Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Cone resistance

Tip resistance (MPa)

5040302010

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Cone resistance Pore pressure

Pressure (kPa)

4,0003,0002,0001,0000

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Pore pressureSleeve friction

Friction (kPa)

1,000500

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Sleeve friction

Cross correlation between qc & fs

20181614121086420-2-4-6-8-10-12-14-16-18-20

1.2

1

0.8

0.6

0.4

0.2

0

-0.2

-0.4

-0.6

-0.8

-1

-2

Cross correlation between qc & fs

The plot below presents the cross correlation coeficient between the raw qc and fs values (as measured on the field). X axes presents the lagdistance (one lag is the distance between two sucessive CPT measurements).

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:30 1

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

SBT plot

Friction Ratio, Rf (%)

0.1 1 10

Cone r

esis

tance,

qc/p

a

1

10

100

1,000

SBT plot Bq plot

Pore pressure ratio, Bq

1.401.201.000.800.600.400.200.00-0.20

Corr

ecte

d c

one r

esis

tance,

qt

0.1

1

10

100

Bq plot

SBT - Bq plots

SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 2

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CL

Location:

Total depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

SBTn plot

Normalized Friction Ratio, Fr (%)

0.1 1 10

Norm

alized C

one R

esis

tance,

Qtn

1

10

100

1,000

SBTn plot Normalized Bq plot

Pore pressure ratio, Bq

1.401.201.000.800.600.400.200.00-0.20-0 .40

Norm

alized c

one r

esis

tance,

Qtn

1

10

100

1,000

Normalized Bq plot

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

SBT - Bq plots (normalized)

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 3

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Schneider et al (2008) Soil Class.

Du2/sig'v

109876543210-1-2

Q =

qcnet/

sig

'v

1

10

100

1,000

Schneider et al (2008) Soil Class.

2

3

1a

1b1c

Transition

al Soils

Silts an

d "Low Ir" Cla

ys

Clays

Sensitiv

e Clays

Essentialy

Drained

Sands

Schneider et al (2008) Soil Class.

Du2/sig'v

0.1 1 10 100

Q =

qcnet/

sig

'v

1

10

100

1,000

Schneider et al (2008) Soil Class.

2

3

1a

1b

1c

Transitional Soils

Silts and "Low Ir" Clays

Clays

Sensitive Clays

Essentialy

Drained

Sands

Bq plots (Schneider)

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 4

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Norm. Soil Behaviour Type

SBTn (Robertson 1990)

181614121086420

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Norm. Soil Behaviour Type

SandSand & silty sandSilty sand & sandy siltSilty sand & sandy silt

Sand & silty sandSand & silty sandClay & silty clayClay

Clay

Clay

Silty sand & sandy siltClaySilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty clayClayClayClay & silty claySand & silty sandClay

Clay

Clay & silty clay

Sand & silty sandSand & silty sandClay & silty clay

Clay & silty clay

Silty sand & sandy siltClay & silty claySand & silty sandClayVery dense/stiff soil

Clay & silty clay

ClayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy silt

Clay & silty clayClay & silty clay

Clay & silty claySilty sand & sandy siltSilty sand & sandy siltClaySand & silty sand

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31

Project file:

5

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Cone resistance qt

Tip resistance (MPa)

5040302010

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Cone resistance qt Pore pressure u

Pressure (kPa)

2,0001,0000

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Pore pressure uFriction ratio

Rf (%)

1086420

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction ratio SBT Index

I(SBT)

4321D

epth

(m

)36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBT Index Soil Behaviour Type

SBT (Robertson, 2010)

181614121086420

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Sand & silty sandSilty sand & sandy siltClay & silty clay

Sand & silty sandClay & silty clayClay & silty clay

Clay

Clay & silty claySilty sand & sandy siltClayClay & silty claySand & silty sand

Clay & silty clayClay & silty claySilty sand & sandy silt

ClayVery dense/stif f soilClay & silty claySilty sand & sandy silt

Clay & silty clay

Silty sand & sandy silt

Sand & silty sandSand & silty sandSilty sand & sandy siltVery dense/stif f soil

Very dense/stif f soil

Clay & silty clayVery dense/stif f soilVery dense/stif f soilClay & silty claySilty sand & sandy siltVery dense/stif f soilVery dense/stif f soil

Silty sand & sandy siltVery dense/stif f soilVery dense/stif f soil

Sand & silty sand

Silty sand & sandy silt

Very dense/stif f soilVery dense/stif f soilVery dense/stif f soilSilty sand & sandy silt

Silty sand & sandy silt

SBT legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 6

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Norm. cone resistance

Qtn

200150100500

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Norm. cone resistance Norm. pore pressure ratio

