ACT Geotechnical Engineers Pty Ltd Technical Report.pdf · ACT Geotechnical Engineers Pty Ltd CONSERVATION, PLANNING AND RESEARCH PROPOSED LOG JAM MURRUMBIDGEE RIVER THARWA ACT GOETECHNICAL

ACT Geotechnical Engineers Pty Ltd

CONSERVATION, PLANNING AND RESEARCH

PROPOSED LOG JAM MURRUMBIDGEE RIVER THARWA ACT

GOETECHNICAL INVESTIGATION REPORT

MARCH 2012

ACT Geotechnical Engineers Pty LtdACN 063 673 530

6 March 2012

Our ref: BH/C6286

Conservation, Planning & Research

GPO Box 158

CANBERRA ACT 2600

Attention: Mr Charlie Carruthers

Dear Sir

MURRUMBIDGEE RIVER, THARWA, ACT

GEOTECHNICAL INVESTIGATION

We are pleased to present our geotechnical inves

Murrumbidgee River, Tharwa, ACT.

The report outlines the methods and results of Dynamic Cone Penetration testing, describes inferred

subsurface conditions, describes the site geology and provides site photos and indicative cross

sections.

Should you require any further information regar

our office.

Yours faithfully


Jeremy Murray

Director

ACT Geotechnical Engineers Pty Ltd 31-37

Phillip ACT 2606 Australia

Ph: (02) 6285 1547

Fax: (02) 6285 1861



PROPOSED LOG JAM


GEOTECHNICAL INVESTIGATION REPORT

We are pleased to present our geotechnical investigation report for a proposed

ACT.


subsurface conditions, describes the site geology and provides site photos and indicative cross

Should you require any further information regarding this report, please do not hesitate to contact


37 Townshend St.,Suite 3

Phillip ACT 2606 Australia

Ph: (02) 6285 1547

Fax: (02) 6285 1861


tigation report for a proposed log jam at the


subsurface conditions, describes the site geology and provides site photos and indicative cross-

ding this report, please do not hesitate to contact

CONSERVATION, PLANNING & RESEARCH





PROPOSED LOG JAM



MARCH 2012


CONSERVATION PLANNING & RESEARCH



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

2 SITE DESCRIPTION & GEOLOGY

3 INVESTIGATION METHODS

3.1 Dynamic Cone Penetrometer (DCP)

3.2 Site Investigation ................................

4 INVESTIGATION RESULTS ................................

4.1 DCP Test Results ................................

4.2 Inferred Subsurface Conditions

5 DISCUSSION ................................

REFERENCES

FIGURE 1 - Site Locality

FIGURE 2 - DCP Diagrammatic Setup

FIGURE 3 - Aerial Photograph & DCP Locations

FIGURE 4 - Section A-A

APPENDIX A - DCP Logs DCP1

APPENDIX B - Definitions of Geotechnical Engineering Terms


CONSERVATION PLANNING & RESEARCH

PROPOSED LOG JAM



TABLE OF CONTENTS

................................................................................................................................

EOLOGY ................................................................................................

................................................................................................

Dynamic Cone Penetrometer (DCP) ................................................................

................................................................................................

................................................................................................

................................................................................................

Inferred Subsurface Conditions ................................................................

................................................................................................................................

Site Locality

DCP Diagrammatic Setup

Aerial Photograph & DCP Locations

A

DCP1 to DCP13

Definitions of Geotechnical Engineering Terms


.......................................... 1

............................................... 1

....................................................... 1

..................................................... 1

......................................................... 2

........................................................... 2

.......................................................... 2

............................................................... 4

............................................... 4




1 INTRODUCTION

At the request of Conservation, Planning & Research

Dynamic Cone Penetrometer (DCP) tests

ACT.

It is understood the project comprise

sections of multiple timber piles driven

was to:

(i) Infer subsurface conditions including soil strata, bedrock

well as establish the inferred subsurface profile across the area.

