Study into River Bank Collapsing for Lower River Murray Geotechnical Investigation Report
SINCLAIR KNIGHT MERZ
VW04794_MurrayRiverbank_Geotech_RevE_FINAL_20100217.docx
Appendix A Riverfront Road-Murray Bridge In-situ and Laboratory Test Results
Table of Contents
Site and Investigation Location Plan Page A-1
Longitudinal Sections Page A-2
Borehole Logs Page A-3
CPTu Test Results Page A-7
Dilatometer Test Page A-28
Laboratory Test Certificates Page A-29
App
endi
xA
PA
GE
A-1
App
endi
xA
PA
GE
A-2
1.11
0.89
30
46
35
49
48
49
52
71
56
73
76
71
(0,1,1)(N=2)
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
L-MD
VS
Hollow Stem Augering150mm diameter
SPT sunk due to selfweight
Able to push tube withhand, recovered300mm, cone shape
Pocket penetrometertest attempted
Recovered 400mm,cone shape
Suv=32Sur=7
Suv=23Sur=7
FILL: Clayey SAND: (SC)pale grey-brown, fine grained sand
Silty CLAY: (CH)dark brown-black, organic, with lense of fine grainedsand
dark grey
dark green-grey, mottled green
with some yellow-green, black-brown decomposedleaves, with organic matter
dark greygreen-grey
with yellow leaves, with organic matter
grey
green-grey
D-M
M
W
35
98
42
49
49
61
74
73
80
67
Sheet
= Pocket Penetrometer test
soil type, unified classification, colour, structure,particle characteristics, minor components
= Shear vane test
GROUNDWATER SYMBOLS
FIELD DATA ABBREVIATIONS
sam
ple
type
DWLBC
VLLMDDVDCO
< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa
dept
h (m
)
Northings:Eastings:RL:
grou
nd w
ater
2
21/10 - 21/10/09
= Uncorrected vane shear (kPa)= Pocket penetrometer (kPa)= SPT blows per 300mm= Field permeability
SuvSupNFPM
LABORATORY DATA
= Undisturbed Tube Sample
DENSITY (N-value)
= Water level (static)
= Standard Penetration Test(SPT top = start of N blowcount)
= Disturbed Sample
moi
stur
e co
nten
t(%
)
= SPT Spoon Sample (Pushed)
UQNUQCTQNTQCTRX
PSACSLPM
BOREHOLE No. SR-BH1
Unconfined Comp. (Natural)Unconfined Comp. (Compacted)Uncons. Undrained Triax. (Natural)Uncons. Undrained Triax. (Compacted)Consolidated Undrained Triaxialwith pwp measurementParticle Size Analysis1D oedometer TestLaboratory Permeability
plas
ticity
inde
x(%
)
desi
gn /
test
data
(very soft)(soft)(firm)(stiff)(very stiff)(hard)
MOISTURE CONDITION
grap
hic
log
of
0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm
Project:Location:Job No:
SOILCONDITION
Driller:Rig:Surface Conditions:
drilling method, wellconstruction, water
and additionalobservations
D = Dry M = Moist W = Wet= Environmental Sample
dry
dens
ity(t/
m )
CONSISTENCY (Su)VSSFStVStH
liqui
d lim
it(%
)
= Outflow / Inflow
perc
ent f
ines
(%)
= Water level (during drilling)
LABORATORY DATA
SOIL DESCRIPTION
field
& o
ther
test
s
1
6111971.0mN343936.0mE1.1mAHD
FIELD DATA SYMBOLS
MK5/2 Drill rig
(very loose)(loose)(medium dense)(dense)(very dense)(compact)
Logged:Checked:Oriented:
MTRT-90
0
-1
-2
-3
-4
-5
-6
-7
-8
FIELD DATA COMMENTS
Grass
moi
stur
eco
nditi
on
Drilling Solution
1
2
3
4
5
6
7
8
9
10
Lwr Murray Riverbank CollapseRiverfront Rd - Murray BridgeVW04794.1
Client:Start - Finish Date:Bore dia:
3
100mm
cons
iste
ncy/
dens
ity
elev
atio
n (m
AH
D)
SK
M 0
01 S
OIL
ELV
- M
C0
LO
WE
R M
UR
RA
Y.G
PJ
SK
M_0
01_2
008
05 0
7_D
S.G
DT
21/
12/0
9
Appendix A PAGE A-3
0.81
72
54
47
41
113
79
67
62
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
VS
Too soft, no samplerecovered
Too soft, no samplerecovered
450mm samplerecovered
Too soft, no samplerecovered
Too soft, no samplerecovered
450mm samplerecoveredToo soft, no samplerecovered
Suv=32Sur=8
Suv=23Sur=5
Suv=23Sur=7
Suv=39Sur=10
Silty CLAY: (CH)dark brown-black, organic, with lense of fine grainedsand (continued)
with black-brown twigs
with some fine grained sand, slightly organic
Sandy CLAY: (CH)light grey, fine grained sandClayey SAND: (SC)pale grey, fine grained sandSilty CLAY: (CH)pale grey-grey
fissile, micaceous with thin sand lenses
green-grey, fine grained sand, mottled light brown
Borehole terminated at 20.0m
W
96
67
93
95
90
81
89
65
58
56
Sheet
= Pocket Penetrometer test
soil type, unified classification, colour, structure,particle characteristics, minor components
= Shear vane test
GROUNDWATER SYMBOLS
FIELD DATA ABBREVIATIONS
sam
ple
type
DWLBC
VLLMDDVDCO
< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa
dept
h (m
)
Northings:Eastings:RL:
grou
nd w
ater
2
21/10 - 21/10/09
= Uncorrected vane shear (kPa)= Pocket penetrometer (kPa)= SPT blows per 300mm= Field permeability
SuvSupNFPM
LABORATORY DATA
= Undisturbed Tube Sample
DENSITY (N-value)
= Water level (static)
= Standard Penetration Test(SPT top = start of N blowcount)
= Disturbed Sample
moi
stur
e co
nten
t(%
)
= SPT Spoon Sample (Pushed)
