TC_USACE_Testing_110819.pdf

Type:

31.8 o

0.04

Before Consolidation A B C D E

1.93 1.93 1.93

4.10 4.10 4.10

36.0 35.5 35.7

85.1 85.9 85.7

0.96 0.94 0.94

1.91 1.91 1.91

4.07 4.06 4.03

34.5 33.4 33.0

86.8 88.2 88.6

0.92 0.89 0.88

5.8 5.8 5.8

0.25 0.50 1.00

0.74 0.83 1.16

0.74 0.83 1.07

0.49 0.75 1.12

0.12 0.24 0.59

1.0 1.0 1.0

3.9 8.9 8.9 o c'= 0.04 (tsf) α = 27.8 o a = 0.0 (tsf) o c= 0.11 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.2

43.1Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

20.9

2.67

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 17.0Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Lean Clay (CL)

11-04MU Sample #: 1 5T 3-4.5Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 31.8Effective φ':

7/25/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q ts f)

32.7 o

0.02

Before Consolidation A B C D E

1.93 1.93 1.93

4.10 4.10 4.10

36.0 35.5 35.7

85.1 85.9 85.7

0.96 0.94 0.94

1.91 1.91 1.91

4.07 4.06 4.03

34.5 33.4 33.0

86.8 88.2 88.6

0.92 0.89 0.88

5.8 5.8 5.8

0.25 0.50 1.00

0.74 0.83 1.16

0.74 0.83 1.07

0.40 0.61 1.04

0.12 0.24 0.59

1.0 1.0 1.0

1.8 2.7 5.0 o c'= 0.02 (tsf) α = 28.4 o a = 0.0 (tsf) o c= 0.07 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.2

43.1Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

20.9

2.67

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 17.4Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Lean Clay (CL)

11-04MU Sample #: 1 5T 3-4.5Depth (ft):

Failure Criterion: Max. Pore Pressure

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 32.7Effective φ':

7/25/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

30.2 o

0.06

Before Consolidation A B C D E

1.93 1.93 1.93

4.10 4.10 4.10

36.0 35.5 35.7

85.1 85.9 85.7

0.96 0.94 0.94

1.91 1.91 1.91

4.07 4.06 4.03

34.5 33.4 33.0

86.8 88.2 88.6

0.92 0.89 0.88

5.8 5.8 5.8

0.25 0.50 1.00

0.74 0.83 1.16

0.74 0.83 1.07

0.74 0.83 1.16

0.12 0.24 0.59

1.0 1.0 1.0

19.7 22.2 14.9 o c'= 0.06 (tsf) α = 26.7 o a = 0.0 (tsf) o c= 0.23 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.2

43.1Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

20.9

2.67

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 13.0Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Lean Clay (CL)

11-04MU Sample #: 1 5T 3-4.5Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 30.2Effective φ':

7/25/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

29.9 o

0.07

Before Consolidation A B C D E

1.93 1.93 1.93

4.10 4.10 4.10

36.0 35.5 35.7

85.1 85.9 85.7

0.96 0.94 0.94

1.91 1.91 1.91

4.07 4.06 4.03

34.5 33.4 33.0

86.8 88.2 88.6

0.92 0.89 0.88

5.8 5.8 5.8

0.25 0.50 1.00

0.74 0.83 1.16

0.74 0.83 1.07

0.69 0.81 1.16

0.12 0.24 0.59

1.0 1.0 1.0

15.0 15.0 15.0 o c'= 0.07 (tsf) α = 26.5 o a = 0.1 (tsf) o c= 0.20 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.2

43.1Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

20.9

2.67

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 14.1Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Lean Clay (CL)

11-04MU Sample #: 1 5T 3-4.5Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 29.9Effective φ':

7/25/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

Date:

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.12 0.15 0.04 0.13 0.12 0.00 0.13 0.25 0.00