(ii) Describe the site geology

(iii) Provide the results of Dynamic Cone Penetrating (

(iv) Provide site photos and relevant

2 SITE DESCRIPTION & GEOLOGY

The proposed log jams are to be located at a section of the Murrumbidgee River,

200/300m north of the Tharwa Bridge, near

The 1:50,000 Canberra, Queanbeyan & Environs map Geology map (Reference 1) documents the

site to be covered in Quaternary age alluvial deposits

Murrumbidgee River to be underlain by Silurian age

Murrumbidgee Batholith formation

bedrock of rhyodacitic tuff of the Bransby Beds formation

striking in a north-south direction, generally following

geological boundary between the

3 INVESTIGATION METHODS

3.1 Dynamic Cone Penetrometer

The Dynamic Cone Penetrometer (DCP) is an apparatus that measures the penetr

of a soil to the penetration of a steel cone of 30 degrees angle and 20 ± 2mm diameter driven with

a 9kg mass dropping from a height of

setup of the DCP apparatus.

The test is used to measure the penetration resistance “N”

the number of blows to produce 300mm

number of geotechnical parameters of an in

cohesionless soil can be estimated

If there is no penetration since the last recording of blows it is deemed refusal, and the assumption

that an impenetrable subsoil layer has been reached.

1



PROPOSED LOG JAM



Conservation, Planning & Research, ACT Geotechnical Engineers carried out

Dynamic Cone Penetrometer (DCP) tests for a proposed log jam at Murrumbidgee River

he project comprises the construction of two engineered log jams consisting of two

sections of multiple timber piles driven or bored into the subsurface. The aim of the investigation

subsurface conditions including soil strata, bedrock depth, and groundwater presence, as

well as establish the inferred subsurface profile across the area.

Dynamic Cone Penetrating (DCP) testing.

Provide site photos and relevant sub-surface cross-sections.

SITE DESCRIPTION & GEOLOGY

to be located at a section of the Murrumbidgee River,

200/300m north of the Tharwa Bridge, near Tharwa, ACT. Figure 1 shows the site locality.

a, Queanbeyan & Environs map Geology map (Reference 1) documents the

covered in Quaternary age alluvial deposits. The map indicates the western side of the

underlain by Silurian age Tharwa Adamelite bedrock

Murrumbidgee Batholith formation and the eastern side to be underlain by Silurian age volcanic

of the Bransby Beds formation. The map also indicates a nearby fault

south direction, generally following the Murrumbidgee River. This fault defines the

geological boundary between the Murrumbidgee Batholith and Bransby Beds formation.

Dynamic Cone Penetrometer (DCP)

The Dynamic Cone Penetrometer (DCP) is an apparatus that measures the penetr


from a height of 510mm (AS1289.6.3.2). Figure 2 shows

measure the penetration resistance “N” value which is calculated by measuring

s to produce 300mm of penetration. The “N” value can be used to estimate a

l parameters of an in-situ soil, in particular the relative den

estimated.


subsoil layer has been reached.


, ACT Geotechnical Engineers carried out

Murrumbidgee River, Tharwa,

the construction of two engineered log jams consisting of two

The aim of the investigation

depth, and groundwater presence, as

to be located at a section of the Murrumbidgee River, approximately

Tharwa, ACT. Figure 1 shows the site locality.

a, Queanbeyan & Environs map Geology map (Reference 1) documents the

. The map indicates the western side of the

Adamelite bedrock of the

and the eastern side to be underlain by Silurian age volcanic

. The map also indicates a nearby fault

rumbidgee River. This fault defines the

Murrumbidgee Batholith and Bransby Beds formation.

The Dynamic Cone Penetrometer (DCP) is an apparatus that measures the penetration resistance


shows the diagrammatic

which is calculated by measuring

penetration. The “N” value can be used to estimate a

n particular the relative density of a


3.2 Site Investigation

The site investigation was conducted on 15 February 2012, comprising thirteen Dynamic Cone

Penetrometer (DCP) tests, terminating

performed in locations chosen by the client, and t

on Figure 3.

