appendix a riverfront road-murray bridge in-situ and laboratory … · 2015. 8. 20. · lwr murray...

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


450mm 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



= Shear vane test

GROUNDWATER SYMBOLS


sam

ple

type

DWLBC

VLLMDDVDCO

< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa

dept

h (m

)


grou

nd w

ater

2

21/10 - 21/10/09


SuvSupNFPM

LABORATORY DATA


DENSITY (N-value)



= Disturbed Sample

moi

stur

e co

nten

t(%

)


UQNUQCTQNTQCTRX

PSACSLPM

BOREHOLE No. SR-BH1


plas

ticity

inde

x(%

)

desi

gn /

test

data


MOISTURE CONDITION

grap

hic

log

of

0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm


SOILCONDITION





dry

dens

ity(t/

m )


liqui

d lim

it(%

)

= Outflow / Inflow

perc

ent f

ines

(%)


LABORATORY DATA

SOIL DESCRIPTION

field

& o

ther

test

s

2

6111971.0mN343936.0mE1.1mAHD

FIELD DATA SYMBOLS

MK5/2 Drill rig



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



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



= Shear vane test

GROUNDWATER SYMBOLS


sam

ple

type

DWLBC

VLLMDDVDCO

< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa

dept

h (m

)


grou

nd w

ater

2

23/10 - 23/10/09


SuvSupNFPM

LABORATORY DATA


DENSITY (N-value)



= Disturbed Sample

moi

stur

e co

nten

t(%

)


UQNUQCTQNTQCTRX

PSACSLPM

BOREHOLE No. SR-BH2


plas

ticity

inde

x(%

)

desi

gn /

test

data


MOISTURE CONDITION

grap

hic

log

of

0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm


SOILCONDITION





dry

dens

ity(t/

m )


liqui

d lim

it(%

)

= Outflow / Inflow

perc

ent f

ines

(%)


LABORATORY DATA

SOIL DESCRIPTION

field

& o

ther

test

s

1

6111703.0mN344163.0mE1.1mAHD

FIELD DATA SYMBOLS

MK5/2 Drill rig



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



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



= Shear vane test

GROUNDWATER SYMBOLS


sam

ple

type

DWLBC

VLLMDDVDCO

< 12 kPa12 - 2525 - 5050 - 100100 - 200> 200 kPa

dept

h (m

)


grou

nd w

ater

2

23/10 - 23/10/09


SuvSupNFPM

LABORATORY DATA


DENSITY (N-value)



= Disturbed Sample

moi

stur

e co

nten

t(%

)


UQNUQCTQNTQCTRX

PSACSLPM

BOREHOLE No. SR-BH2


plas

ticity

inde

x(%

)

desi

gn /

test

data


MOISTURE CONDITION

grap

hic

log

of

0 - 44 - 1010 - 3030 - 5050 - 100>50/150mm


SOILCONDITION





dry

dens

ity(t/

m )


liqui

d lim

it(%

)

= Outflow / Inflow

perc

ent f

ines

(%)


LABORATORY DATA

SOIL DESCRIPTION

field

& o

ther

test

s

2

6111703.0mN344163.0mE1.1mAHD

FIELD DATA SYMBOLS

MK5/2 Drill rig



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



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


Page 2 of 2



Test terminated at 16.2 m


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


Page 1 of 2



Test terminated at 19.3 m. Refusal.


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


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


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


Page 2 of 2





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


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


Page 1 of 2

Client: Sinclair Knight MerzJob Details: Murray Riverbank Geotechnical Investigations


Test terminated at 22.2 m.


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


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


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



Page 2 of 2



Test terminated at 22.2 m.


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


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


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


Page 1 of 2



Test terminated at 21.7 m. Relief drilled: 1.04-1.50, 5.00-5.11 m.


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


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



Page 2 of 2



Test terminated at 21.7 m. Relief drilled: 1.04-1.50, 5.00-5.11 m.


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


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


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


Page 1 of 2





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


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


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



Page 2 of 2





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


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



Page 1 of 2





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


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


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



Page 2 of 2





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


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



Page 1 of 2





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


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


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



Page 2 of 2





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


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



Page 1 of 2



Test terminated at 16.1 m. Relief drill 0.61-0.8m.


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


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


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



Page 2 of 2



Test terminated at 16.1 m. Relief drill 0.61-0.8m.


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


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


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


-0.2 0 0.2 0.4 0.6

u2 in MPa


0 2 4 6 8

Friction ratio (Rf ) in %



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


-0.2 0 0.2 0.4 0.6

u2 in MPa


0 2 4 6 8

Friction ratio (Rf ) in %

118.61 ->



1

App

endi

xA

PA

GE

A-2

8

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


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



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


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








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



Client:

Address:


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








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



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






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



Client:

Address:


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






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



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


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)



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




Stress vs. Strain

0

5

10

15

20

25

0 5 10 15 20 25Strain (%)

Stre

ss (k

Pa)



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




Stress vs. Strain

0

2

4

6

8

10

12

14

0 5 10 15 20 25Strain (%)

Stre

ss (k

Pa)



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




Stress vs. Strain

0

5

10

15

20

25

30

0 5 10 15 20 25Strain (%)

Stre

ss (k

Pa)



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




Stress vs. Strain

0

5

10

15

20

25

30

0 5 10 15 20 25Strain (%)

Stre

ss (k

Pa)



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


Title: Lab Manager Date: 3.12.09

DIRECT SHEAR TEST REPORT



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 riverfront road-murray bridge in-situ and laboratory … · 2015. 8. 20. · lwr murray...

Documents