Appendix R - Geotech Report

7/14/2019 Appendix R - Geotech Report

1/42

Clarrie Hermes Drive Extension EIS 3002194 | Revision No. 03 | 29 October 2009 Page | i

APPENDIX R: GEOTECHNICAL REPORT


2/42

REPORT

ON

GEOTECHNICAL INVESTIGATION

PROPOSED ROAD EXTENSION

CLARRIE HERMES DRIVE

NICHOLLS

Prepared for:SMEC AUSTRALIA PTY LTD

PROJECT 50315

JANUARY 2009


3/42

REPORT

ON

GEOTECHNICAL INVESTIGATION


CLARRIE HERMES DRIVE

NICHOLLS

Prepared for:SMEC AUSTRALIA PTY LTD

PROJECT 50315

JANUARY 2009

Douglas Partners Pty LtdABN 75 053 980 117

Unit 1, 1-7 Waramanga PlaceWaramanga ACT 2611

Australia

PO Box 108Waramanga ACT 2611

Phone (02) 6287 2555

Fax (02) 6287 [email protected]


4/42

Report on Geotechnical Investigation Project 50315Proposed Road Extension 19 January 2009Clarrie Hermes Drive, NICHOLLS

TABLE OF CONTENTS

Page

1. INTRODUCTION.........................................................................................................12. SITE DESCRIPTION AND REGIONAL GEOLOGY ....................................................23. FIELD WORK ..............................................................................................................2

3.1 Methods...........................................................................................................2 3.2 Results.............................................................................................................33.2.1 New Pavement Sections (Pits 1 14) .................................................3

3.2.2 Existing Pavement: Barton Highway...................................................43.2.3 Existing Pavement: Kuringa Drive ......................................................43.2.4 Existing Pavement: Clarrie Hermes Drive...........................................43.2.5 Groundwater........................................................................................ 4

4. LABORATORY TESTING ...........................................................................................55. PROPOSED DEVELOPMENT....................................................................................66. COMMENTS ...............................................................................................................6

6.1 Site Preparation and Earthworks.....................................................................66.1.1 Stripping...............................................................................................66.1.2 Excavation Conditions .........................................................................76.1.3 Reuse of Excavated Material...............................................................76.1.4 Filling Placement.................................................................................86.1.5 Filling Compaction...............................................................................86.1.6 Site Drainage.......................................................................................9

6.2 Pavement Design Considerations ...................................................................97. LIMITATIONS............................................................................................................10

APPENDIX A - Drawing 1

APPENDIX B - Notes Relating to this ReportResults of Field Work

APPENDIX C - Results of Laboratory Tests


5/42

Page 1 of 10


MJ J :mjjProject 50315

19 J anuary 2009

REPORT ON GEOTECHNICAL INVESTIGATION


CLARRIE HERMES DRIVE, NICHOLLS

1. INTRODUCTION

This report presents the results of a geotechnical investigation carried out for the proposedextension of Clarrie Hermes Drive at Nicholls. The work was commissioned by SMEC Australia

Pty Ltd, civil design engineers for the project.

The proposed extension totalled an approximate length of 2 km. The investigation was carried

out to provide information on surface and subsurface conditions and to provide comments on

design CBR values, foundations, earthworks and site preparation.

The investigation comprised the drilling/excavation of boreholes and test pits followed by

laboratory testing on selected samples and engineering analysis and reporting. Details of the

work undertaken and the results obtained are given within this report, together with comments

relating to design and construction practice.

A site survey drawing indicating the proposed road alignment was provided by the client for the

purposes of the investigation.


6/42

Page 2 of 10


2. SITE DESCRIPTION AND REGIONAL GEOLOGY

The proposed extension route follows an approximate north-east/south-west alignment

beginning at the Clarrie Hermes Drive/Kelleway Avenue intersection and terminating at the

Kuringa Drive/Barton Highway intersection, a distance of approximately 2000 m. The route

traverses moderately sloping terrain with surface gradients estimated to be approximately

1V:10H to 1V:40H.

