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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
ACT Geotechnical Engineers Pty Ltd
Jeremy Murray
Director
ACT Geotechnical Engineers Pty Ltd 31-37
Phillip ACT 2606 Australia
Ph: (02) 6285 1547
Fax: (02) 6285 1861
ACT Geotechnical Engineers Pty Ltd
Conservation, Planning & Research
PROPOSED LOG JAM
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION REPORT
We are pleased to present our geotechnical investigation report for a proposed
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
Should you require any further information regarding this report, please do not hesitate to contact
ACT Geotechnical Engineers Pty Ltd
37 Townshend St.,Suite 3
Phillip ACT 2606 Australia
Ph: (02) 6285 1547
Fax: (02) 6285 1861
ACT Geotechnical Engineers Pty Ltd
tigation report for a proposed log jam at the
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-
ding this report, please do not hesitate to contact
CONSERVATION, PLANNING & RESEARCH
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION
ACT Geotechnical Engineers Pty Ltd
CONSERVATION, PLANNING & RESEARCH
PROPOSED LOG JAM
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION REPORT
MARCH 2012
ACT Geotechnical Engineers Pty Ltd
CONSERVATION PLANNING & RESEARCH
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION
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
ACT Geotechnical Engineers Pty Ltd
CONSERVATION PLANNING & RESEARCH
PROPOSED LOG JAM
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION REPORT
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
ACT Geotechnical Engineers Pty Ltd
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....................................................... 1
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......................................................... 2
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............................................................... 4
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CONSERVATION, PLANNING & RESEARCH
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION REPORT
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
ACT Geotechnical Engineers Pty Ltd
CONSERVATION, PLANNING & RESEARCH
PROPOSED LOG JAM
MURRUMBIDGEE RIVER, THARWA, ACT
GEOTECHNICAL INVESTIGATION REPORT
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
of a soil to the penetration of a steel cone of 30 degrees angle and 20 ± 2mm diameter driven with
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.
If there is no penetration since the last recording of blows it is deemed refusal, and the assumption
subsoil layer has been reached.
ACT Geotechnical Engineers Pty Ltd
, 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
of a soil to the penetration of a steel cone of 30 degrees angle and 20 ± 2mm diameter driven with
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
If there is no penetration since the last recording of blows it is deemed refusal, and the assumption
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
ACT Geotechnical Engineers Pty Ltd
The site investigation was conducted on 15 February 2012, comprising thirteen Dynamic Cone
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
ACT Geotechnical Engineers Pty Ltd
The site investigation was conducted on 15 February 2012, comprising thirteen Dynamic Cone
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
Depth (m) Blows Depth (m)
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
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 - 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
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 - 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
ACT Geotechnical Engineers Pty Ltd
DCP6 DCP7
Depth (m) Blows Depth (m) Blows Depth (m)
- 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
Depth (m) Blows Depth (m) Blows Depth (m)
- 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
Depth (m) Blows Depth (m) Blows Depth (m)
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
ACT Geotechnical Engineers Pty Ltd
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.
ACT Geotechnical Engineers Pty Ltd
Geological
Profile
Typical Depth Interval
ALLUVIAL SOILS 0m to 0.8m/1.
WEATHERED
BEDROCK
Below 0.8m
4
ACT Geotechnical Engineers Pty Ltd
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 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
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
ation 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.
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.
ACT Geotechnical Engineers Pty Ltd
DCP tests were carried out from existing surface levels in locations chosen by the client. Tests
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
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
ation 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
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”.