Bq

10.80.60 .40.20-0.2

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Norm. pore pressure ratioNorm. friction ratio

Fr (%)

1086420

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Norm. friction ratio SBTn Index

Ic

4321D

epth

(m

)36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBTn Index Norm. Soil Behaviour Type

SBTn (Robertson 1990)

181614121086420

Depth

(m

)

36

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Norm. Soil Behaviour Type

SandSand & silty sandClay & silty claySilty sand & sandy silt

Sand & silty sandClay & silty clayClay

Clay

ClaySilty sand & sandy silt

Clay & silty claySilty sand & sandy siltClay & silty clayClayClay

Clay & silty clay

Clay & silty clayClaySand & silty sandClay

Clay

Clay & silty clay

Sand & silty sandSand & silty sand

ClaySand & silty sandClaySilty sand & sandy siltClay

ClaySand & silty sandClay

Silty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty claySilty sand & sandy silt

Clay & silty clay

ClaySilty sand & sandy siltClayClay & silty clay

Clay & silty clay

SBTn legend

1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 7

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Permeability

Ksbt (m/s)

-91x10 -61x10 -31x10

Depth

(m

)

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Permeability Young's modulus

Es (MPa)

4002000

Depth

(m

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Young's modulusSPT N60

N60 (blows/30cm)

50403020100

Depth

(m

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

SPT N60 Relative density

Dr (%)

100806040200

Depth

(m

)

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Relative density

Calculation parameters

Relative desnisty constant, CDr: 350.0Permeability: Based on SBTn

SPT N60: Based on Ic and qt

Young’s modulus: Based on variable alpha using Ic (Robertson, 2009)

Phi: Based on Kulhawy & Mayne (1990)

User defined estimation data

Friction angle

φ (degrees)

60555045403530

Depth

(m

)

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Friction angle

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 8

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Constrained Modulus

M(CPT) (MPa)

400200

Depth

(m

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Constrained Modulus Shear strength

Su (kPa)

2,0001,0000

Depth

(m

)

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2Su peak

Su remolded

Shear strengthShear modulus

Go (MPa)

400200

Depth

(m

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Shear modulus Undrained strength ratio

Su/σ',v

21.510.50

Depth

(m

)

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

Undrained strength ratio OCR

OCR

1086420

Depth

(m

)

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

OCR

Calculation parameters

Undrained shear strength cone factor for clays, Nkt: 14

OCR factor for clays, Nkt: 0.33

Go: Based on variable alpha using Ic (Robertson, 2009)

Constrained modulus: Based on variable alpha using Ic and Qtn (Robertson, 2009)

User defined estimation data

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 9

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Shear Wave velocity

Vs (m/s)

500400300200100

Depth

(m

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Shear Wave velocity In-situ stress ratio

Ko

210

Depth

(m

)

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

In-situ stress ratioState parameter

ψ

0-0.1-0 .2

Depth

(m

)

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

State parameter Soil sensitivity

S

86420

Depth

(m

)

35

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

Soil sensitivity Effective friction angle

Peak φ (degrees)

4035302520

Depth

(m

)

36

34

32

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

Effective friction angle

Calculation parameters

Soil Sensitivity factor, NS: 7.00

User defined estimation data

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 10

Project file:

Project:

LMMG

Geotechnical Engineers

www.LMMG.CLTotal depth: 36.00 m, Date: 14-04-2014

Surface Elevation: 0.00 m

Coords: X:0.00, Y:0.00

Cone Type: Uknown

Cone Operator: Uknown

CPT: CPT-01

Location:

Bearing Capacity Plot

Footing Width (m)

4321

Ultim

ate

Beari

ng C

apacity (

kPa)

1,580

1,560

1,540

1,520

1,500

1,480

1,460

1,440

1,420

1,400

1,380

1,360

1,340

1,320

1,300

1,280

1,260

1,240

1,220

1,200

1,180

1,160

Bearing Capacity Plot

Bearing Capacity calculation isperfromed based on the formula:

soiltkult qqRQ +×=

where:Rk: Bearing capacity factorqt: Average corrected coneresistance over calculation depthqsoil: Pressure applied by soilabove footing

No B(m)

StartDepth

(m)

End Depth(m)

Ave. qt

(MPa)Soil Press.