Based on the results of DCP testing

along the river, the inferred underlying soil profile was logged. Definitions of geotechnical

engineering terms used in the report on the borehole logs, including a copy of the USCS chart, are

provided in Appendix B.

4 INVESTIGATION RESULTS

4.1 DCP Test Results

Thirteen DCP tests designated DCP1 to DCP13

on 15 February 2012, the results of which are shown in Table 1 below.

DYNAMIC CONE PENETROMETER (DCP) TEST RESULTS

DCP1

Depth (m) Blows Depth (m)

0.1 - 0.1

0.2 - 0.2

0.3 - 0.3

0.4 - 0.4

0.5 - 0.5

0.6 1 0.6

0.7 3 0.7

0.8 2 0.8

0.9 2 0.9

1 3 1

1.1 1 1.1

1.2 2 1.2

1.3 1 1.3

1.4 2 1.4

1.5 3 1.5

1.6 1 1.6

1.7 12 1.7

1.8 10 Refusal 1.8

1.9 1.9

2 2

2.1 2.1

2



terminating refusal at between 1m and 2.1m depth. Tests were

locations chosen by the client, and the locations of the DCP test locations

Based on the results of DCP testing, local geology maps, a site walkover, and past investigations

the inferred underlying soil profile was logged. Definitions of geotechnical

used in the report on the borehole logs, including a copy of the USCS chart, are

designated DCP1 to DCP13, were carried out in locations specified by the client

2012, the results of which are shown in Table 1 below.

TABLE 1

DYNAMIC CONE PENETROMETER (DCP) TEST RESULTS

DCP2 DCP3

Depth (m) Blows Depth (m) Blows Depth (m)