Reference to the Canberra 1:100 000 Geological Series Sheet (Ref 1) indicates that the upper

part of the site is underlain by rock units of the Mount Ainslie Volcanics and the lower parts by

an unnamed formation both of early Silurian age. Both formations are part of the Hawkins

Volcanic Suite.

The Mount Ainslie Volcanics mapped at this site typically comprise dacitic ignimbrite, minor

ashstone, agglomerate and shale whilst the unnamed formation comprises green-grey dacite

porphyry. The investigation confirmed the presence of dacite and mudstone (shale) underlying

the site.

3. FIELD WORK

3.1 Methods

The fieldwork comprised the following:

the excavation of fourteen test pits (Pits 1 14) to depths of 0.7 3.6 m using a Caseextendahoe fitted with a 450 mm wide bucket.

the drilling of four boreholes (Bores 15 18) to 1.0 m depth using a Kubota KX121-3

mini excavator fitted with a 300 mm diameter solid flight auger.

It is noted that Pits 1 14 were excavated for the proposed new road segments and Bores 15

18 for existing pavement profiling at road tie-in points.


7/42

Page 3 of 10


The pits/boreholes were logged on-site by an experienced technical officer with selected

samples taken to assist in strata identification and for laboratory testing. The location of the field

tests are shown on Drawing 1 (Appendix A) with the AHD surface levels shown on the test pits

logs interpolated from the survey information provided.

3.2 Results

The test pit and borehole logs are included in Appendix B together with notes defining

classification methods and descriptive terms. The field tests encountered variable subsurface

conditions underlying the site with the principal succession of strata for each specific area of the

site broadly summarised in the following sections.

3.2.1 New Pavement Sections (Pits 1 14)

FILLING: brown, dry to moist, gravelly silty clay in Pit 1 to 0.15 m depth.

TOPSOIL: brown and dark brown sandy silt with some rootlets to depths of 0.1 0.2 m in Pits 4

12 and 14.

SILT: hard, dry, grey/light brown sandy silt to depths of 0.15 0.6 m.

OVERBURDEN: very stiff to hard (desiccated in some layers), dry to moist, brown, grey, orange

brown and yellow brown overburden soil comprising variable portions of clay, silt and sand.

Overburden was logged in Pits 3 11 to depths of 0.5 2.5 m and to the limit of investigation of

1.5 3.6 m in Pits 1, 2 and 12 14.

BEDROCK: very low to low strength, extremely to highly weathered, brown and yellow brown

dacite below depths of 0.5 2.5 m in Pits 3 11. Pit 3 was discontinued within low strength

dacite at the limit of investigation at 3.0 m (non refusal), whilst Pits 4 11 were terminated at

hard digging depths (refusal) of 0.7 3.0 m.


8/42

Page 4 of 10


3.2.2 Exist ing Pavement: Barton Highway

ASPHALT: grey asphalt to 0.13 m and 0.2 m depth.

BASECOURSE: compacted, dry to moist, purple brown and green grey sandy gravel to 0.5 m

depth.

SUBGRADE: medium dense, dry to moist, yellow brown clayey sand (grading into extremely

weathered dacite in Bore 17) to the limit of investigation at 1.0 m depth.

3.2.3 Existing Pavement: Kuringa Drive

ASPHALT: grey asphalt to 0.08 m depth.

BASECOURSE: compacted, dry to moist, grey sandy gravel to 0.48 m depth.

FILLING: compacted, moist, brown gravelly sandy clay (possible select filling layer) to the limit

of investigation at 1.0 m depth.

3.2.4 Exist ing Pavement: Clarrie Hermes Drive

ASPHALT: grey asphalt to 0.18 m depth.

FILLING: compacted, moist, yellow brown clayey sandy gravel (possible select filling layer) to

0.8 m depth.

SUBGRADE: very stiff, dry to moist, grey brown sandy clay to the limit of investigation at 1.0 m

depth.

