ,Ravenhall
Sample Location: BH14: 0.3-0.5
Test ResultsAS 1289.5.1.1
Standard MDD (t/m³): 1.39
Standard OMC (%): 29.5
Retained Sieve 19mm (%): 0
Dry Density - Moisture Content Relationship
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
Maximum Dry Density Report
Report No: MDD:ABTM14S-00926
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1Form No: 18995, Report No: MDD:ABTM14S-00926 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: ABTM14S-00912 Sampling Method: Submitted by client
Date Sampled: 1/05/2014 Material: Insitu
Date Submitted: 1/05/2014 Source: On Site
Date Tested: 13/05/2014 Specification:
Project Location: Christies x Riding Boundary Road ,Ravenhall
Sample Location: BH1: 0-0.35
Test ResultsAS 1289.6.1.1
CBR At 2.5mm (%): 2.0
Maximum Dry Density (t/m³): 1.44
Optimum Moisture Content (%): 24.2
Dry Density before Soaking (t/m³): 1.38
Density Ratio before Soaking (%): 96
Moisture Content before Soaking (%): 23.3
Moisture Ratio before Soaking (%): 96
Dry Density after Soaking (t/m³): 1.35
Density Ratio after Soaking (%): 93
Swell (%): 2.5
Moisture Content of Top 30mm (%): 36.0
Moisture Content of Remaining Depth (%): 28.1
Compactive Effort: Standard
Surcharge Mass (kg): 4.50
Period of Soaking (Days): 4
Oversize Material (%): 0.0
Load vs Penetration
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
California Bearing Ratio Test Report
Report No: CBR:ABTM14S-00912
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1Form No: 18986, Report No: CBR:ABTM14S-00912 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: ABTM14S-00916 Sampling Method: Submitted by client
Date Sampled: 1/05/2014 Material: Insitu
Date Submitted: 1/05/2014 Source: On Site
Date Tested: 13/05/2014 Specification:
Project Location: Christies x Riding Boundary Road ,Ravenhall
Sample Location: BH4: 0-0.3
Test ResultsAS 1289.6.1.1
CBR At 2.5mm (%): 2.5
Maximum Dry Density (t/m³): 1.51
Optimum Moisture Content (%): 23.3
Dry Density before Soaking (t/m³): 1.43
Density Ratio before Soaking (%): 95
Moisture Content before Soaking (%): 23.3
Moisture Ratio before Soaking (%): 100
Dry Density after Soaking (t/m³): 1.41
Density Ratio after Soaking (%): 93
Swell (%): 2.0
Moisture Content of Top 30mm (%): 31.4
Moisture Content of Remaining Depth (%): 26.3
Compactive Effort: Standard
Surcharge Mass (kg): 4.50
Period of Soaking (Days): 4
Oversize Material (%): 0.0
Load vs Penetration
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
23/05/2014
California Bearing Ratio Test Report
Report No: CBR:ABTM14S-00916
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1Form No: 18986, Report No: CBR:ABTM14S-00916 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: ABTM14S-00926 Sampling Method: Submitted by client
Date Sampled: 1/05/2014 Material: Insitu
Date Submitted: 1/05/2014 Source: On Site
Date Tested: 24/05/2014 Specification:
Project Location: Christies x Riding Boundary Road ,Ravenhall
Sample Location: BH14: 0.3-0.5
Test ResultsAS 1289.6.1.1
CBR At 2.5mm (%): 3.5
Maximum Dry Density (t/m³): 1.39
Optimum Moisture Content (%): 29.3
Dry Density before Soaking (t/m³): 1.33
Density Ratio before Soaking (%): 96
Moisture Content before Soaking (%): 28.8
Moisture Ratio before Soaking (%): 98
Dry Density after Soaking (t/m³): 1.30
Density Ratio after Soaking (%): 94
Swell (%): 2.0
Moisture Content of Top 30mm (%): 37.6
Moisture Content of Remaining Depth (%): 33.1
Compactive Effort: Standard
Surcharge Mass (kg): 4.50
Period of Soaking (Days): 4
Oversize Material (%): 0.0
Load vs Penetration
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
26/05/2014
California Bearing Ratio Test Report
Report No: CBR:ABTM14S-00926
Issue No: 1
Client:
Date of Issue:
NATA Accredited Laboratory Number:431
Approved Signatory: G. Samaradiwakara
(Associate Engineering Technician)Project Name: Deer Park Terminal Station
ABN 92 114 364 046
Abbotsford, Melbourne Laboratory
Coffey Testing Pty Ltd
3G Marine ParadeAbbotsford VIC 3067
Phone: +61 3 8413 6900Fax: +61 3 8413 6999
Project No.: INFOABTM00166AA
