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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

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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

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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

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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

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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.

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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:

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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.

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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.

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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

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Table 2: Summary of ground conditions encountered in the boreholes


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

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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

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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.

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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

.

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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

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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

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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

http://www.ga.gov.au/darwin-view/hazards.xhtml

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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.

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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

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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)

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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)

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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.

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01325-ss-rep-0001_0.doc


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.

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01325-ss-rep-0001_0.doc


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




01325-ss-rep-0001_0.doc


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

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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




01325-ss-rep-0001_0.doc


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

)


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 (

%)


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:


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


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 (

%)


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:



301010-01325


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


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


New

er

Volc

anic

s

resources & energy

None

M VSt

Open H

ole

CLAY: medium plasticity, red brown

End of BH5 at 0.4m


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


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


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 (

%)


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:



301010-01325


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


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


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


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


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 (

%)


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:



301010-01325


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


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


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 (

%)


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:



301010-01325


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


New

er

Volc

anic

s

resources & energy

POWERCOR AUSTRALIA




01325-ss-rep-0001_0.doc


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


Sample Details




Sample Location:


BH4: 0-0.3

Test Results

17Four Point

40No

YesNo

25511.5


26.5Result







23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


N/A

Comments


Sample Details




Sample Location:


Test Results

7028

Four Point98NoNoNo

12720.5


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


23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


N/A

Comments


Sample Details




Sample Location:


Test Results

18Four Point

40No

YesNo

12711.5


21.6Result



22Plasticity Index (%) AS 1289.3.3.1


23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


N/A

Comments


Sample Details




Sample Location:


Test Results

20Four Point

59NoNoNo

25012.0


26.6Result



39Plasticity Index (%) AS 1289.3.3.1


23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


N/A

Comments


Sample Details




Sample Location:

BH14: 0.3-0.5Client Sample:

BH14: 0.3-0.5

Test Results

24Four Point

74NoNoNo

12715.0


27.5Result







23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


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



Client:







Date Sampled:


Specimen Details

height/Diameter mm

Wet density t/m3

Dry density t/m3

Moisture content %




Strain at failure %

Comments:


ABTM14S -00917



BH 05 (0.0 -0.4m)


Test Results



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




Sample Details

AS1289.6.4.1

TRN:Lot No.:


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 %




Client:







Date Sampled:


Specimen Details

height/Diameter mm

Wet density t/m3

Dry density t/m3

Moisture content %




Strain at failure %

Comments:


ABTM14S -00920



BH 08 (0.0 -0.35m)


Test Results



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




Sample Details

AS1289.6.4.1

TRN:Lot No.:


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 %




Client:







Date Sampled:


Specimen Details

height/Diameter mm

Wet density t/m3

Dry density t/m3

Moisture content %




Strain at failure %

Comments:


ABTM14S -00921



BH 08 (0.8-1.1m)


Test Results



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




Sample Details

AS1289.6.4.1

TRN:Lot No.:


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 %




Client:







Date Sampled:


Specimen Details

height/Diameter mm

Wet density t/m3

Dry density t/m3

Moisture content %




Strain at failure %

Comments:


ABTM14S -00922



BH 09 (0.0 -0.3m)


Test Results



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




Sample Details

AS1289.6.4.1

TRN:Lot No.:


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 %




Client:







Date Sampled:


Specimen Details

height/Diameter mm

Wet density t/m3

Dry density t/m3

Moisture content %




Strain at failure %

Comments:



Sample Details

AS1289.6.4.1

TRN:Lot No.:


Submitted by client

silty clay

Undisturbed (U63)

ABTM14S -00923


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)


Test Results


Location: Christies X Riding Boundary Road, Ravenhall (Associate Engineering Technician)

ABTM14S -00923



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 %



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.


Shrink/Swell Test Report

INFOABTM00166AA


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





Client:

Principal:

Job No.:

Project:




Material:


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


Location:

Lot No.:

Sample Details

TRN:


SSW:ABTM14S-00918




INFOABTM00166AA


Worley Parsons

Undisturbed(U63)

Test Results


ABTM14S-00918BH 6 (0.0-0.4m)

cracking

Silty clay


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


Swell Shrink





Client:

Principal:

Job No.:

Project:




Material:


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


Location:

Lot No.:

Sample Details

TRN:


SSW:ABTM14S-00924




INFOABTM00166AA


Worley Parsons

Undisturbed(U63)

Test Results


ABTM14S-00924BH 11 (0.1-0.4m)

cracking

Silty clay


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


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


26/05/2014

Maximum Dry Density Report

Report No: MDD:ABTM14S-00912

Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons

Page 1 of 1Form No: 18995, Report No: MDD:ABTM14S-00912 © 2000-2013 QESTLab by SpectraQEST.com

Comments













23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


Comments






Sample Location: BH14: 0.3-0.5







23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


Comments








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


23/05/2014

California Bearing Ratio Test Report

Report No: CBR:ABTM14S-00912

Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons

Page 1 of 1Form No: 18986, Report No: CBR:ABTM14S-00912 © 2000-2013 QESTLab by SpectraQEST.com

Comments








CBR At 2.5mm (%): 2.5









Swell (%): 2.0







Load vs Penetration


23/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


Comments






Sample Location: BH14: 0.3-0.5


CBR At 2.5mm (%): 3.5









Swell (%): 2.0







Load vs Penetration


26/05/2014



Issue No: 1

Client:

Date of Issue:




ABN 92 114 364 046




Phone: +61 3 8413 6900Fax: +61 3 8413 6999


Principal:

Lot No.: TRN:


Worley Parsons


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

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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

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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)



Method Blanks (MB)



Matrix Spikes (MS)



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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

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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


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












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



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General Comments

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

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

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

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

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

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

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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

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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


BH6 0.4-0.5EM1404310-002 14808-79-8ED040N: Sulfate as SO4 2- 98.43000 mg/kg 11684


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


BH6 0.4-0.5EM1404310-002 16887-00-6ED045G: Chloride --------11420000 mg/kg 12593 ----


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










:Order number ----


Sampler : ---- Issue Date : 12-MAY-2014


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



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General Comments

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

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

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

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

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

When 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 :

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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


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

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