3.2.5 Groundwater

No free groundwater was observed during excavation/drilling of the field testing. However it is

noted that the pits/bores were backfilled immediately following excavation/drilling precluding long

term monitoring of groundwater levels. Groundwater conditions rarely remain constant and can

change seasonally due to variations in rainfall and other factors.


9/42

Page 5 of 10


4. LABORATORY TESTING

Selected samples collected from the test pits were tested in the laboratory for measurement of

insitu moisture content, compaction and plasticity properties, California bearing ratio (CBR),

particle size analysis and dispersion potential. The detailed laboratory test report sheets are

included in Appendix C with the results summarised below in Tables 1 and 2.

Table 1 Results o f Plasticity Testing, Particle Size Analysis and Dispersion Potential

PitNo

Depth(m)

LL(%)

PI(%)

LS(%)

EmersonClassNo

%

Passing2.36 mm

Sieve

%

Passing0.075 mm

Sieve

Material

4 1.0 39 21 7.5 6 70 35Sandy Clay/Clayey

Sand

5 0.7 22 5 3.5 8 53 9 Weathered Dacite

Where: FMC =Field Moisture Content PI =Plasticity IndexLL =Liquid Limit LS =Linear Shrinkage

Table 2 Resul ts o f CBR Testing

PitNo.

Depth(m)

FMC(%)

OMC(%)

MDD(t/m

3)

CBR(%)

Material

1 0.6 12.5 12.5 1.92 7 Clayey Sand

4 1.0 14.5 15.0 1.86 1.5 Sandy Silty Clay

9 0.6 17.5 18.0 1.78 1.5 Sandy Clay

10 1.2 6.5 10.5 2.02 40 Weathered Dacite

13 1.0 12.0 11.5 1.93 1.0 Sandy Silty Clay

14 0.6 9.5 12.5 1.93 6 Silty Clay/Clayey Silt

Where FMC = Field moisture content MDD = Maximum dry densityOMC = Optimum moisture content CBR = California bearing ratio

The samples tested for CBR were compacted to 95% modified dry density ratio at optimum

moisture content and soaked for four days under surcharge loadings of 4.5 kg. The compaction

test results show that the samples tested were dry or close to optimum moisture content with a

variable range in CBR value.


10/42

Page 6 of 10


The results further indicate that the clayey/silty portion of the samples tested are of low to

intermediate plasticity. The Emerson Class numbers indicate that the samples tested are of low

dispersive potential.

5. PROPOSED DEVELOPMENT

It is understood that the proposed 2 km of extension of Clarrie Hermes Drive will form a link

between the Barton Highway and Horse Park Drive. The roadway will comprise one lane in

each direction. The project will also involve modifications to the existing Kuringa Drive and

Barton Highway intersection. At the time of reporting, road long-sections had not been

completed however, it is expected that minimal filling will be required with a maximum

excavation depth of 3 4 m.

6. COMMENTS

6.1 Site Preparation and Earthworks

6.1.1 Stripping

Site preparation for the construction of road formations should include the removal of vegetation,

silty topsoils and other deleterious materials from the proposed construction areas. Based on

the results of the investigation, stripping depths of up to 0.2 m are expected.

It is noted that the majority of the new pavement areas are underlain by silty sands and sandysilts to significant depths. This material could prove to be difficult to handle and compact and

will require careful moisture control. It is recommended that prior to any stripping of this

material, inspection be undertaken by a suitably qualified geotechnical engineer to assess the

need for any remedial measures.


11/42

Page 7 of 10


6.1.2 Excavation Condit ions

The investigation has indicated subsurface conditions generally comprising silty topsoils,

variable overburden soils with some desiccated layers overlying weathered dacite bedrock in

those locations which encountered rock.

The silty topsoil, overburden soils and very low to low strength dacite bedrock could be expected

to be removed using conventional earthmoving plant and as such no difficulties are anticipated.