Principal:
Lot No.: TRN:
Level 12, 333 Collins StreetMelbourne VIC 3000
Worley Parsons
Page 1 of 1Form No: 18986, Report No: CBR:ABTM14S-00926 © 2000-2013 QESTLab by SpectraQEST.com
Comments
True
Environmental
INTERPRETIVE QUALITY CONTROL REPORTWork Order : EM1404310 Page : 1 of 5
:: LaboratoryClient Environmental Division MelbourneCOFFEY TESTING
: :ContactContact MS GAYANI SAMARADIWAKARA Client Services
:: AddressAddress 3G MARINE PARADE
ABBOTSFORD MELBOURNE, VICTORIA 3067
4 Westall Rd Springvale VIC Australia 3171
:: E-mailE-mail [email protected] [email protected]
:: TelephoneTelephone +61 03 8413 6928 +61-3-8549 9600
:: FacsimileFacsimile ---- +61-3-8549 9601
:Project INFOABTM00166AA Deer Park Terminal Station QC Level : NEPM 2013 Schedule B(3) and ALS QCS3 requirement
Site : Christies x Riding Boundary Rd
:C-O-C number ---- Date Samples Received : 07-MAY-2014
----:Sampler Issue Date : 12-MAY-2014
:Order number ----
No. of samples received : 3
Quote number : ---- No. of samples analysed : 3
This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. All pages of this report have been checked and approved for release.
This Interpretive Quality Control Report contains the following information:
l Analysis Holding Time Compliance
l Quality Control Parameter Frequency Compliance
l Brief Method Summaries
l Summary of Outliers
Address 4 Westall Rd Springvale VIC Australia 3171 | PHONE +61-3-8549 9600 | Facsimile +61-3-8549 9601
Environmental Division Melbourne ABN 84 009 936 029 Part of the ALS Group An ALS Limited Company
2 of 5:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Analysis Holding Time Compliance
This report summarizes extraction / preparation and analysis times and compares each with recommended holding times (USEPA SW 846, APHA, AS and NEPM) based on the sample container provided. Dates
reported represent first date of extraction or analysis and preclude subsequent dilutions and reruns. A listing of breaches (if any) is provided herein.
Holding time for leachate methods (e.g. TCLP) vary according to the analytes reported. Assessment compares the leach date with the shortest analyte holding time for the equivalent soil method. These are: organics
14 days, mercury 28 days & other metals 180 days. A recorded breach does not guarantee a breach for all non-volatile parameters.
Holding times for VOC in soils vary according to analytes of interest. Vinyl Chloride and Styrene holding time is 7 days; others 14 days. A recorded breach does not guarantee a breach for all VOC analytes and
should be verified in case the reported breach is a false positive or Vinyl Chloride and Styrene are not key analytes of interest/concern.
Matrix: SOIL Evaluation: û = Holding time breach ; ü = Within holding time.
AnalysisExtraction / PreparationSample DateMethod
EvaluationDue for analysisDate analysedEvaluationDue for extractionDate extractedContainer / Client Sample ID(s)
EA001: pH in soil using 0.01M CaCl extract
Soil Glass Jar - Unpreserved (EA001)
BH1 0.55-0.60, BH6 0.4-0.5,
BH11 0.5-0.6
09-MAY-201408-MAY-2014 09-MAY-201409-MAY-201401-MAY-2014 û ü
EA055: Moisture Content
Soil Glass Jar - Unpreserved (EA055-103)
BH1 0.55-0.60, BH6 0.4-0.5,
BH11 0.5-0.6
15-MAY-2014---- 09-MAY-2014----01-MAY-2014 ---- ü
ED040N: Sulfate - Calcium Phosphate Soluble (NEPM)
Soil Glass Jar - Unpreserved (ED040N)
BH1 0.55-0.60, BH6 0.4-0.5,
BH11 0.5-0.6
28-OCT-201428-OCT-2014 12-MAY-201412-MAY-201401-MAY-2014 ü ü
ED045G: Chloride Discrete analyser
Soil Glass Jar - Unpreserved (ED045G)
BH1 0.55-0.60, BH6 0.4-0.5,
BH11 0.5-0.6
06-JUN-201429-MAY-2014 09-MAY-201409-MAY-201401-MAY-2014 ü ü
3 of 5:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Quality Control Parameter Frequency ComplianceThe following report summarises the frequency of laboratory QC samples analysed within the analytical lot(s) in which the submitted sample(s) was(where) processed. Actual rate should be greater than or equal to
the expected rate. A listing of breaches is provided in the Summary of Outliers.