0.1 - 0.1 -

0.2 - 0.2 -

0.3 - 0.3 -

0.4 - 0.4 -

0.5 1 0.5 -

0.6 1 0.6 1

0.7 1 0.7 2

0.8 3 0.8 4

0.9 4 0.9 4

4 1 4

1.1 4 1.1 3

1.2 3 1.2 3

1.3 4 1.3 2

1.4 3 1.4 1

1.5 3 1.5 2

1.6 3 1.6 1

1.7 3 1.7 9 Refusal

1.8 5 1.8

1.9 13 1.9

18 2

2.1 7 Refusal 2.1



between 1m and 2.1m depth. Tests were

DCP test locations are shown

, a site walkover, and past investigations

the inferred underlying soil profile was logged. Definitions of geotechnical

used in the report on the borehole logs, including a copy of the USCS chart, are

in locations specified by the client

DCP4

Depth (m) Blows

0.1 -

0.2 -

0.3 -

0.4 -

0.5 2

0.6 3

0.7 2

0.8 1

0.9 7

1 2

1.1 15 Refusal

1.2

1.3

1.4

1.5

1.6

1.7

1.8

1.9

2

2.1

DCP5


0.1 - 0.1

0.2 - 0.2

0.3 1 0.3

0.4 - 0.4

0.5 - 0.5

0.6 - 0.6

0.7 - 0.7

0.8 1 0.8

0.9 - 0.9

1 2 1

1.1 1 1.1

1.2 2 1.2

1.3 1 1.3

1.4 1 1.4

1.5 14 Refusal 1.5

DCP9


0.1 - 0.1

0.2 - 0.2

0.3 - 0.3

0.4 - 0.4

0.5 - 0.5

0.6 - 0.6

0.7 - 0.7

0.8 - 0.8

0.9 - 0.9

1.0 1 1.0

1.1 2 1.1

1.2 8 1.2

1.3 19 1.3

1.4 14 1.4

1.5 15 Refusal 1.5

1.6 1.6

1.7 1.7

DCP13


0.1 - 0.1

0.2 - 0.2

0.3 - 0.3

0.4 - 0.4

0.5 - 0.5

0.6 - 0.6

0.7 1 0.7

0.8 3 0.8

0.9 3 0.9

1.0 9 1.0

1.1 3 Refusal 1.1

3


DCP6 DCP7


- 0.1 -

- 0.2 -

- 0.3 -

- 0.4 -

0 0.5 -

1 0.6 1

5 0.7 2

5 0.8 1

11 0.9 2

33 Refusal 1 1

1.1 1

1.2 14 Refusal

1.3

1.4

1.5

DCP10 DCP11


- 0.1 -

- 0.2 -

- 0.3 -

- 0.4 -

1 0.5 -

2 0.6 -

2 0.7 1

7 0.8 -

14 0.9 -

13 1.0 -

20 Refusal 1.1 2

1.2 7

1.3 9

1.4 3 Refusal

1.5

1.6

1.7


0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1


DCP8

Depth (m) Blows

0.1 -

0.2 -

0.3 -

0.4 1

0.5 -

0.6 -

0.7 1

0.8 2

0.9 -

1 1

1.1 1

1.2 3

1.3 8

1.4 6 refusal

1.5

DCP12

Depth (m) Blows

0.1 -

0.2 -

0.3 -

0.4 -

0.5 1

0.6 1

0.7 1

0.8 2

0.9 1

1.0 1

1.1 1

1.2 1

1.3 2

1.4 2

1.5 2

1.6 11

1.7 15 Refusal

Depth (m) Blows

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

DCP tests were carried out from existing surface levels in locations chosen by the client. Tests

designated DCP3, DCP6 & DCP9 were carried out in the river channel at

below the water level. Photos 1 to 3 show the river location upstream and

tests being performed. Figure 4 shows an indicative cross

showing the inferred alluvial soil/bedrock depths

profile at the log jam locations.

4.2 Inferred Subsurface Conditions

The subsurface conditions of the proposed

testing, a site walk-over, past investigations along the river, and

in Appendix A can be referred to for more detail.

The subsurface profile is expected

5 DISCUSSION

DCP tests were performed to make pr

thirteen tests refused on hard material at 0.8m/1.8m depth that is inferred to be the underlying

bedrock level. To confirm the exact depth of the subsurface profile further geotechnical

investigation using a drill rig or backhoe/excavator with auger attachment is required. It is

recommended that a geotechnical engineer be present during construction to give further advice

and recommendations for the proposed log jam.


Geological

Profile

Typical Depth Interval

ALLUVIAL SOILS 0m to 0.8m/1.

WEATHERED

BEDROCK

Below 0.8m

4



designated DCP3, DCP6 & DCP9 were carried out in the river channel at approximately

Photos 1 to 3 show the river location upstream and downstream, and

Figure 4 shows an indicative cross-section across the sand bank/river

ed alluvial soil/bedrock depths, and is representative of the typical subsurface

Inferred Subsurface Conditions

The subsurface conditions of the proposed log jam have been estimated using the results of DCP

over, past investigations along the river, and local geology maps

in Appendix A can be referred to for more detail.

is expected to comprise:

DCP tests were performed to make predictions of the depth of subsurface soil/bedrock layers. All



ation using a drill rig or backhoe/excavator with auger attachment is required. It is


and recommendations for the proposed log jam.

Engineers Pty Ltd

Typical Depth Interval Description

/1.8m SAND; fine to coarse sand, pale brown, dry to moist,

becomes wet at approximately river level, generally

loose, becoming medium dense above inferred

bedrock layer.

0.8m/1.8m RHYODACITE; generally fine to coarse

extremely to highly weathered (

weathered (HW) and very weak

strength and weathering may vary with depths

greater then DCP test depths.



approximately 300mm

downstream, and DCP

section across the sand bank/river

, and is representative of the typical subsurface

using the results of DCP

local geology maps. The DCP logs

edictions of the depth of subsurface soil/bedrock layers. All



ation using a drill rig or backhoe/excavator with auger attachment is required. It is


fine to coarse sand, pale brown, dry to moist,

becomes wet at approximately river level, generally

, becoming medium dense above inferred

to coarse grained, red,

weathered (EW/HW), highly

very weak to weak rock,

strength and weathering may vary with depths

REFERENCES

1 Bureau of Mineral Resources, “Geology of Canberra, Queanbeyan & Environs - 1:50,000

Geological Series”, 1980.