(kPa)Ult. bearing cap. (kPa)

Rk

:: Tabular results ::

1 1.00 0.50 2.00 7.25 9.50 1458.680.20

2 1.20 0.50 2.30 7.07 9.50 1423.030.20

3 1.40 0.50 2.60 6.51 9.50 1311.150.20

4 1.60 0.50 2.90 5.98 9.50 1205.930.20

5 1.80 0.50 3.20 6.65 9.50 1338.640.20

6 2.00 0.50 3.50 7.36 9.50 1481.050.20

7 2.20 0.50 3.80 7.75 9.50 1559.520.20

8 2.40 0.50 4.10 7.87 9.50 1583.660.20

9 2.60 0.50 4.40 7.53 9.50 1515.940.20

10 2.80 0.50 4.70 7.24 9.50 1458.150.20

11 3.00 0.50 5.00 6.97 9.50 1402.690.20

12 3.20 0.50 5.30 6.62 9.50 1332.690.20

13 3.40 0.50 5.60 6.34 9.50 1278.180.20

14 3.60 0.50 5.90 6.13 9.50 1236.000.20

15 3.80 0.50 6.20 5.87 9.50 1183.370.20

16 4.00 0.50 6.50 5.68 9.50 1145.090.20

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31 11

Project file:

This software is licensed to: Gregg Drilling & Testing, Inc.

:: Permeability, k (m/s) ::

cI3.04-0.952cc 10k then 1.00I and 3.27I ⋅=><

cI1.37--4.52cc 10k then 3.27I and 4.00I ⋅=>≤

:: NSPT (blows per 30 cm) ::

cI0.28171.1268a

c60

10

1

P

qN

⋅−⋅

=

( )cI0.28171.1268tn601

10

1QN

⋅−⋅=

:: Young's Modulus, Es (MPa) ::

1.68I0.55

vtc100.015)σ(q +⋅⋅⋅−

(applicable only to SBTn: 5, 6, 7 and 8or Ic < Ic_cutoff)

:: Relative Density, Dr (%) ::

DR

tn

k

Q100 ⋅

(applicable only to Ic < Ic_cutoff)

:: State Parameter, ψ ::

)log(Q0.330.56ψ cstn,⋅−=

:: Peak drained friction angle, φ (°) ::

)log(Q1117.60φ tn⋅+=

(applicable only to SBTn: 5, 6, 7 and 8)

:: 1-D constrained modulus, M (MPa) ::

1.68I0.55vtCPT

c

vtCPT

tntn

tn

c

c100.0188)σ(qM

2.20I If

)σ(qαM

14Qfor Qα

14Qfor 14α

2.20I If

+⋅⋅⋅−=

≤

−⋅=

≤=

>=

>

:: Small strain shear Modulus, Go (MPa) ::

1.68I0.55vt0

c100.0188)σ(qG +⋅⋅⋅−=

:: Shear Wave Velocity, Vs (m/s) ::

0.50

0s

ρ

GV

=

:: Undrained peak shear strength, Su (kPa) ::

( )kt

vtu

rkt

N

σqS

defineduser or )log(F710.50N

−=

⋅+=

:: Overconsolidation Ratio, OCR ::

tnOCR

1.25

r

0.20tn

OCR

Qk OCR

defineduser or ))log(F7(10.500.25

Qk

⋅=

⋅+⋅⋅=

:: Remolded undrained shear strength, Su(rem) (kPa) ::

( ) sremu fS =

:: Unit Weight, g (kN/m³) ::

weightunit water g where

1.236)p

qlog(0.36)log(R0.27gg

w

a

tfw

=

+⋅+⋅⋅=

(applicable only to SBTn: 1, 2, 3, 4 and 9 or Ic > Ic_cutoff)

(applicable only to SBTn: 1, 2, 3, 4 and 9 or Ic > Ic_cutoff)

(applicable only to SBTn: 1, 2, 3, 4 and 9or Ic > Ic_cutoff)

References

• Robertson, P.K., Cabal K.L., Guide to Cone Penetration Testing for Geotechnical Engineering, Gregg Drilling & Testing, Inc., 5th Edition, November

2012

Presented below is a list of formulas used for the estimation of various soil properties. The formulas are presented in SI unit system and assumethat all components are expressed in the same units.

• Robertson, P.K., Interpretation of Cone Penetration Tests - a unified approach., Can. Geotech. J. 46(11): 1337–1355 (2009)

:: In situ Stress Ratio, Ko ::

'sinO OCR)'sin(1K ϕϕ ⋅−=

:: Soil Sensitivity, St ::

r

St

F

NS =

(applicable only to SBTn: 1, 2, 3, 4 and 9 or Ic > Ic_cutoff)

(applicable only to SBTn: 1, 2, 3, 4 and 9 or Ic > Ic_cutoff)

:: Effective Stress Friction Angle, φ' (°) ::

( )tq0.121q

' logQB0.3360.256B29.5φ +⋅+⋅⋅°=

(applicable for 0.10<Bq<1.00)

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 14-04-2014, 18:16:31Project file:

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