Matrix: SOIL Evaluation: û = Quality Control frequency not within specification ; ü = Quality Control frequency within specification.
Quality Control SpecificationQuality Control Sample Type
ExpectedQC Regular Actual
Rate (%)Quality Control Sample Type CountEvaluationAnalytical Methods Method
Laboratory Duplicates (DUP)
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 10.01 3 üChloride Soluble By Discrete Analyser ED045G
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 10.0 10.02 20 üMoisture Content EA055-103
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 10.01 3 üpH in soil using a 0.01M CaCl2 extract EA001
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 10.01 3 üSulfate - Calcium Phosphate Soluble ED040N
Laboratory Control Samples (LCS)
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 66.7 10.02 3 üChloride Soluble By Discrete Analyser ED045G
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 5.01 3 üSulfate - Calcium Phosphate Soluble ED040N
Method Blanks (MB)
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 5.01 3 üChloride Soluble By Discrete Analyser ED045G
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 5.01 3 üSulfate - Calcium Phosphate Soluble ED040N
Matrix Spikes (MS)
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 5.01 3 üChloride Soluble By Discrete Analyser ED045G
NEPM 2013 Schedule B(3) and ALS QCS3 requirement 33.3 5.01 3 üSulfate - Calcium Phosphate Soluble ED040N
4 of 5:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Brief Method SummariesThe analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the US EPA, APHA, AS and NEPM. In house
developed procedures are employed in the absence of documented standards or by client request. The following report provides brief descriptions of the analytical procedures employed for results reported in the
Certificate of Analysis. Sources from which ALS methods have been developed are provided within the Method Descriptions.
Analytical Methods Method DescriptionsMatrixMethod
Rayment and Higginson 4B1 (mod.) 10 g of soil is mixed with 50 mL of 0.01M CaCl2 and tumbled end over end
for 1 hour. pH is measured from the continuous suspension. This method is compliant with NEPM (2013)
Schedule B(3) (Method 103)
pH in soil using a 0.01M CaCl2 extract EA001 SOIL
A gravimetric procedure based on weight loss over a 12 hour drying period at 103-105 degrees C. This method
is compliant with NEPM (2013) Schedule B(3) Section 7.1 and Table 1 (14 day holding time).
Moisture Content EA055-103 SOIL
In House. Calculated from Electrical ConductivityResistivity (1:5) EA080 SOIL
The sample is extracted with a calcium phosphate solution. The phosphate ion displaces the adsorbed sulfate
while calcium ions depress the extraction of interfering S from soil organic matter. SO4 in the extract is
determined by ICPAES and reported as dry weight in the original soil. This method is compliant with NEPM
(2013) Schedule B(3) (Method 406)
Sulfate - Calcium Phosphate Soluble ED040N SOIL
APHA 21st edition 4500-Cl- E. The thiocyanate ion is liberated from mercuric thiocyanate through sequestration
of mercury by the chloride ion to form non-ionised mercuric chloride.in the presence of ferric ions the librated
thiocynate forms highly-coloured ferric thiocynate which is measured at 480 nm. Analysis is performed on a 1:5
soil / water leachate.
Chloride Soluble By Discrete Analyser ED045G SOIL
Preparation Methods Method DescriptionsMatrixMethod
Rayment and Higginson 4B1 (mod.), 10 g of soil is mixed with 50 mL of 0.01M CaCl2 and tumbled end over end
for 1 hour. pH is measured from the continuous suspension. This method is compliant with NEPM (2013)
Schedule B(3) (Method 103)
pH in soil using a 0.01M CaCl2 extract EA001-PR SOIL
10 g of soil is mixed with 50 mL of distilled water and tumbled end over end for 1 hour. Water soluble salts are
leached from the soil by the continuous suspension. Samples are settled and the water filtered off for analysis.