2 Standards Australia, “AS1289 – “Methods of Testing Soils for Engineering Purposes”.



SITE LOCALITY

ACT Geotechnical Engineers Pty Ltd C6286 FIGURE 1

N



DCP DIAGRAMMATIC SETUP




AERIAL PHOTOGRAPH & DCP LOCATIONS


DCP8

DCP7

DCP10

DCP2 DCP1

DCP12

DCP5

DCP4

DCP3

DCP13

DCP6

DCP11

DCP9

Photo 1 – Upstream of the Murrumbidgee River

Photo 2 – Downstream of the Murrumbidgee River

Photo 3 – DCP test being carried out.

APPENDIX A

DCP Logs DCP1 to DCP13

1.7

Non

e E

ncou

nter

ed

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

/12

DCPSW

1.8

LOOSE

HW ORSTRONGERBEDROCK

ALLUVIUM

1

0

0

0

0

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

2

BOREHOLE TERMINATED AT 1.8mRefusal at inferred bedrock level.

HW OR STRONGER RHYODACITIC TUFF

SAND; fine to coarse sand, pale brown, dry to moist.0

3

10

3

1

2

2

1

2

1

3

12

Job No.C6286

U.S

.C.S

.

Cas

ing

GeologicalProfile

Gra

phic

Log

1 of 1

Logged By :

PROJECT


Poposed Log JamMurrumbidgee River, Tharwa

Date :Checked By :

CLIENT:Location :


Sheet

Date :

1.0

2.0

FieldTest

Results

1.0

2.0

2.2

Dep

th

Wat

er

DCP1

Equipment Type : Dynamic Cone PenetrometerHole Diameter :

Dep

th

Con

sist

ency

orR

elat

ive

Den

sity

Borehole No.

Borehole Log

Metres

Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS

ampl

es

Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.

Non

e E

ncou

nter

ed

0.8

1

1.1

LOOSE ALLUVIUM

1.0

2.0

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

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J A

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Dep

th

DCP

Cas

ing

EW/HWBEDROCK


SW

0

0

0

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

1

2



EW/HW RHYODACITIC TUFF

SAND; fine to coarse sand, pale brown, dry to moist.

0

20

13

14

7

2

Job No.C6286

U.S

.C.S

.

FieldTest

ResultsGeological

Profile

Gra

phic

Log

1 of 1

Logged By :

PROJECT



Date :Checked By :

CLIENT:Location :


Borehole No.

Date :

Sam

ples

2.2

1.0

2.0

Metres

Dep

th

Wat

er

DCP10Borehole LogSheet

Con

sist

ency

orR

elat

ive

Den

sity


Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure



BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

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J A

CT

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7/3

/12

Non

e E

ncou

nter

ed

1.3

1.4

LOOSE

1.0

2.0

DCP

Dep

th

ALLUVIUMSW

Cas

ing

0




Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

0

0

0

0

0

3

0

1

9

7

2

0

0

CLIENT:Job No.

C6286

U.S

.C.S

.

GeologicalProfile

Gra

phic

Log

Logged By :

PROJECT



Date :Checked By :

Conservation, Planning & ResearchLocation :

FieldTest

Results

Date :

1.0

2.0

1 of 1S

ampl

es

2.2

Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure

Material Description, Structure

Dep

th

Wat

er

DCP11Borehole LogBorehole No.

Sheet

Con

sist

ency

orR

elat

ive

Den

sity

Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.Equipment Type : Dynamic Cone Penetrometer

Hole Diameter :

Metres

1.7

1.6

1.5

Non

e E

ncou

nter

ed


BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

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J A

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7/3

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DCPSW LOOSE

EW TO EW/HWBEDROCK

ALLUVIUM

1

0

0

0

0

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

2



EW TO EW/HW RHYODACITIC TUFF


2

1

11

1

2

2

1

1

1

1

15

GeologicalProfile

Job No.C6286

U.S

.C.S

.