UQNUQCTQNTQCTRX
PSACSLPM
BOREHOLE No. SR-BH1
Unconfined Comp. (Natural)Unconfined Comp. (Compacted)Uncons. Undrained Triax. (Natural)Uncons. Undrained Triax. (Compacted)Consolidated Undrained Triaxialwith pwp measurementParticle Size Analysis1D oedometer TestLaboratory Permeability
plas
ticity
inde
x(%
)
desi
gn /
test
data
(very soft)(soft)(firm)(stiff)(very stiff)(hard)
MOISTURE CONDITION
grap
hic
log
of
0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm
Project:Location:Job No:
SOILCONDITION
Driller:Rig:Surface Conditions:
drilling method, wellconstruction, water
and additionalobservations
D = Dry M = Moist W = Wet= Environmental Sample
dry
dens
ity(t/
m )
CONSISTENCY (Su)VSSFStVStH
liqui
d lim
it(%
)
= Outflow / Inflow
perc
ent f
ines
(%)
= Water level (during drilling)
LABORATORY DATA
SOIL DESCRIPTION
field
& o
ther
test
s
2
6111971.0mN343936.0mE1.1mAHD
FIELD DATA SYMBOLS
MK5/2 Drill rig
(very loose)(loose)(medium dense)(dense)(very dense)(compact)
Logged:Checked:Oriented:
MTRT-90
-10
-11
-12
-13
-14
-15
-16
-17
-18
FIELD DATA COMMENTS
Grass
moi
stur
eco
nditi
on
Drilling Solution
11
12
13
14
15
16
17
18
19
20
Lwr Murray Riverbank CollapseRiverfront Rd - Murray BridgeVW04794.1
Client:Start - Finish Date:Bore dia:
3
100mm
cons
iste
ncy/
dens
ity
elev
atio
n (m
AH
D)
SK
M 0
01 S
OIL
ELV
- M
C0
LO
WE
R M
UR
RA
Y.G
PJ
SK
M_0
01_2
008
05 0
7_D
S.G
DT
21/
12/0
9
Appendix A PAGE A-4
0.79
51
34
47
50
87
81
60
75
76
116
(2,4,4)(N=8)
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
(0,0,0)(N=0)
L-MD
F
VS
Hollow Stem Augering150mm diameter
Auger grinding ongravels
Sample came out of tip,unable to get vaneshear reading
SPT fell under selfweight
3.0m sample notrecovered
Long reed found in SPTsample
Suv=8Sur=2
Suv=11Sur=2
Suv=11Sur=5
Suv=11Sur=2
Suv=11Sur=5
Suv=22Sur=11
Suv=11Sur=5
Suv=17Sur=5
Suv=17Sur=5
FILL: Silty SAND: (SM)pale grey-brown, fine grained sandbrown, grey-brown
Silty CLAY: (CH)dark grey-black, mottled grey-brown, trace of finegrained sand, trace of rounded fine grained gravels,trace of rootlets, with organic matter
dark grey-grey
grey, with some rootlets, with organic matter
grey-pale grey
D-M
M
W
85
99
33
65
61
64
81
87
Sheet
= Pocket Penetrometer test
soil type, unified classification, colour, structure,particle characteristics, minor components
= Shear vane test
GROUNDWATER SYMBOLS
FIELD DATA ABBREVIATIONS
sam
ple
type
DWLBC
VLLMDDVDCO
< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa
dept
h (m
)
Northings:Eastings:RL:
grou
nd w
ater
2
23/10 - 23/10/09
= Uncorrected vane shear (kPa)= Pocket penetrometer (kPa)= SPT blows per 300mm= Field permeability
SuvSupNFPM
LABORATORY DATA
= Undisturbed Tube Sample
DENSITY (N-value)
= Water level (static)
= Standard Penetration Test(SPT top = start of N blowcount)
= Disturbed Sample
moi
stur
e co
nten
t(%
)
= SPT Spoon Sample (Pushed)
UQNUQCTQNTQCTRX
PSACSLPM
BOREHOLE No. SR-BH2
Unconfined Comp. (Natural)Unconfined Comp. (Compacted)Uncons. Undrained Triax. (Natural)Uncons. Undrained Triax. (Compacted)Consolidated Undrained Triaxialwith pwp measurementParticle Size Analysis1D oedometer TestLaboratory Permeability
plas
ticity
inde
x(%
)
desi
gn /
test
data
(very soft)(soft)(firm)(stiff)(very stiff)(hard)
MOISTURE CONDITION
grap
hic
log
of
0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm
Project:Location:Job No:
SOILCONDITION
Driller:Rig:Surface Conditions:
drilling method, wellconstruction, water
and additionalobservations
D = Dry M = Moist W = Wet= Environmental Sample
dry
dens
ity(t/
m )
CONSISTENCY (Su)VSSFStVStH
liqui
d lim
it(%
)
= Outflow / Inflow
perc
ent f
ines
(%)
= Water level (during drilling)
LABORATORY DATA
SOIL DESCRIPTION
field
& o
ther
test
s
1
6111703.0mN344163.0mE1.1mAHD
FIELD DATA SYMBOLS
MK5/2 Drill rig
(very loose)(loose)(medium dense)(dense)(very dense)(compact)
Logged:Checked:Oriented:
TLMT-90
1
0
-1
-2
-3
-4
-5
-6
-7
-8
FIELD DATA COMMENTS
Grass
moi
stur
eco
nditi
on
Drilling Solution
1
2
3
4
5
6
7
8
9
10
Lwr Murray Riverbank CollapseRiverfront Rd - Murray BridgeVW04794.1
Client:Start - Finish Date:Bore dia:
3
100mm
cons
iste
ncy/
dens
ity
elev
atio
n (m
AH
D)
SK
M 0
01 S
OIL
ELV
- M
C0
LO
WE
R M
UR
RA
Y.G
PJ
SK
M_0
01_2
008
05 0
7_D
S.G
DT
21/
12/0
9
Appendix A PAGE A-5
31
5
47
26
(0,1,2)(N=3)
(0,0,3)(N=3)
(1,4,7)(N=11)
(6,8,12)(N=20)
(5,7,12)(N=19)
VL /VS
MD /St
No sample recovered
Unable to perform vaneshear test
No sample recovered
No sample recovered
No sample obtained
No sample recovered
Clayey SAND: (SC) / Sandy CLAY: (CL)pale grey, fine grained sand, trace of silt, with weaklycemented pieces up to 20mm in size, fine grainedsand
pale grey, fine grained sand, with some clay
