1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-02CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-02CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-03CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-03CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-03CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

31

32

33

34

35

36

37

38

39

31

32

33

34

35

36

37

38

39

17-367

CPT-03CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 4 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-04CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 2

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-04CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 2

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-05CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-05CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-05CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-06CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 2

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-06CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 2

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-07CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-07CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-07CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-08CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-08CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-08CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-09CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-09CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-09CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

31

32

33

34

35

36

37

38

39

31

32

33

34

35

36

37

38

39

17-367

CPT-09CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 4 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-10CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 2

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-10CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 2

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-11CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-11CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-11CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-12CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-12CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-12CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

31

32

33

34

35

36

37

38

39

31

32

33

34

35

36

37

38

39

17-367

CPT-12CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 4 of 4

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

1

2

3

4

5

6

7

8

9

1

2

3

4

5

6

7

8

9

17-367

CPT-13CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 1 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

11

12

13

14

15

16

17

18

19

11

12

13

14

15

16

17

18

19

17-367

CPT-13CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 2 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz

1 -

Ove

rall

Report

1.1

22

Genera

ted w

ith C

ore

-GS

by

Gero

c

kPa2 4 6 8 12

50

100

150

200

250

300

350

400

450

Norm. Friction Ratio, Fr SBTn

CONE PENETRATION TEST (CPT) PARAMETER LOG

Dep

th (m

)

0 0.2

0.4

0.8

1.0D

ep

th (m

)

Normalised Cone Resistance, QtPore Pressure Ratio, Bq

Undrained Shear Strength, Su

40

80

120

160

200

240

280

320

360

Degrees

Friction Angle - Φ'

Nkt = 15

30

35

40

45

%

Relative Density, Dr

20

40

60

802 4 6 8

Ic

21

22

23

24

25

26

27

28

29

21

22

23

24

25

26

27

28

29

17-367

CPT-13CPT

Number:

14/07/2017

G.I. Job Ref:

Client Job Ref:Soil Behaviour Type (SBTn) - Robertson et al. 1990

0

1 Sensitive fine-grained

Undefined

3 Clays: clay to silty clay

Clay - organic soil2

Silt mixtures: clayey silt & silty clay4

Sand mixtures: silty sand to sandy silt5

Sands: clean sands to silty sands6

Dense sand to gravelly sand7

Stiff sand to clayey sand8

Stiff fine-grained9

Notes and Limitations:Data shown on this report has been assessed to provide a basicinterpretation in terms of Soil Behaviour Type (SBT) and variousgeotechnical soil and design parameters using methods published in P.K. Robertson and K.L. Cabal (2010), Guide to Cone Penetration Testingfor Geotechnical Engineering, 4th Edition. The interpretations arepresented only as a guide for geotechnical use, and should be carefullyreviewed by the user. Ground Investigation Ltd does not warrant thecorrectness or the applicability of any of the geotechnical soil and designparameters shown and does not assume any liability for any use of theresults in any design or review. The user should be fully aware of thetechniques and limitations of any method used to derive data shown inthis report. Test Date:

Page 3 of 3

Ground Investigation Ltd.Contractor:

Project: Dargaville Investigation, 5763 SH12

Arapohue, Dargaville, NorthlandLocation:

Client: Tonkin + Taylor

Engineer: Pierre Malan

www.g-i.co.nz