Below hard digging depths (test pit refusal) though, excavation will largely be dependent on the

degree of fracturing/jointing and the strike and dip of bedding within the rock relative to the

excavation. Previous experience in the Canberra area has indicated that large excavators fitted

with toothed buckets and rippers could excavate 4 5 m within weathered rocks and cemented

soils. However, ripping (with D8 or D9 equipment) and some rock breaking should be

anticipated within the vicinity of Pits 5, 6, 8 and 11 where refusal/near refusal was reached at

shallow depths.

For permanent excavations in the topsoil, overburden and weathered rock, maximum gradients

of 2.5H:1V (horizontal:vertical) for residual soils and 1H:1V for very low to low strength dacite

are recommended. To minimise surface erosion the batter should be protected with toe and

spoon drains and vegetated as soon as possible after construction.

For temporary excavations, maximum gradients of 1H:1V and 0.5H:1V are suggested for very

stiff to hard soils and very low to low strength rock respectively.

Batters for low strength or greater bedrock should be individually inspected and treatedaccordingly.

6.1.3 Reuse of Excavated Material

The upper silty layer (underlying the root zone) is not considered to be suitable for engineering

applications. These soils may be difficult to handle and compact and will require careful

moisture control. The soils can be used for topsoil, placed in the verge, in landscape mounds or

other non-structural applications.


12/42

Page 8 of 10


The overburden soils include various combinations of sand, silt and clay. Generally the soils

appear adequate for reuse as general fill or controlled fill but would not suitable for use as select

fill as referenced in the ACT Government Standard Specification for Urban Infrastructure Works

Flexible Pavement Construction.

The weathered rock encountered in the test pits was logged as low to medium strength. This

material is considered suitable for use as filling in roadway embankments. As excavation

proceeds below the level of pit refusal, it would be expected that cobble and boulder sized rock

pieces would be removed, which would need to be crushed prior to use within filling areas (size

dependent on end use).

6.1.4 Filling Placement

In areas that require filling, the stripped surfaces should be proof rolled in the presence of a

geotechnical engineer. Any areas exhibiting significant deflections under proof rolling should be

treated by over-excavation and replacement with low plasticity granular filling.

All filling material should be placed in horizontal layers of maximum 250 mm loose thickness.

The material should have a moisture content within the range of 2% of modified optimum at the

time of placement.

All batters should be constructed no steeper than 2.5:1 (horizontal:vertical), protected against

erosion with toe and spoon drains constructed as a means of controlling surface flows on the

batters.

6.1.5 Filling Compaction

All filling placed within construction platforms should be compacted to a minimum 90% modified

maximum dry density, except for the upper 1.0 m, which should be compacted to a minimum of

95% modified maximum dry density (ACT Government Standard Specification for Urban

Infrastructure Works Earthworks). To validate compaction, field inspections and in-situ testing

of earthworks must be undertaken.


13/42

Page 9 of 10


6.1.6 Site Drainage

In undertaking earthworks operations on the site, it should be recognised that the drainage

characteristics of the site will be significantly altered and that temporary measures will be

required during construction to divert stormwater flow from the site. The overburden soils will be

susceptible to inundation and consequently, temporary drainage measures should be designed,

wherever possible, to avoid site inundation during wet weather. Unlined open spoon drains at

least 0.5 m deep are expected to be effective in intercepting water from upslope areas entering

the site.

6.2 Pavement Design Considerations

Based on the results of the field investigation, laboratory testing undertaken to date and

previous experience in the Gungahlin area, it is suggested that design subgrade CBR values as

indicated in Table 3, be adopted for design purposes which makes allowance for variability in

the strength of the site soils.

Table 3 Design CBR Values

Subgrade Material Design CBR (%) Relevant Test Locations

Clayey 1.0 2,7,9,10,11,13

Sandy 3.0 1,3,4,8,12,14,15-18

Weathered Dacite 7.0 5,6

Depending on the extent of excavation and/or filling, the subgrade conditions could change

significantly. As such, a review of the suggested design subgrade CBRs should be undertaken

following determination of road long-sections and subsequently during construction with

additional CBR testing undertaken.