increase in sand
increase in claypale grey, fine grained sand
with trace of cemented sand, fine to medium grainedgravel size
increase in claypale grey, fine grained sand, with some clay, trace ofcemented sands, fine to coarse grained gravel sized
pale grey, fine grained sand
grey-green, fine grained sand
Borehole terminated at 17.5m
W63
43
59
26
49
44
Sheet
= Pocket Penetrometer test
soil type, unified classification, colour, structure,particle characteristics, minor components
= Shear vane test
GROUNDWATER SYMBOLS
FIELD DATA ABBREVIATIONS
sam
ple
type
DWLBC
VLLMDDVDCO
< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa
dept
h (m
)
Northings:Eastings:RL:
grou
nd w
ater
2
23/10 - 23/10/09
= Uncorrected vane shear (kPa)= Pocket penetrometer (kPa)= SPT blows per 300mm= Field permeability
SuvSupNFPM
LABORATORY DATA
= Undisturbed Tube Sample
DENSITY (N-value)
= Water level (static)
= Standard Penetration Test(SPT top = start of N blowcount)
= Disturbed Sample
moi
stur
e co
nten
t(%
)
= SPT Spoon Sample (Pushed)
UQNUQCTQNTQCTRX
PSACSLPM
BOREHOLE No. SR-BH2
Unconfined Comp. (Natural)Unconfined Comp. (Compacted)Uncons. Undrained Triax. (Natural)Uncons. Undrained Triax. (Compacted)Consolidated Undrained Triaxialwith pwp measurementParticle Size Analysis1D oedometer TestLaboratory Permeability
plas
ticity
inde
x(%
)
desi
gn /
test
data
(very soft)(soft)(firm)(stiff)(very stiff)(hard)
MOISTURE CONDITION
grap
hic
log
of
0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm
Project:Location:Job No:
SOILCONDITION
Driller:Rig:Surface Conditions:
drilling method, wellconstruction, water
and additionalobservations
D = Dry M = Moist W = Wet= Environmental Sample
dry
dens
ity(t/
m )
CONSISTENCY (Su)VSSFStVStH
liqui
d lim
it(%
)
= Outflow / Inflow
perc
ent f
ines
(%)
= Water level (during drilling)
LABORATORY DATA
SOIL DESCRIPTION
field
& o
ther
test
s
2
6111703.0mN344163.0mE1.1mAHD
FIELD DATA SYMBOLS
MK5/2 Drill rig
(very loose)(loose)(medium dense)(dense)(very dense)(compact)
Logged:Checked:Oriented:
TLMT-90
-9
-10
-11
-12
-13
-14
-15
-16
-17
-18
FIELD DATA COMMENTS
Grass
moi
stur
eco
nditi
on
Drilling Solution
11
12
13
14
15
16
17
18
19
20
Lwr Murray Riverbank CollapseRiverfront Rd - Murray BridgeVW04794.1
Client:Start - Finish Date:Bore dia:
3
100mm
cons
iste
ncy/
dens
ity
elev
atio
n (m
AH
D)
SK
M 0
01 S
OIL
ELV
- M
C0
LO
WE
R M
UR
RA
Y.G
PJ
SK
M_0
01_2
008
05 0
7_D
S.G
DT
21/
12/0
9
Appendix A PAGE A-6
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MertzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT1Surface RL: NA Date: 21/10/2009
Test terminated at 16.2 m
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Sleeve Friction, f (kPa)s0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Friction Ratio, F (%)R0 10 20 30
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Appendix A PAGE A-7
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MertzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT1Surface RL: NA Date: 21/10/2009
Test terminated at 16.2 m
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Pore Water Pressure, u (kPa)0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Appendix A PAGE A-8
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MertzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT2Surface RL: NA Date: 21/10/2009
Test terminated at 19.3 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
Sleeve Friction, f (kPa)s0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
Friction Ratio, F (%)R0 10 20 30
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
Appendix A PAGE A-9
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MertzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT2Surface RL: NA Date: 21/10/2009
Test terminated at 19.3 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
Pore Water Pressure, u (kPa)0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
Appendix A PAGE A-10
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT3Surface RL: NA Date: 28/10/2009
Test terminated at 22.2 m.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
Sleeve Friction, f (kPa)s0 50 100 150 200 250
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
Friction Ratio, F (%)R0 10 20 30
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
Appendix A PAGE A-11
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT3Surface RL: NA Date: 28/10/2009
Test terminated at 22.2 m.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
Pore Water Pressure, u (kPa)0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
Appendix A PAGE A-12
Stur
t Res
erve
CPT
u3D
issi
patio
n te
st @
8.3
m d
epth
020406080100
120
140
160
180
200
220
240 0.