1:5 solid / water leach for soluble
analytes
EN34 SOIL
5 of 5:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Summary of Outliers
Outliers : Quality Control Samples
The following report highlights outliers flagged in the Quality Control (QC) Report. Surrogate recovery limits are static and based on USEPA SW846 or ALS-QWI/EN/38 (in the absence of specific USEPA limits). This
report displays QC Outliers (breaches) only.
Duplicates, Method Blanks, Laboratory Control Samples and Matrix Spikes
l For all matrices, no Method Blank value outliers occur.
l For all matrices, no Duplicate outliers occur.
l For all matrices, no Laboratory Control outliers occur.
l For all matrices, no Matrix Spike outliers occur.
Regular Sample Surrogates
l For all regular sample matrices, no surrogate recovery outliers occur.
Outliers : Analysis Holding Time Compliance
This report displays Holding Time breaches only. Only the respective Extraction / Preparation and/or Analysis component is/are displayed.
Matrix: SOIL
AnalysisExtraction / Preparation
Date analysedDate extractedContainer / Client Sample ID(s) Days
overdue
Days
overdue
Due for extraction Due for analysis
Method
EA001: pH in soil using 0.01M CaCl extract
Soil Glass Jar - Unpreserved
----08-MAY-2014BH1 0.55-0.60, BH6 0.4-0.5,
BH11 0.5-0.6
----09-MAY-2014 1 ----
Outliers : Frequency of Quality Control Samples
The following report highlights breaches in the Frequency of Quality Control Samples.
l No Quality Control Sample Frequency Outliers exist.
False 5 5.00True
Environmental
QUALITY CONTROL REPORTWork Order : EM1404310 Page : 1 of 4
:: LaboratoryClient Environmental Division MelbourneCOFFEY TESTING
: :ContactContact MS GAYANI SAMARADIWAKARA Client Services
:: AddressAddress 3G MARINE PARADE
ABBOTSFORD MELBOURNE, VICTORIA 3067
4 Westall Rd Springvale VIC Australia 3171
:: E-mailE-mail [email protected] [email protected]
:: TelephoneTelephone +61 03 8413 6928 +61-3-8549 9600
:: FacsimileFacsimile ---- +61-3-8549 9601
:Project INFOABTM00166AA Deer Park Terminal Station QC Level : NEPM 2013 Schedule B(3) and ALS QCS3 requirement
Site : Christies x Riding Boundary Rd
:C-O-C number ---- Date Samples Received : 07-MAY-2014
Sampler : ---- Issue Date : 12-MAY-2014
:Order number ----
3:No. of samples received
Quote number : ---- 3:No. of samples analysed
This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. All pages of this report have been checked and approved for
release.
This Quality Control Report contains the following information:
l Laboratory Duplicate (DUP) Report; Relative Percentage Difference (RPD) and Acceptance Limits
l Method Blank (MB) and Laboratory Control Spike (LCS) Report ; Recovery and Acceptance Limits
l Matrix Spike (MS) Report; Recovery and Acceptance Limits
NATA Accredited
Laboratory 825
Accredited for
compliance with
ISO/IEC 17025.
SignatoriesThis document has been electronically signed by the authorized signatories indicated below. Electronic signing has been carried out in
compliance with procedures specified in 21 CFR Part 11.
Signatories Accreditation CategoryPosition
Nikki Stepniewski Senior Inorganic Instrument Chemist Melbourne Inorganics
Address 4 Westall Rd Springvale VIC Australia 3171 | PHONE +61-3-8549 9600 | Facsimile +61-3-8549 9601
Environmental Division Melbourne ABN 84 009 936 029 Part of the ALS Group An ALS Limited Company
2 of 4:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
General Comments
The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house
developed procedures are employed in the absence of documented standards or by client request.
Where moisture determination has been performed, results are reported on a dry weight basis.
Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.
Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.
Anonymous = Refers to samples which are not specifically part of this work order but formed part of the QC process lot
CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.
LOR = Limit of reporting
RPD = Relative Percentage Difference
# = Indicates failed QC
Key :
A
3 of 4:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Laboratory Duplicate (DUP) Report
The quality control term Laboratory Duplicate refers to a randomly selected intralaboratory split. Laboratory duplicates provide information regarding method precision and sample heterogeneity. The permitted ranges
for the Relative Percent Deviation (RPD) of Laboratory Duplicates are specified in ALS Method QWI -EN/38 and are dependent on the magnitude of results in comparison to the level of reporting: Result < 10 times LOR:-
No Limit; Result between 10 and 20 times LOR:- 0% - 50%; Result > 20 times LOR:- 0% - 20%.