CLIENT:

Gra

phic

Log

1 of 1

FieldTest

Results

Borehole No.

PROJECT



Date :Checked By :Date :Logged By :


1.0

2.0

Cas

ing

Sheet

Dep

thD

epth

Wat

er

DCP12


Con

sist

ency

orR

elat

ive

Den

sity


Borehole Log


Metres

1.0

2.0

Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS

ampl

es

2.2


0

0

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m


0


SAND; fine to coarse sand, pale brown, dry to moist. DCP

FieldTest

Results

3

0

0

9

3

3

1

0

PROJECT

Job No.C6286

U.S

.C.S

.

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

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7/3

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GeologicalProfile

Gra

phic

Log

1 of 1



Date :Checked By :Date :

Location :

CLIENT:

Logged By :

DCP13

1.0

2.0

Dep

th

Wat

er

2.2

1.0

2.0

Dep

th

Sheet

Con

sist

ency

orR

elat

ive

Den

sity


Hole Diameter :

Metres


ampl

es

Cas

ing

Borehole Log

ALLUVIUMLOOSE

1

0.9

Non

e E

ncou

nter

ed

1.1

Borehole No.

EW TO EW/HWBEDROCK


SW

SW

Non

e E

ncou

nter

ed

1.8

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

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J A

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DCP


EW TO EW/HWBEDROCK

LOOSE

2.1

2

ALLUVIUM

1

1

0

0

0

0

4





Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

3

7

18

13

1

3

3

3

3

4

3

4

4

5

Con

sist

ency

orR

elat

ive

Den

sity

C6286

U.S

.C.S

.

GeologicalProfile

Gra

phic

Log

1 of 1

FieldTest

Results

Borehole No.

Sheet

PROJECT



Date :Checked By :Date :

Job No.

Logged By :

Conservation, Planning & ResearchCLIENT:Location :

Dep

th

DCP2

Dep

th

Wat

er

Cas

ing

1.0

2.0

Borehole Log

Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureMetres


2.2

Sam

ples


1.0

2.0


BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

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7/3

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1.7

1.6

Non

e E

ncou

nter

ed

DCP

Cas

ing

LOOSESW


ALLUVIUM

1

0

0

0

0

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

4




2

Dep

th

2

1

4

1

2

3

3

4

9

Job No.C6286

U.S

.C.S

.

FieldTest

ResultsGeological

Profile

Gra

phic

Log

1 of 1

Logged By :

PROJECT



Date :Checked By :

CLIENT:Location :


Borehole No.

Date :

Sam

ples

DCP3

Wat

er

Dep

th

1.0

2.0

1.0

2.0


Sheet

Con

sist

ency

orR

elat

ive

Den

sity

Borehole Log

2.2

Metres

Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure


SW

Non

e E

ncou

nter

ed

1

1.1

LOOSE ALLUVIUM


BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

/12

Cas

ing

Dep

th

1.0

2.0

DCP

2




Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

0

0

0

0

3

1

7

2

15

DCP4

2

U.S

.C.S

.

Gra

phic

Log

CLIENT:Job No.

GeologicalProfile

C6286Location :

PROJECT



Date :


Date :

1 of 1

Logged By : Checked By :


ampl

es


1.0

2.0

Dep

th

2.2

Borehole Log


FieldTest

Results

Con

sist

ency

orR

elat

ive

Den

sity

Wat

er

Borehole No.

Metres

Sheet

ALLUVIUM

Non

e E

ncou

nter

ed

1.4

1.5

LOOSE

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

/12

DCP

Cas

ing

SW


0

2

1

0

0

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

1




14

1.0

2.0

0

1

1

2

1

2

0

Job No.C6286Conservation, Planning & Research

GeologicalProfile

Gra

phic

Log

Dep

th

U.S

.C.S

.