11
1010
010
00
Tim
e (M
ins)
Pore Pressure (kPa)
App
endi
xA
PA
GE
A-1
3
Stur
t Res
erve
CPT
u3D
issi
patio
n te
st @
20.
1 m
dep
th
0
100
200
300
400
500
600 0.
11
1010
0
Tim
e (M
ins)
Pore Pressure (kPa)
App
endi
xA
PA
GE
A-1
4
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT4Surface RL: NA Date: 25/10/2009
Test terminated at 21.7 m. Relief drilled: 1.04-1.50, 5.00-5.11 m.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
Sleeve Friction, f (kPa)s0 50 100 150 200 250
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
Friction Ratio, F (%)R0 5 10
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
Appendix A PAGE A-15
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT4Surface RL: NA Date: 25/10/2009
Test terminated at 21.7 m. Relief drilled: 1.04-1.50, 5.00-5.11 m.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
Pore Water Pressure, u (kPa)0 200 400 600 800 1000
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
Appendix A PAGE A-16
Stur
t Res
erve
CPT
u4D
issi
patio
n te
st @
5.0
m d
epth
020406080100
120
140
160 0.
11
1010
0
Tim
e (M
ins)
Pore Pressure (kPa)
App
endi
xA
PA
GE
A-1
7
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT5Surface RL: NA Date: 25/10/2009
Test terminated at 16.5 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Sleeve Friction, f (kPa)s0 50 100 150 200 250
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Friction Ratio, F (%)R0 5 10
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Appendix A PAGE A-18
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT5Surface RL: NA Date: 25/10/2009
Test terminated at 16.5 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Pore Water Pressure, u (kPa)0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Appendix A PAGE A-19
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MertzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT6Surface RL: NA Date: 21/10/2009
Test terminated at 14.0 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
Sleeve Friction, f (kPa)s0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
Friction Ratio, F (%)R0 5 10
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
Appendix A PAGE A-20
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MertzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT6Surface RL: NA Date: 21/10/2009
Test terminated at 14.0 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
Pore Water Pressure, u (kPa)0 50 100 150 200 250
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
Appendix A PAGE A-21
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT7Surface RL: NA Date: 25/10/2009
Test terminated at 18.7 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
Sleeve Friction, f (kPa)s0 50 100 150 200 250
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
Friction Ratio, F (%)R0 5 10
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
Appendix A PAGE A-22
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT7Surface RL: NA Date: 25/10/2009
Test terminated at 18.7 m. Refusal.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
Pore Water Pressure, u (kPa)0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
Appendix A PAGE A-23
EngTestCONE PENETRATION TEST
Page 1 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT8Surface RL: NA Date: 25/10/2009
Test terminated at 16.1 m. Relief drill 0.61-0.8m.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Sleeve Friction, f (kPa)s0 50 100 150 200 250
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Friction Ratio, F (%)R0 10 20 30
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Appendix A PAGE A-24
EngTestCONE PENETRATION TEST
Page 2 of 2
Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations
Test Location: Sturt Reserve CPT8Surface RL: NA Date: 25/10/2009
Test terminated at 16.1 m. Relief drill 0.61-0.8m.
Cone Tip Resistance, q (MPa)c0 10 20
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Pore Water Pressure, u (kPa)0 100 200 300 400 500
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
Appendix A PAGE A-25
CLIENT: SKM
G.L.
Predrill :
W.L.: Date:
Cone no.:
Project no.:
CPT no.:
2.1
00 18/11/2009
C10CFIIP.F55091118BSR CPT 6s 1/1
Project:Location:Position:
Murray Riverbank Slumping StudySturt Reserve
u2
cm²cm²
15010
CP
Task
V1.
23
0
-1
-2
-3
-4
-5
-6
-7
-8
-9
-10
-11
-12
-13
-14
-15
-16
-17
-18
-19
-20
-21
-22
<-D
epth
inm
belo
wgr
ound
leve
l(G
.L.)