The standard of construction, the selection of materials and quality of workmanship for the roads

should satisfy the requirements of the latest edition of the Standard Specification for Urban

Infrastructure Works or similar document.


14/42

Page 10 of 10


Surface and subsoil drainage should be installed and maintained to protect the pavement and

subgrade. Subsoil drains should be located at a minimum of 0.5 m depth below the excavation

level. Guidelines on the arrangement of subsoil drainage is given on Page 20 of ARRB SR41

(Ref 2). It should be noted that if the sub-base is of low permeability relative to the base layer,

then the subsoil drain must intersect all pavement layers as shown in ARRB SR41.

7. LIMITATIONS

This report has been prepared for the exclusive use of SMEC Australia Pty Ltd for the specific

application to the proposed Clarrie Hermes Drive extension at Nicholls. The report's

conclusions or recommendations do not apply if the nature, design or location of the

development is changed. If changes are contemplated, Douglas Partners must review them to

assess their impact on this report.

DOUGLAS PARTNERS PTY LTD

Reviewed by

Michael Jones Michael J ThomAssociate Principal

References:

1. Geology of Canberra 1:100 000 Geological Series Sheet 8727, Bureau of Mineral

Resources, (1992).

2. ARRB SR41 A Structural Design Guide for Flexible Residential Street Pavements,Australian Road Research Board, Special Report No. 41, 1989.


15/42

APPENDIX A

Drawing 1


16/42

APPENDIX B

Notes Relating to this ReportResults of Field Work


17/42

APPENDIX C

Results of Laboratory Testing


18/42

FILLING - well compacted, dry to moist, brown mediumplasticity gravelly silty clay

SANDY CLAY - very stiff, dry to moist, grey brownmottled medium plasticity sandy clay

SILTY SAND - dense, dry, brown fine to coarsegrained silty sand

SANDY SILTY CLAY - hard, dry, yellow brown mediumplasticity sandy silty clay

Cone Penetrometer AS1289.6.3.2

SANDY SILT - dessicated, dry, grey mottled lowplasticity sandy silt

SANDY SILT - hard, dry, light brown low plasticitysandy silt

Pit discontinued at 2.5m

(limit of investigation)

Results &Comments

Sampling & In Situ Testing

1

2

3

1.1

Water

CLAYEY SAND - dense, dry, light brown orange fine tocoarse grained clayey sand

1.4

1.7

2.1

2.5

0.8

0.3

0.15

CLAYEY SILT - very stiff, dry to moist, grey brown lowto medium plasticity clayey silt

LOGGED: J RB

RL

LOCATION: Clarrie Hermes Drive, Nicholls

A Auger sample pp Pocket penetrometer (kPa)D Disturbed sample PID Photo ionisation detectorB Bulk sample S Standard penetration testUx Tube sample (x mm dia.) PL Point load strength Is(50) MPaW Water sample V Shear Vane (kPa)C Core drilling Water seep Water level

REMARKS:

WATER OBSERVATIONS: No free groundwater observed

TEST PIT LOG

Depth(m)

PIT No: 1PROJECT No: 50315DATE: 10 Dec 08SHEET 1 OF 1

5 10 15 20

Dynamic Penetrometer Test(blows per mm)

Sand Penetrometer AS1289.6.3.3

634

633

632

631

Grap

hic

Log

Type

Sample

RIG: Case Extendahoe - 450mm bucket

1

2

3

Description

of

Strata

Initials:

Date:

CHECKED

CLIENT:

PROJECT:

SURFACE LEVEL: 634.6 mEASTING:

NORTHING:

DIP/AZIMUTH: 90/--

SAMPLING & IN SITU TESTING LEGEND

SMEC Australia Pty LtdProposed Road Extension

Depth

D

D

B

1.5

0.6

2.2


19/42


Description

of

StrataResults &Comments


Depth

Sample

SANDY SILT - very stiff, dry, grey low plasticity sandysilt

SANDY CLAY - hard, dry, brown yellow mediumplasticity sandy clay

CLAYEY SAND - dense, dry, yellow brown fine tocoarse grained clayey sand

SILTY SAND - dessicated, dry, brown grey mottled fineto coarse grained silty sand