CONSERVATION, PLANNING & RESEARCH
MURRUMBIDGEE RIVER, THARWA, ACT
SITE LOCALITY
ACT Geotechnical Engineers Pty Ltd C6286 FIGURE 1
N
CONSERVATION, PLANNING & RESEARCH
MURRUMBIDGEE RIVER, THARWA, ACT
DCP DIAGRAMMATIC SETUP
ACT Geotechnical Engineers Pty Ltd C6286 FIGURE 2
CONSERVATION, PLANNING & RESEARCH
MURRUMBIDGEE RIVER, THARWA, ACT
AERIAL PHOTOGRAPH & DCP LOCATIONS
ACT Geotechnical Engineers Pty Ltd C6286 FIGURE 3
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
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XC
AV
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7/3
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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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :Checked By :
CLIENT:Location :
Conservation, Planning & Research
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
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Dep
th
DCP
Cas
ing
EW/HWBEDROCK
HW ORSTRONGERBEDROCK
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
BOREHOLE TERMINATED AT 1.1mRefusal at inferred bedrock level.
HW OR STRONGER RHYODACITIC TUFF
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :Checked By :
CLIENT:Location :
Conservation, Planning & Research
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
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
HW ORSTRONGERBEDROCK
BO
RE
HO
LE/E
XC
AV
ATI
ON
LO
G C
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Non
e E
ncou
nter
ed
1.3
1.4
LOOSE
1.0
2.0
DCP
Dep
th
ALLUVIUMSW
Cas
ing
0
SAND; fine to coarse sand, pale brown, dry to moist.
HW OR STRONGER RHYODACITIC TUFF
BOREHOLE TERMINATED AT 1.4mRefusal at inferred bedrock level.
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
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
HW ORSTRONGERBEDROCK
BO
RE
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XC
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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
BOREHOLE TERMINATED AT 1.7mRefusal at inferred bedrock level.
HW OR STRONGER RHYODACITIC TUFF
EW TO EW/HW RHYODACITIC TUFF
SAND; fine to coarse sand, pale brown, dry to moist.
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :Checked By :Date :Logged By :
Conservation, Planning & ResearchLocation :
1.0
2.0
Cas
ing
Sheet
Dep
thD
epth
Wat
er
DCP12
Material Description, Structure
Con
sist
ency
orR
elat
ive
Den
sity
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
Borehole Log
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
Metres
1.0
2.0
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS
ampl
es
2.2
HW OR STRONGER RHYODACITIC TUFF
0
0
Dyn
amic
Con
e P
enet
rom
eter
Tes
t.R
esul
ts in
Blo
ws
per 1
00m
m
BOREHOLE TERMINATED AT 1.1mRefusal at inferred bedrock level.
0
EW TO EW/HW RHYODACITIC TUFF
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
DT
7/3
/12
Conservation, Planning & Research
GeologicalProfile
Gra
phic
Log
1 of 1
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
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
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.Equipment Type : Dynamic Cone Penetrometer
Hole Diameter :
Metres
Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS
ampl
es
Cas
ing
Borehole Log
ALLUVIUMLOOSE
1
0.9
Non
e E
ncou
nter
ed
1.1
Borehole No.
EW TO EW/HWBEDROCK
HW ORSTRONGERBEDROCK
SW
SW
Non
e E
ncou
nter
ed
1.8
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
HW ORSTRONGERBEDROCK
EW TO EW/HWBEDROCK
LOOSE
2.1
2
ALLUVIUM
1
1
0
0
0
0
4
BOREHOLE TERMINATED AT 2.1mRefusal at inferred bedrock level.
HW OR STRONGER RHYODACITIC TUFF
EW TO EW/HW RHYODACITIC TUFF
SAND; fine to coarse sand, pale brown, dry to moist.
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
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
Material Description, Structure
2.2
Sam
ples
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
1.0
2.0
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
BO
RE
HO
LE/E
XC
AV
ATI
ON
LO
G C
6286
.GP
J A
CT
GE
O.G
DT
7/3
/12
1.7
1.6
Non
e E
ncou
nter
ed
DCP
Cas
ing
LOOSESW
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
4
BOREHOLE TERMINATED AT 1.7mRefusal at inferred bedrock level.
HW OR STRONGER RHYODACITIC TUFF
SAND; fine to coarse sand, pale brown, dry to moist.0
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :Checked By :
CLIENT:Location :
Conservation, Planning & Research
Borehole No.