0 1 2 3 4
qt in MPa
6.949 ->
Refusal at 14.65m. High qc.
0 0.05 0.1 0.15 0.2
Sleeve f riction (fs) in MPa
Refusal at 14.65m. High qc.
-0.2 0 0.2 0.4 0.6
u2 in MPa
Refusal at 14.65m. High qc.
0 2 4 6 8
Friction ratio (Rf ) in %
Refusal at 14.65m. High qc.
Appendix A PAGE A-26
CLIENT: SKM
G.L.
Predrill :
W.L.: Date:
Cone no.:
Project no.:
CPT no.:
2.1
00 19/11/2009
C10CFIIP.F55091118BSR CPT 6sf 1/1
Project:Location:Position:
Murray Riverbank Slumping StudySturt Reserve
u2
cm²cm²
15010
CP
Task
V1.
23
0
-1
-2
-3
-4
-5
-6
-7
-8
-9
-10
-11
-12
-13
-14
-15
-16
-17
-18
-19
-20
-21
-22
<-D
epth
inm
belo
wgr
ound
leve
l(G
.L.)
0 1 2 3 4
qt in MPa
Test performed at 7.5 cm/s
0 0.05 0.1 0.15 0.2
Sleeve f riction (fs) in MPa
Test performed at 7.5 cm/s
-0.2 0 0.2 0.4 0.6
u2 in MPa
Test performed at 7.5 cm/s
0 2 4 6 8
Friction ratio (Rf ) in %
118.61 ->
Test performed at 7.5 cm/s
Appendix A PAGE A-27
1
App
endi
xA
PA
GE
A-2
8
Appendix A PAGE A-29
Appendix A PAGE A-30
Appendix A PAGE A-31
Appendix A PAGE A-32
Appendix A PAGE A-33
Appendix A PAGE A-34
Appendix A PAGE A-35
Appendix A PAGE A-36
Appendix A PAGE A-37
Appendix A PAGE A-38
Appendix A PAGE A-39
Appendix A PAGE A-40
Appendix A PAGE A-41
Appendix A PAGE A-42
Appendix A PAGE A-43
Appendix A PAGE A-44
Appendix A PAGE A-45
Appendix A PAGE A-46
Appendix A PAGE A-47
Appendix A PAGE A-48
SOIL CLASSIFICATION TEST DATACLIENT: Sinclair Knight Merz
PO Box 2500 Malvern Victoria 3144PROJECT: Study Into Riverbank Collapsing for the Lower Murray River
LAB. SAMPLE DESCRIPTION MOISTURE DRY LIQUID PLASTIC PREPAR-PARTICLENO. CONTENT DENSITY LIMIT INDEX ATION & DENSITY
(%) (t/m3) HISTORY (g/cc)1 2 3 4 5
55494 SILTY CLAY: dark-grey, high plasticity, trace of 49.9 1.11 50 34 N 2.47fine to medium sand, slightly organic. N
55495 SILTY CLAY: dark-grey, high plasticity. 72.6 0.89 76 48 N -N
55496 SILTY CLAY: dark-grey, high plasticity, trace of 80.6 0.81 113 72 N -fine sand. N
55497 SILTY CLAY: dark-grey, high plasticity, trace of 57.9 1.05 67 47 N 2.54
fine to medium sand, slightly organic. N
54498 SILTY CLAY: dark-grey, high plasticity, slightly 80.7 0.79 116 87 N 2.50organic. N
54499 SILTY CLAY: dark-grey, high plasticity, with fine 61.8 0.93 65 40 N 2.58to coarse sand, slightly organic. . N
54500 SILTY CLAY: dark-grey, high plasticity, trace of 88.8 0.73 96 70 N -fine to medium sand. N
54501 SILTY CLAY: dark-grey, high plasticity, trace of 75.9 0.65 93 62 N 2.53fine to coarse sand. N
NOTES TO TESTING
1 Test Method: AS 1289 2.1.1 Sampled by: Client2 Test Method: AS 1289 3.1.23 Test Method: AS 1289 3.2.1, 3.3.1 Job Number: 116-1014 Preparation: DS = Dry Sieved
WS = Wet Sieved Date Tested: 17.11.09N = Natural State With No Sieving
Sample History: AD = Air DriedOD = Oven Dried at 50oCN = Natural State As Received
5 Test Method: AS 1289 3.5.1
Form C01 File C\Excel Reports\C01 Classification Issue 5 February 2008 CL
Signed: Name: Chris Lloyd
Title: Laboratory Manager Date: 2.12.09
CA-BH-2
SR-BH-27-7.43m
CA-BH-3
5.5-5.83m
CA-BH-3
4.5-4.93m
10-10.29m
SR-BH-118-18.5m
SR-BH-113-13.5m
SR-BH-18-8.5m
SR-BH14.5-5.0m
SAMPLESOURCE
Appendix A PAGE A-49
Client:
Address:
Project:Test Method: AS 1289 3.6.1 / 3Job Number: 116-101 Lab Number: 55494Sample Source: SR-BH-1 4.5-5.0m Date Tested: 12.11.09Sampled by: SKM Checked By: CL
Sample Description: SILTY CLAY: dark-grey, high plasticity, trace of fine to medium sand, slightly organic.