Sub-Matrix: SOIL Laboratory Duplicate (DUP) Report
Original Result RPD (%)Laboratory sample ID Client sample ID Method: Compound CAS Number LOR Unit Duplicate Result Recovery Limits (%)
EA001: pH in soil using 0.01M CaCl extract (QC Lot: 3428162)
EA001: pH (CaCl2) ---- 0.1 pH Unit 8.1 8.1 0.0 0% - 20%BH1 0.55-0.60EM1404310-001
EA055: Moisture Content (QC Lot: 3428218)
EA055-103: Moisture Content (dried @ 103°C) ---- 1.0 % 7.6 7.4 3.4 No LimitAnonymousEM1404299-014
EA055-103: Moisture Content (dried @ 103°C) ---- 1.0 % 13.6 13.2 3.4 0% - 50%AnonymousEM1404299-059
ED040N: Sulfate - Calcium Phosphate Soluble (NEPM) (QC Lot: 3430864)
ED040N: Sulfate as SO4 2- 14808-79-8 50 mg/kg 130 130 0.0 No LimitBH1 0.55-0.60EM1404310-001
ED045G: Chloride by Discrete Analyser (QC Lot: 3428172)
ED045G: Chloride 16887-00-6 10 mg/kg 640 710 9.6 0% - 50%BH1 0.55-0.60EM1404310-001
4 of 4:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Method Blank (MB) and Laboratory Control Spike (LCS) Report
The quality control term Method / Laboratory Blank refers to an analyte free matrix to which all reagents are added in the same volumes or proportions as used in standard sample preparation. The purpose of this QC
parameter is to monitor potential laboratory contamination. The quality control term Laboratory Control Spike (LCS) refers to a certified reference material, or a known interference free matrix spiked with target
analytes. The purpose of this QC parameter is to monitor method precision and accuracy independent of sample matrix. Dynamic Recovery Limits are based on statistical evaluation of processed LCS.
Sub-Matrix: SOIL Method Blank (MB)
Report
Laboratory Control Spike (LCS) Report
Spike Spike Recovery (%) Recovery Limits (%)
Result Concentration HighLowLCSMethod: Compound CAS Number LOR Unit
ED040N: Sulfate - Calcium Phosphate Soluble (NEPM) (QCLot: 3430864)
ED040N: Sulfate as SO4 2- 14808-79-8 50 mg/kg <50 98.33000 mg/kg 11086
ED045G: Chloride by Discrete Analyser (QCLot: 3428172)
ED045G: Chloride 16887-00-6 10 mg/kg <10 1035000 mg/kg 11194
Matrix Spike (MS) ReportThe quality control term Matrix Spike (MS) refers to an intralaboratory split sample spiked with a representative set of target analytes. The purpose of this QC parameter is to monitor potential matrix effects on
analyte recoveries. Static Recovery Limits as per laboratory Data Quality Objectives (DQOs). Ideal recovery ranges stated may be waived in the event of sample matrix interference.
Sub-Matrix: SOIL Matrix Spike (MS) Report
SpikeRecovery(%) Recovery Limits (%)Spike
HighLowMSConcentrationLaboratory sample ID Client sample ID Method: Compound CAS Number
ED040N: Sulfate - Calcium Phosphate Soluble (NEPM) (QCLot: 3430864)
BH6 0.4-0.5EM1404310-002 14808-79-8ED040N: Sulfate as SO4 2- 98.43000 mg/kg 11684
ED045G: Chloride by Discrete Analyser (QCLot: 3428172)
BH6 0.4-0.5EM1404310-002 16887-00-6ED045G: Chloride 11420000 mg/kg 12593
Matrix Spike (MS) and Matrix Spike Duplicate (MSD) Report
The quality control term Matrix Spike (MS) and Matrix Spike Duplicate (MSD) refers to intralaboratory split samples spiked with a representative set of target analytes. The purpose of these QC parameters are to
monitor potential matrix effects on analyte recoveries. Static Recovery Limits as per laboratory Data Quality Objectives (DQOs). Ideal recovery ranges stated may be waived in the event of sample matrix interference.