- dry to moist, brown from 1.6m

SANDY SILT - very stiff, dry to moist, grey brownmottled low plasticity sandy silt



Water

0.15

0.6

0.9

2.5

3.0

Depth(m)

TEST PIT LOG


REMARKS:

RL

Grap

hic

Log

1

2

3

639

638

637

636




LOGGED: J RB

Date:

Type

Initials:


5 10 15 20

CHECKED

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3



1.0

2.0

D

D


20/42

Depth

1

2

3

Water


Description

of

Strata Grap

hic

Log

Type

0.2

SANDY SILT - very stiff, dry, dark brown low plasticitysandy silt

SILTY SAND - medium dense, dry, brown fine tocoarse grained silty sand

- dense from 1.6m

DACITE - low strength, extremely to highly weathered,brown medium grained dacite




Sample

2.5

3.0

Results &Comments

Depth(m)




5 10 15 20

Initials:

Clarrie Hermes Drive, Nicholls

TEST PIT LOG


644

643

642

641

LOGGED: J RB

REMARKS:



NORTHING:

DIP/AZIMUTH: 90/--

Date:

CHECKED

CLIENT:

PROJECT:

LOCATION:



1

2

3

RL


0.5

2.5

1.5

D

D

D


21/42



1

2

3

Water

Depth

Sample

Description

of

Strata Grap

hic

Log

0.1

TOPSOIL - dark brown sandy silt with rootlets


CLAYEY SAND - dense, dry, yellow brown fine tocoarse grained clayey sand

DACITE - very low to low strength, extremely to highlyweathered, yellow brown medium grained dacite


(refusal)

Results &Comments

0.6

1.4

2.2






Depth(m)

Type

LOCATION:


REMARKS:

653

652

651

650

LOGGED: J RB

TEST PIT LOG

Initials:

5 10 15 20

CHECKED


CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

Date:

0.5

1.0

2.0

D

D

D


22/42

Sample

1

2

3

Water

Depth


Grap

hic

Log

Type

0.45



DACITE - very low to low strength, extremely to highlyweathered, brown medium grained dacite


(refusal)


0.1

0.7

Results &Comments

Description

of

Strata

WATER OBSERVATIONS: No free groundwater observed Sand Penetrometer AS1289.6.3.3

Initials:



5 10 15 20



662

661

660

659

Depth(m)

TEST PIT LOG

LOGGED: J RB

REMARKS:


NORTHING:

DIP/AZIMUTH: 90/--

Date:

CHECKED

CLIENT:

PROJECT:



1

2

3

RL


LOCATION:

0.7B


23/42



1

2

3

Water

Depth

Sample

Description

of

Strata Grap

hic

Log

0.1



CLAYEY SILTY SAND - dense, dry, yellow brownmottled fine to medium grained clayey silty sand

RHYODACITE - very low to low strength, extremely tohighly weathered, moderately fractured, brown yellowfine to medium grained dacite


(refusal)

Results &Comments

0.4

0.6

1.2


LOCATION:


Depth(m)

TEST PIT LOG



REMARKS:


LOGGED: J RB

658

657

656

655

Type

Initials:

5 10 15 20

CHECKED


CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

Date:

0.6B


24/42

Grap

hic

Log

Results &Comments


1

2

3


Depth

Sample

Description

of

StrataWater



SANDY SILTY CLAY - hard, dry, brown orange greymottled medium plasticity sandy silty clay

- light yellow brown grey mottled from 1.0m

RHYODACITE - very low to low strength, extremely tohighly weathered, yellow brown fine to medium grainedrhyodacite


(refusal)

0.1

0.4

1.9

2.8

REMARKS:



Depth(m)

TEST PIT LOG

LOCATION:


5 10 15 20

LOGGED: J RB


649

648

647

646


Date:

Type

Initials:



CHECKED

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

0.7

1.6

2.6

B

D

D


25/42



1

2

3

Water

Depth

Sample

Description

of

Strata Grap

hic

Log

0.1



CLAYEY SILTY SAND - dense, dry, yellow brown darkgrey mottled fine to coarse grained clayey silty sand

RHYODACITE - low strength, highly weathered,moderately fractured, brown yellow fine to mediumgrained rhyodacite


(refusal)

Results &Comments

0.4

0.8

1.2


LOCATION:


Depth(m)

TEST PIT LOG



REMARKS:


LOGGED: J RB

649

648

647

646

Type

Initials:

5 10 15 20

CHECKED


CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

Date:

1.0D


26/42


Description

of



Depth

Sample



SANDY CLAY - hard, dry, orange yellow brown mottledmedium to high plasticity sandy clay

- yellow brown from 0.8m

CLAYEY SAND - dense, dry, yellow brown fine tocoarse grained clayey sand with some rock structure

DACITE - very low to low strength, extremely to highlyweathered, brown yellow fine to medium grained dacite


(near refusal)

Water

0.1

0.35

1.1

1.5

2.1

Depth(m)

TEST PIT LOG


REMARKS:

RL

Grap

hic

Log

1

2

3

649

648

647

646




LOGGED: J RB

Date:

Type

Initials:


5 10 15 20

CHECKED

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3



0.6

1.3

B

B


27/42


Results &Comments


1

2

3

Description

of

StrataWater

Depth

Sample




CLAYEY SAND - dense, dry, yellow brown fine tocoarse grained clayey sand with some rock structure



(near refusal)

0.1

0.45

0.9

1.1

1.8

LOGGED: J RBRIG: Case Extendahoe - 450mm bucket

651

650

649

648

Depth(m)

TEST PIT LOG

RL


5 10 15 20Grap

hic

Log



REMARKS:

Type

Initials:



Date:

CHECKED

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3


1.2

D

B

0.5


28/42


1

2

3

Water


Depth

Sample

Description

of

Strata Grap

hic

Log

0.1






(near refusal)

Results &Comments

0.35

0.7

1.6

TEST PIT LOG


LOGGED: J RB

5 10 15 20



Type


LOCATION:


REMARKS:

655

654

653

652

Depth(m)

CHECKED

Initials:


Date:


CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

0.5

1.2

D

D


29/42


1

2

3

Water

Depth

Sample

Description

of

Strata Grap

hic

Log


0.15



SILTY SAND - dense, dry, brown fine to coarsegrained silty sand

SILTY CLAYEY SAND - dense, dry, brown fine tocoarse grained silty clayey sand with silty clay pockets



Results &Comments

0.6

2.7

3.6

Type



LOGGED: J RB


Depth(m)

TEST PIT LOG

Sand Penetrometer AS1289.6.3.3WATER OBSERVATIONS: No free groundwater observed

5 10 15 20

REMARKS:

650

649

648

647


Date:

Initials:

LOCATION:


CHECKED

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

2.0

3.0

D

D

D

1.0


30/42


1

2

3

Water

Depth

Sample

Description

of

Strata Grap

hic

Log


0.2

SANDY SILT - hard, dry, brown low plasticity sandy silt

CLAYEY SAND - dense, dry, brown yellow fine tocoarse grained clayey sand

SANDY SILTY CLAY - hard, dry, yellow brown mediumplasticity sandy silty clay

SILTY SAND - cemented, dry, brown yellow greymottled fine to coarse grained silty sand


(slow progress)

Results &Comments

0.9

1.3

2.3

Type



LOGGED: J RB


Depth(m)

TEST PIT LOG

Sand Penetrometer AS1289.6.3.3WATER OBSERVATIONS: No free groundwater observed

5 10 15 20

REMARKS:

644

643

642

641


Date:

Initials:

LOCATION:


CHECKED

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

1.0

2.0

D

B

D

0.5


31/42


1

2

3

Water


Depth

Sample

Description

of

Strata Grap

hic

Log

0.2

TOPSOIL - brown sandy silt with rootlets

SILTY CLAY/CLAYEY SILT - hard, dry, yellow brownlow to medium plasticity silty clay/clayey silt