Sieve Size (mm) % Passing Sieve Size (mm) % Passing150.0 1.18 9875.0 0.600 9763.0 0.425 9753.0 0.300 9737.5 0.150 9626.5 0.075 8819.0 0.050 8313.2 0.020 729.5 0.010 586.7 0.005 504.75 0.002 352.36 100
Hydrometer Type: ASTM 152H Dispersant Type: Sodium HexametaphosphatePretreatment: NoneLoss on Pretreatment: NoneRemarks:
Form C06 File C:\Excel Reports\C06 Particle Size Distribution -19mm No Riffle Issue 2 June 2008 CL
Signed: Name: Chris Lloyd
Title: Laboratory Manager Date: 2.12.09
PARTICLE SIZE DISTRIBUTION TEST REPORT Sinclair Knight Merz
PO Box 2500 Malvern Victoria 3144
Study Into Riverbank Collapsing for the Lower Murray River
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000
sieve aperture mm
% p
assi
ng
Clay Silt Sand Gravel
Appendix A PAGE A-50
Client:
Address:
Project:Test Method: AS 1289 3.6.1 / 3Job Number: 116-101 Lab Number: 55495Sample Source: SR-BH-1 8-8.5m Date Tested: 12.11.09Sampled by: SKM Checked By: CL
Sample Description: SILTY CLAY: dark-grey, high plasticity.
Sieve Size (mm) % Passing Sieve Size (mm) % Passing150.0 1.1875.0 0.600 10063.0 0.425 9953.0 0.300 9937.5 0.150 9826.5 0.075 9819.0 0.050 9713.2 0.020 939.5 0.010 906.7 0.005 794.75 0.002 582.36
Hydrometer Type: ASTM 152H Dispersant Type: Sodium HexametaphosphatePretreatment: NoneLoss on Pretreatment: NoneRemarks:
Form C06 File C:\Excel Reports\C06 Particle Size Distribution -19mm No Riffle Issue 2 June 2008 CL
Signed: Name: Chris Lloyd
Title: Laboratory Manager Date: 2.12.09
PARTICLE SIZE DISTRIBUTION TEST REPORT Sinclair Knight Merz
PO Box 2500 Malvern Victoria 3144
Study Into Riverbank Collapsing for the Lower Murray River
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000
sieve aperture mm
% p
assi
ng
Clay Silt Sand Gravel
Appendix A PAGE A-51
Client:
Address:
Project:Test Method: AS 1289 3.6.1 / 3Job Number: 116-101 Lab Number: 55496Sample Source: SR-BH-1 13-13.5m Date Tested: 12.11.09Sampled by: SKM Checked By: CL
Sample Description: SILTY CLAY: dark-grey, high plasticity, trace of fine sand.
Sieve Size (mm) % Passing Sieve Size (mm) % Passing150.0 1.1875.0 0.600 10063.0 0.425 9953.0 0.300 9937.5 0.150 9726.5 0.075 9619.0 0.050 9413.2 0.020 869.5 0.010 826.7 0.005 734.75 0.002 642.36
Hydrometer Type: ASTM 152H Dispersant Type: Sodium HexametaphosphatePretreatment: NoneLoss on Pretreatment: NoneRemarks:
Form C06 File C:\Excel Reports\C06 Particle Size Distribution -19mm No Riffle Issue 2 June 2008 CL
Signed: Name: Chris Lloyd
Title: Laboratory Manager Date: 2.12.09
PARTICLE SIZE DISTRIBUTION TEST REPORT Sinclair Knight Merz
PO Box 2500 Malvern Victoria 3144
Study Into Riverbank Collapsing for the Lower Murray River
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000
sieve aperture mm
% p
assi
ng
Clay Silt Sand Gravel
Appendix A PAGE A-52
Client:
Address:
Project:Test Method: AS 1289 3.6.1 / 3Job Number: 116-101 Lab Number: 55497Sample Source: SR-BH-1 18 -18.5m Date Tested: 12.11.09Sampled by: SKM Checked By: CL
Sample Description: SILTY CLAY: dark-grey, high plasticity, trace of fine to medium sand, slightly organic.
Sieve Size (mm) % Passing Sieve Size (mm) % Passing150.0 1.1875.0 0.60063.0 0.42553.0 0.300 10037.5 0.150 9926.5 0.075 9319.0 0.050 8913.2 0.020 799.5 0.010 686.7 0.005 584.75 0.002 402.36
Hydrometer Type: ASTM 152H Dispersant Type: Sodium HexametaphosphatePretreatment: NoneLoss on Pretreatment: NoneRemarks:
Form C06 File C:\Excel Reports\C06 Particle Size Distribution -19mm No Riffle Issue 2 June 2008 CL
Signed: Name: Chris Lloyd
Title: Laboratory Manager Date: 2.12.09
PARTICLE SIZE DISTRIBUTION TEST REPORT Sinclair Knight Merz
590 Orong Rd, Armadale Vic 3143
Study into Riverbank Collapsing for the Lower Murray River
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000
sieve aperture mm
% p
assi
ng
Clay Silt Sand Gravel
Appendix A PAGE A-53
Client:
Address:
Project:Test Method: AS 1289 3.6.1 / 3Job Number: 116-101 Lab Number: 55498Sample Source: SR-BH-2 7-7.43m Date Tested: 12.11.09Sampled by: SKM Checked By: CL
Sample Description: SILTY CLAY: dark-grey, high plasticity, slightly organic.