Date :
Sam
ples
DCP3
Wat
er
Dep
th
1.0
2.0
1.0
2.0
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
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
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
SW
Non
e E
ncou
nter
ed
1
1.1
LOOSE ALLUVIUM
HW ORSTRONGERBEDROCK
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
SAND; fine to coarse sand, pale brown, dry to moist.
HW OR STRONGER RHYODACITIC TUFF
BOREHOLE TERMINATED AT 1.1mRefusal at inferred bedrock level.
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :
Conservation, Planning & Research
Date :
1 of 1
Logged By : Checked By :
Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS
ampl
es
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
1.0
2.0
Dep
th
2.2
Borehole Log
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
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
HW ORSTRONGERBEDROCK
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
BOREHOLE TERMINATED AT 1.5mRefusal at inferred bedrock level.
HW OR STRONGER RHYODACITIC TUFF
SAND; fine to coarse sand, pale brown, dry to moist.0
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :Checked By :
CLIENT:Location :
FieldTest
Results
Date :
Dep
th
1.0
2.0
2.2
Sam
ples
1 of 1
DCP5
Wat
er
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
Material Description, Structure
Metres
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
Borehole Log
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
Con
sist
ency
orR
elat
ive
Den
sity
Sheet
Borehole No.
SAND; fine to coarse sand, pale brown, dry to moist.
BOREHOLE TERMINATED AT 1mRefusal at inferred bedrock level.
0
EW/HW RHYODACITIC TUFF
0
DCP
Poposed Log JamMurrumbidgee River, Tharwa
Date :Checked By :
HW OR STRONGER RHYODACITIC TUFF
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
Conservation, Planning & Research
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
Material Description, Structure
PROJECT
ACT Geotechnical Engineers Pty Ltd
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
Borehole Log
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
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
HW ORSTRONGERBEDROCK
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
HW ORSTRONGERBEDROCK
2
SAND; fine to coarse sand, pale brown, dry to moist.
HW OR STRONGER RHYODACITIC TUFF
BOREHOLE TERMINATED AT 1.2mRefusal at inferred bedrock level.
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
Date :
Conservation, Planning & Research
Date :Logged By : Checked By :
Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS
ampl
es
2.2
Gra
phic
Log
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
1.0
2.0
Dep
th
Wat
er
DCP7
FieldTest
Results
Borehole No.
Sheet
Metres Con
sist
ency
orR
elat
ive
Den
sity
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
Borehole Log1 of 1
HW ORSTRONGERBEDROCK
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
SAND; fine to coarse sand, pale brown, dry to moist.
HW OR STRONGER RHYODACITIC TUFF
BOREHOLE TERMINATED AT 1.4mRefusal at inferred bedrock level.
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
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
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
DCP8Borehole 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
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
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GE
O.G
DT
7/3
/12
DCPSW
HW ORSTRONGERBEDROCK
EW/HWBEDROCK
ALLUVIUM
0
0
0
0
Dyn
amic
Con
e P
enet
rom
eter
Tes
t.R
esul
ts in
Blo
ws
per 1
00m
m
0
0
BOREHOLE TERMINATED AT 1.5mRefusal at inferred bedrock level.
HW OR STRONGER RHYODACITIC TUFF
EW/HW RHYODACITIC TUFF
SAND; fine to coarse sand, pale brown, dry to moist.
14
Cas
ing
0
15
19
8
2
1
0
0
Job No.C6286
U.S
.C.S
.
Sheet
Conservation, Planning & Research
GeologicalProfile
Gra
phic
Log
1 of 1
FieldTest
Results
PROJECT
ACT Geotechnical Engineers Pty Ltd
Poposed Log JamMurrumbidgee River, Tharwa
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
Collar Level : Not KnownAngle From Vertical : 0°Bearing : N.A.
Borehole Log
Material Description, StructureSoil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, StructureS
ampl
es
2.2
Equipment Type : Dynamic Cone PenetrometerHole Diameter :
APPENDIX B
Definitions of Geotechnical Engineering Terms
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