SILT - hard, dry, grey low plasticity silt with some sand

SANDY CLAY - hard, dry, dark brown mediumplasticity sandy clay



Results &Comments

0.7

1.0

1.5

TEST PIT LOG


LOGGED: J RB

5 10 15 20



Type


LOCATION:


REMARKS:

639

638

637

636

Depth(m)

CHECKED

Initials:


Date:


CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

RL

0.6

1.3

B

D


32/42

Grap

hic

Log

Depth

Sample

Description

of

Strata

Well

Construction

Details


1

2

3

Type

0.2

ASPHALT - 200mm grey asphalt

FILLING - well compacted, dry to moist, green greyfine to coarse grained sandy gravel (base)

CLAYEY SAND - medium dense, dry to moist, yellowbrown fine to coarse grained clayey sand

Bore discontinued at 1.0m


0.5

1.0

Water


LOGGED: J RB


Initials:

BOREHOLE LOG

Results &Comments


REMARKS:

LOCATION:

TYPE OF BORING: 300mm auger

DRILLER: Beno Excavations CASING:

642

641

640

639

Depth(m)


NORTHING:

DIP/AZIMUTH: 90/--

Date:

CHECKED

BORE No: 15PROJECT No: 50315DATE: 10 Dec 08SHEET 1 OF 1

CLIENT:

PROJECT:



1

2

3

RL

RIG: Kubota KX121-3

D 0.7


33/42

Grap

hic

Log

Depth

Sample

Description

of


Well

Construction

Details


1

2

3

Type

0.08


FILLING - well compacted, dry to moist, grey fine tocoarse grained sandy gravel (base)

FILLING - well compacted, dry to moist, brown mediumplasticity gravelly sandy clay (select)



0.45

1.0

Water

CASING:


Initials:

BOREHOLE LOG


REMARKS:

LOCATION:



DRILLER: Beno Excavations

638

637

636

635

LOGGED: J RB

Depth(m)


Date:

CHECKED



NORTHING:

DIP/AZIMUTH: 90/--


1

2

3

RL

RIG: Kubota KX121-3

CLIENT:

PROJECT:

0.6D

D 0.15


34/42

Description

of

Strata Depth

Sample

Well

Construction

DetailsResults &Comments


1

2

3


FILLING - well compacted, dry to moist, purple brownfine to coarse grained sandy gravel (base)

CLAYEY SAND - medium dense, dry to moist, yellowbrown fine to coarse grained clayey sand with somegravel

DACITE - very low strength, extremely weathered,brown yellow medium grained dacite



Water

Grap

hic

Log

0.13

0.5

0.9

1.0


641

640

639

638

BOREHOLE LOG

LOCATION:

Depth(m)

Type


RL




CASING:LOGGED: J RB


REMARKS:

Initials:

Date:

RIG: Kubota KX121-3

CLIENT:

PROJECT:


NORTHING:

DIP/AZIMUTH: 90/--



1

2

3

CHECKED

D

0.5D

0.15


35/42

Grap

hic

Log

Depth

Sample

Description

of


Well

Construction

Details


1

2

3

Type

0.18


FILLING - well compacted, moist, brown yellow fine tocoarse grained clayey sandy gravel (select)

SANDY CLAY - very stiff, dry to moist, grey brownmedium plasticity sandy clay



0.8

1.0

Water

CASING:


Initials:

BOREHOLE LOG


REMARKS:

LOCATION:




633

632

631

630

LOGGED: J RB

Depth(m)


Date:

CHECKED



NORTHING:

DIP/AZIMUTH: 90/--


1

2

3

RL

RIG: Kubota KX121-3

CLIENT:

PROJECT:

0.9D

D 0.5


36/42


37/42


38/42


39/42


40/42


41/42


42/42

Appendix R - Geotech Report

Documents

Transcript of Appendix R - Geotech Report