Sieve Size (mm) % Passing Sieve Size (mm) % Passing150.0 1.1875.0 0.60063.0 0.42553.0 0.30037.5 0.150 10026.5 0.075 9919.0 0.050 9713.2 0.020 889.5 0.010 806.7 0.005 694.75 0.002 542.36
Hydrometer Type: ASTM 152H Dispersant Type: Sodium HexametaphosphatePretreatment: NoneLoss on Pretreatment: NoneRemarks:
Form C06 File C:\Excel Reports\C06 Particle Size Distribution -19mm No Riffle Issue 2 June 2008 CL
Signed: Name: Chris Lloyd
Title: Laboratory Manager Date: 2.12.09
PARTICLE SIZE DISTRIBUTION TEST REPORT Sinclair Knight Merz
590 Orong Rd, Armadale Vic 3143
Study into Riverbank Collapsing for the Lower Murray River
0
10
20
30
40
50
60
70
80
90
100
0.001 0.010 0.100 1.000 10.000 100.000
sieve aperture mm
% p
assi
ng
Clay Silt Sand Gravel
Appendix A PAGE A-54
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study Into River Bank Collapsing For The Lower Murray RiverLab Number: 55494Sample Source: SR-BH-1 4.5-5.0mSample Description: SILTY CLAY: grey, high plasticity, trace of fine to medium sand, slightly organic.
MOISTURE CONTENT: 49.4 % COHESION: 11 kPaDRY DENSITY: 1.11 t/m3 FRICTION: 0 DegreesConfining Pressure (kPa): 650Principal Stress (kPa): 21Strain at Failure (%): 7.0Rate of Strain (mm/min): 1.0Failure Mode: ShearDescription of Failure: BarrelSample Diameter (mm): 50.1Sample Length (mm): 99.8 Date Tested: 19.11.09 Date Sampled: UnknownJob Number: 116-101 Sampled By: ClientTested By: NOM Sample Method: U50 TubeTest procedure: AS1289.6.4.1-1998 Undrained trixial compression, without pore water pressure.Form TX01 Issue 5 C:\ExcelReports\ Unconsolidated Undrained Triaxial June 2007 CL Page 1 of 1
Signed: Name: Chris Lloyd
Title: Laboratory Manage Date: 2.12.09
UNSATURATED UNDRAINED TRIAXIAL COMPRESSION TEST AS 1289 6.4.1
Stress vs. Strain
0
5
10
15
20
25
0 5 10 15 20 25Strain (%)
Stre
ss (k
Pa)
Appendix A PAGE A-55
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study Into River Bank Collapsing For The Lower Murray RiverLab Number: 55495Sample Source: SR-BH-1 8.0-8.5mSample Description: SILTY CLAY: grey, high plasticity.
MOISTURE CONTENT: 72.8 % COHESION: 10 kPaDRY DENSITY: 0.96 t/m3 FRICTION: 0 DegreesConfining Pressure (kPa): 650Principal Stress (kPa): 21Strain at Failure (%): 8.5Rate of Strain (mm/min): 1.0Failure Mode: ShearDescription of Failure: BarrelSample Diameter (mm): 50.1Sample Length (mm): 99.8 Date Tested: 19.11.09 Date Sampled: UnknownJob Number: 116-101 Sampled By: Sinclair Knight MerzTested By: N O'M Sample Method: U50 TubeTest procedure: AS1289.6.4.1-1998 Undrained trixial compression, without pore water pressure.Form TX01 Issue 5 C:\ExcelReports\ Unconsolidated Undrained Triaxial June 2007 CL Page 1 of 1
Signed: Name: Chris Lloyd
Title: Laboratory Manage Date: 2.12.09
UNSATURATED UNDRAINED TRIAXIAL COMPRESSION TEST AS 1289 6.4.1
Stress vs. Strain
0
5
10
15
20
25
0 5 10 15 20 25Strain (%)
Stre
ss (k
Pa)
Appendix A PAGE A-56
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study Into River Bank Collapsing For The Lower Murray RiverLab Number: 55496ASample Source: SR-BH-1 13-13.5mSample Description: SILTY CLAY : dark-grey, high plasticity, trace of fine sand.
MOISTURE CONTENT: 89.3 % COHESION: 7 kPaDRY DENSITY: 0.80 t/m3 FRICTION: 0 DegreesConfining Pressure (kPa): 100Principal Stress (kPa): 13Strain at Failure (%): 7.0Rate of Strain (mm/min): 1.0Failure Mode: ShearDescription of Failure: BarrelSample Diameter (mm): 49.3Sample Length (mm): 99.1 Date Tested: 17.11.09 Date Sampled: UnknownJob Number: 116-101 Sampled By: SKMTested By: CL Sample Method: U50 TubeTest procedure: AS1289.6.4.1-1998 Undrained trixial compression, without pore water pressure.Form TX01 Issue 5 C:\ExcelReports\ Unconsolidated Undrained Triaxial June 2007 CL Page 1 of 1
Signed: Name: Chris Lloyd
Title: Laboratory Manage Date: 2.12.09
UNSATURATED UNDRAINED TRIAXIAL COMPRESSION TEST AS 1289 6.4.1
Stress vs. Strain
0
2
4
6
8
10
12
14
0 5 10 15 20 25Strain (%)
Stre
ss (k
Pa)
Appendix A PAGE A-57
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study Into River Bank Collapsing For The Lower Murray RiverLab Number: 55496BSample Source: SR-BH-1 13-13.5mSample Description: SILTY CLAY : dark-grey, high plasticity, trace of fine sand.