Sub-Matrix: SOIL Matrix Spike (MS) and Matrix Spike Duplicate (MSD) Report
RPDs (%)Spike Recovery (%) Recovery Limits (%)Spike
Control LimitValueHighLowMSDMSConcentrationLaboratory sample ID Client sample ID Method: Compound CAS Number
ED045G: Chloride by Discrete Analyser (QCLot: 3428172)
BH6 0.4-0.5EM1404310-002 16887-00-6ED045G: Chloride --------11420000 mg/kg 12593 ----
ED040N: Sulfate - Calcium Phosphate Soluble (NEPM) (QCLot: 3430864)
BH6 0.4-0.5EM1404310-002 14808-79-8ED040N: Sulfate as SO4 2- --------98.43000 mg/kg 11684 ----
False
5 5.00True Environmental
CERTIFICATE OF ANALYSISWork Order : EM1404310 Page : 1 of 3
:: LaboratoryClient Environmental Division MelbourneCOFFEY TESTING
: :ContactContact MS GAYANI SAMARADIWAKARA Client Services
:: AddressAddress 3G MARINE PARADE
ABBOTSFORD MELBOURNE, VICTORIA 3067
4 Westall Rd Springvale VIC Australia 3171
:: E-mailE-mail [email protected] [email protected]
:: TelephoneTelephone +61 03 8413 6928 +61-3-8549 9600
:: FacsimileFacsimile ---- +61-3-8549 9601
:Project INFOABTM00166AA Deer Park Terminal Station QC Level : NEPM 2013 Schedule B(3) and ALS QCS3 requirement
:Order number ----
:C-O-C number ---- Date Samples Received : 07-MAY-2014
Sampler : ---- Issue Date : 12-MAY-2014
Site : Christies x Riding Boundary Rd
3:No. of samples received
Quote number : ---- 3:No. of samples analysed
This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. All pages of this report have been checked and approved for
release.
This Certificate of Analysis contains the following information:
l General Comments
l Analytical Results
NATA Accredited Laboratory 825
Accredited for compliance with
ISO/IEC 17025.
SignatoriesThis document has been electronically signed by the authorized signatories indicated below. Electronic signing has been
carried out in compliance with procedures specified in 21 CFR Part 11.
Signatories Accreditation CategoryPosition
Nikki Stepniewski Melbourne InorganicsSenior Inorganic Instrument Chemist
Environmental Division Melbourne ABN 84 009 936 029 Part of the ALS Group An ALS Limited Company
Address 4 Westall Rd Springvale VIC Australia 3171 | PHONE +61-3-8549 9600 | Facsimile +61-3-8549 9601
2 of 3:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
General Comments
The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house
developed procedures are employed in the absence of documented standards or by client request.
Where moisture determination has been performed, results are reported on a dry weight basis.
Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.
Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.
When sampling time information is not provided by the client, sampling dates are shown without a time component. In these instances, the time component has been assumed by the laboratory for processing purposes.
Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.
CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.
LOR = Limit of reporting
^ = This result is computed from individual analyte detections at or above the level of reporting
Key :
3 of 3:Page
Work Order :
:Client
EM1404310
COFFEY TESTING
INFOABTM00166AA Deer Park Terminal Station:Project
Analytical Results
--------BH11 0.5-0.6BH6 0.4-0.5BH1 0.55-0.60Client sample IDSub-Matrix: SOIL (Matrix: SOIL)
--------01-MAY-2014 15:0001-MAY-2014 15:0001-MAY-2014 15:00Client sampling date / time
--------EM1404310-003EM1404310-002EM1404310-001UnitLORCAS NumberCompound
EA001: pH in soil using 0.01M CaCl extract
pH (CaCl2) 7.68.1 7.6 ---- ----pH Unit0.1----
EA055: Moisture Content
Moisture Content (dried @ 103°C) 21.916.1 21.9 ---- ----%1.0----
EA080: Resistivity
Resistivity at 25°C 22801300 2460 ---- ----ohm cm1----
ED040N: Sulfate - Calcium Phosphate Soluble (NEPM)
Sulfate as SO4 2- 80130 70 ---- ----mg/kg5014808-79-8
ED045G: Chloride Discrete analyser
Chloride 1570640 430 ---- ----mg/kg1016887-00-6