Logged By :

PROJECT



Date :Checked By :

CLIENT:Location :

FieldTest

Results

Date :

Dep

th

1.0

2.0

2.2

Sam

ples

1 of 1

DCP5

Wat

er



Metres


Borehole Log


Con

sist

ency

orR

elat

ive

Den

sity

Sheet

Borehole No.


BOREHOLE TERMINATED AT 1mRefusal at inferred bedrock level.

0


0

DCP


Date :Checked By :


11

Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

33

Logged By :

5

5

1

0

0

0

GeologicalProfile

Date :

1 of 1

FieldTest

Results

Borehole No.

Sheet

Con

sist

ency

orR

elat

ive

Den

sity

Gra

phic

Log


U.S

.C.S

.

CLIENT:Job No.

C6286Location :

1.0

2.0

Dep

th

Wat

er

Cas

ing

1.0

2.0

Dep

th

DCP6


PROJECT



Borehole Log


Metres

Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS

ampl

es

2.2

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

/12

1

LOOSE

0.8

Non

e E

ncou

nter

ed

0.9

ALLUVIUM

EW/HWBEDROCK


SW

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

/12

Non

e E

ncou

nter

ed

1.1

1.2

LOOSE ALLUVIUMSW

Cas

ing

Dep

th

1.0

2.0

DCP


2




Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

0

0

0

0

1

1

2

1

1

14

0

U.S

.C.S

.

CLIENT:Job No.

GeologicalProfile

C6286Location :

PROJECT



Date :


Date :Logged By : Checked By :


ampl

es

2.2

Gra

phic

Log


1.0

2.0

Dep

th

Wat

er

DCP7

FieldTest

Results

Borehole No.

Sheet

Metres Con

sist

ency

orR

elat

ive

Den

sity


Borehole Log1 of 1


BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

/12

Non

e E

ncou

nter

ed

1.3

1.4

LOOSE

1.0

2.0

DCP

Dep

th

ALLUVIUMSW

Cas

ing

2




Dyn

amic

Con

e P

enet

rom

eter

Tes

t.R

esul

ts in

Blo

ws

per 1

00m

m

0

0

0

1

0

6

0

1

8

3

1

1

0

CLIENT:Job No.

C6286

U.S

.C.S

.

GeologicalProfile

Gra

phic

Log

Logged By :

PROJECT



Date :Checked By :


FieldTest

Results

Date :

1.0

2.0

1 of 1S

ampl

es

2.2



Dep

th

Wat

er

DCP8Borehole LogBorehole No.

Sheet

Con

sist

ency

orR

elat

ive

Den

sity


Hole Diameter :

Metres

LOOSE

1.5

1.4

Non

e E

ncou

nter

ed

1.2

BO

RE

HO

LE/E

XC

AV

ATI

ON

LO

G C

6286

.GP

J A

CT

GE

O.G

DT

7/3

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DCPSW


EW/HWBEDROCK

ALLUVIUM

0

0

0

0

Dyn

amic

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e P

enet

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eter

Tes

t.R

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ts in

Blo

ws

per 1

00m

m

0

0





14

Cas

ing

0

15

19

8

2

1

0

0

Job No.C6286

U.S

.C.S

.

Sheet


GeologicalProfile

Gra

phic

Log

1 of 1

FieldTest

Results

PROJECT



Date :Checked By :Date :Logged By :

CLIENT:Location :

Dep

th

DCP9

Wat

er

Dep

th

1.0

2.0

Borehole No.

1.0

2.0

Metres Con

sist

ency

orR

elat

ive

Den

sity


Borehole Log


ampl

es

2.2


APPENDIX B

Definitions of Geotechnical Engineering Terms

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Documents

ACT Geotechnical Engineers Pty Ltd Technical Report.pdf · ACT Geotechnical Engineers Pty Ltd CONSERVATION, PLANNING AND RESEARCH PROPOSED LOG JAM MURRUMBIDGEE RIVER THARWA ACT GOETECHNICAL