MOISTURE CONTENT: 89.7 % COHESION: 13 kPaDRY DENSITY: 0.81 t/m3 FRICTION: 0 DegreesConfining Pressure (kPa): 650Principal Stress (kPa): 27Strain at Failure (%): 7.0Rate of Strain (mm/min): 1.0Failure Mode: ShearDescription of Failure: BarrelSample Diameter (mm): 49.3Sample Length (mm): 99.1 Date Tested: 17.11.09 Date Sampled: UnknownJob Number: 116-101 Sampled By: SKMTested By: CL Sample Method: U50 TubeTest procedure: AS1289.6.4.1-1998 Undrained trixial compression, without pore water pressure.Form TX01 Issue 5 C:\ExcelReports\ Unconsolidated Undrained Triaxial June 2007 CL Page 1 of 1
Signed: Name: Chris Lloyd
Title: Laboratory Manage Date: 2.12.09
UNSATURATED UNDRAINED TRIAXIAL COMPRESSION TEST AS 1289 6.4.1
Stress vs. Strain
0
5
10
15
20
25
30
0 5 10 15 20 25Strain (%)
Stre
ss (k
Pa)
Appendix A PAGE A-58
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study Into River Bank Collapsing For The Lower Murray RiverLab Number: 55498Sample Source: SR-BH-2 7.0 to 7.43mSample Description: SILTY CLAY: grey, high plasticity, slightly organic.
MOISTURE CONTENT: 86.5 % COHESION: 13 kPaDRY DENSITY: 0.79 t/m3 FRICTION: 0 DegreesConfining Pressure (kPa): 650Principal Stress (kPa): 27Strain at Failure (%): 7.5Rate of Strain (mm/min): 1.0Failure Mode: ShearDescription of Failure: BarrelSample Diameter (mm): 50.1Sample Length (mm): 99.8 Date Tested: 19.11.09 Date Sampled: UnknownJob Number: 116-101 Sampled By: Sinclair Knight MerzTested By: N O'M Sample Method: U50 TubeTest procedure: AS1289.6.4.1-1998 Undrained trixial compression, without pore water pressure.Form TX01 Issue 5 C:\ExcelReports\ Unconsolidated Undrained Triaxial June 2007 CL Page 1 of 1
Signed: Name: Chris Lloyd
Title: Laboratory Manage Date: 2.12.09
UNSATURATED UNDRAINED TRIAXIAL COMPRESSION TEST AS 1289 6.4.1
Stress vs. Strain
0
5
10
15
20
25
30
0 5 10 15 20 25Strain (%)
Stre
ss (k
Pa)
Appendix A PAGE A-59
Appendix A PAGE A-60
Appendix A PAGE A-61
Appendix A PAGE A-62
Appendix A PAGE A-63
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study - Riverbank Collapsing - Lower Murray River
Lab Number: 55498Sample Source: SR-BH-1 4.5-5.0mSample Description: SILTY CLAY: dark-grey, high plasticity, trace of fine to medium sand, slightly organic.
Sample Size: 60.00 mm
Rate of Strain: 0.005 (mm/min)Initial Dry Density: N/A (t/m3)
Initial Moisture Content: N/A (%)
Peak StrengthStage Number: Normal Stress: (kPa)Shear Stress (kPa)
Remoulding Conditions: Intact
STRENGTH PARAMETERS:Peak
COHESION: - kPa
FRICTION: - Degrees
Date Tested: 26.11.09 Job Number: 116-101Sampled By: SKMTested By: CS
Test procedure: AS1289 6.2.2-1998 Test Type: Single Staged Residual x 1Form DS06 Issue 3 C:\excelreports\Directshear Round 6 Stage March 2008 CL 55498 Page 1 of 2
Signed: Name: Chris Lloyd
Title: Lab Manager Date: 3.12.09
DIRECT SHEAR TEST REPORT
Appendix A PAGE A-64
CLIENT: Sinclair Knight MerzPO Box 2500 Malvern Victoria 3144
PROJECT: Study - Riverbank Collapsing - Lower Murray River
PEAK SHEAR STAGE 1Nominal normal pressure: 100 kPaSample Source: SR-BH-1 4.5-5.0m
Test procedure: AS1289 6.2.2-1998 Test Type: Single Staged Residual x 1Form DS06 Issue 3 C:\excelreports\Directshear Round 6 Stage March 2008 CL 55498 Page 2 of 2
DIRECT SHEAR TEST REPORT
Shear Stress vs Deflection
0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Deflection (mm)
Shea
r Str
ess
(kPa
)
Vertical Deflection vs Deflection
-4.000-3.500-3.000-2.500-2.000-1.500-1.000-0.5000.000
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Deflection (mm)
Vert
ical
def
lect
ion
(mm
)
Appendix A PAGE A-65
Appendix A PAGE A-66
Appendix A PAGE A-67
Appendix A PAGE A-68
Appendix A PAGE A-69
Appendix A PAGE A-70
Appendix A PAGE A-71