0.25 0.19 0.06 0.25 0.28 0.12 0.25 0.51 0.19

0.37 0.23 0.07 0.37 0.33 0.15 0.37 0.60 0.26

0.49 0.26 0.09 0.49 0.37 0.17 0.50 0.67 0.32

0.62 0.28 0.09 0.62 0.41 0.18 0.62 0.71 0.35

0.74 0.30 0.10 0.74 0.44 0.19 0.75 0.76 0.39

0.86 0.32 0.11 0.86 0.46 0.20 0.87 0.78 0.41

0.98 0.34 0.11 0.99 0.48 0.21 0.99 0.81 0.44

1.11 0.35 0.11 1.11 0.49 0.22 1.12 0.83 0.46

1.23 0.36 0.12 1.23 0.51 0.22 1.24 0.85 0.48

1.35 0.37 0.12 1.36 0.52 0.22 1.37 0.87 0.49

1.48 0.38 0.12 1.48 0.53 0.23 1.49 0.88 0.51

1.60 0.39 0.12 1.60 0.54 0.23 1.62 0.89 0.52

1.72 0.40 0.12 1.72 0.55 0.23 1.74 0.91 0.53

1.84 0.40 0.12 1.85 0.56 0.23 1.86 0.92 0.54

1.97 0.41 0.12 1.97 0.57 0.24 1.99 0.93 0.54

2.09 0.42 0.12 2.09 0.58 0.24 2.11 0.93 0.55

2.21 0.42 0.12 2.22 0.58 0.24 2.24 0.94 0.56

2.34 0.43 0.12 2.34 0.59 0.24 2.36 0.95 0.56

2.46 0.43 0.12 2.46 0.60 0.24 2.49 0.96 0.57

2.70 0.44 0.12 2.71 0.61 0.24 2.73 0.97 0.57

2.95 0.45 0.12 2.96 0.62 0.24 2.98 0.98 0.58

3.44 0.47 0.11 3.45 0.64 0.24 3.48 1.00 0.59

3.93 0.49 0.11 3.94 0.65 0.24 3.98 1.01 0.59

4.42 0.50 0.11 4.43 0.66 0.23 4.47 1.03 0.59

4.92 0.51 0.10 4.93 0.68 0.23 4.97 1.04 0.59

5.41 0.52 0.10 5.42 0.69 0.23 5.47 1.05 0.59

5.90 0.54 0.10 5.91 0.70 0.22 5.96 1.07 0.59

6.39 0.55 0.09 6.41 0.71 0.22 6.46 1.08 0.59

6.88 0.56 0.09 6.90 0.72 0.22 6.96 1.08 0.59

7.37 0.57 0.08 7.39 0.73 0.21 7.45 1.09 0.58

7.87 0.58 0.08 7.88 0.73 0.21 7.95 1.10 0.58

8.36 0.59 0.08 8.38 0.74 0.21 8.45 1.11 0.58

8.85 0.61 0.07 8.87 0.75 0.21 8.94 1.12 0.58

9.34 0.61 0.07 9.36 0.76 0.20 9.44 1.12 0.57

9.83 0.62 0.07 9.86 0.77 0.20 9.94 1.13 0.57

11.06 0.65 0.06 11.09 0.78 0.19 11.18 1.15 0.56

12.29 0.66 0.05 12.32 0.79 0.19 12.42 1.16 0.55

13.52 0.67 0.04 13.55 0.80 0.18 13.66 1.16 0.55

14.75 0.69 0.04 14.78 0.81 0.18 14.91 1.16 0.54

15.98 0.70 0.03 16.01 0.81 0.17 16.15 1.15 0.53

17.21 0.72 0.02 17.25 0.82 0.17 17.39 1.15 0.53

18.44 0.72 0.02 18.48 0.82 0.16 18.63 1.14 0.52

19.66 0.74 0.01 19.71 0.83 0.16 19.87 1.12 0.52

19.72 0.74 0.01 20.94 0.83 0.16 21.12 1.11 0.52

22.17 0.83 0.15 22.36 1.09 0.52

22.18 0.83 0.15 23.13 1.07 0.52

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s u re

(t s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

7/25/11

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 11-04MU Job:

Sample: 1 Depth: 3-4.5

14.9 o

0.25

Before Consolidation A B C D E

1.46 1.45 1.45

2.99 3.00 2.98

26.7 29.0 29.5

97.6 96.0 91.7

0.77 0.80 0.88

1.45 1.44 1.42

2.97 2.95 2.97

26.8 27.2 28.8

99.1 98.4 96.1

0.74 0.75 0.79

5.8 5.8 5.8

0.75 1.50 3.00

1.03 1.77 1.91

0.90 1.68 1.74

1.00 1.77 1.91

0.11 0.47 0.96

1.0 1.0 1.0

2.0 15.3 13.5 o c'= 0.25 (tsf) α = 14.4 o a = 0.2 (tsf) o c= 0.38 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.7

63.6Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/27/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.9

2.76

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.131

Project:

Boring #:

Tolna Coulee Project

_______ 9.3Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

11-04MU Sample #: 2 5T 25-26.9Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.0039

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 14.9Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-0.6

-0.4

-0.2

0.2

0.4

0.6

0.8

1.2

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.5

1.5

2.5

D e v ia to r

S tr e s s ts f)

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

2.8

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8

Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

13.5 o

0.27

Before Consolidation A B C D E

1.46 1.45 1.45

2.99 3.00 2.98

26.7 29.0 29.5

97.6 96.0 91.7

0.77 0.80 0.88

1.45 1.44 1.42

2.97 2.95 2.97

26.8 27.2 28.8

99.1 98.4 96.1

0.74 0.75 0.79

5.8 5.8 5.8

0.75 1.50 3.00

1.03 1.77 1.91

0.90 1.68 1.74

0.98 1.75 1.74

0.11 0.47 0.96

1.0 1.0 1.0

1.5 10.9 19.8 o c'= 0.27 (tsf) α = 13.1 o a = 0.3 (tsf) o c= 0.41 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.7

63.6Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/27/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.9

2.76

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.131

Project:

Boring #:

Tolna Coulee Project

_______ 7.9Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

11-04MU Sample #: 2 5T 25-26.9Depth (ft):

Failure Criterion: Max. Pore Pressure

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.0039

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 13.5Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-0.6

-0.4

-0.2

0.2

0.4

0.6

0.8

1.2

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.5

1.5

2.5

D e v ia to r

S tr e s s ts f)

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

2.8

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8

Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

14.9 o

0.24

Before Consolidation A B C D E

1.46 1.45 1.45

2.99 3.00 2.98

26.7 29.0 29.5

97.6 96.0 91.7

0.77 0.80 0.88

1.45 1.44 1.42

2.97 2.95 2.97

26.8 27.2 28.8

99.1 98.4 96.1

0.74 0.75 0.79

5.8 5.8 5.8

0.75 1.50 3.00

1.03 1.77 1.91

0.90 1.68 1.74

1.03 1.77 1.91

0.11 0.47 0.96

1.0 1.0 1.0

4.0 15.3 13.5 o c'= 0.24 (tsf) α = 14.4 o a = 0.2 (tsf) o c= 0.39 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.7

63.6Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/27/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.9

2.76

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.131

Project:

Boring #:

Tolna Coulee Project

_______ 9.0Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

11-04MU Sample #: 2 5T 25-26.9Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.0039

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 14.9Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-0.6

-0.4

-0.2

0.2

0.4

0.6

0.8

1.2

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.5

1.5

2.5

D e v ia to r

S tr e s s ts f)

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

2.8

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8

Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

16.8 o

0.15

Before Consolidation A B C D E

1.46 1.45 1.45

2.99 3.00 2.98

26.7 29.0 29.5

97.6 96.0 91.7

0.77 0.80 0.88

1.45 1.44 1.42

2.97 2.95 2.97

26.8 27.2 28.8

99.1 98.4 96.1

0.74 0.75 0.79

5.8 5.8 5.8

0.75 1.50 3.00

1.03 1.77 1.91

0.90 1.68 1.74

0.93 1.74 1.91

0.11 0.47 0.96

1.0 1.0 1.0

15.0 15.0 15.0 o c'= 0.15 (tsf) α = 16.1 o a = 0.1 (tsf) o c= 0.34 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

22.7

63.6Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/27/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.9

2.76

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.131

Project:

Boring #:

Tolna Coulee Project

_______ 9.9Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

11-04MU Sample #: 2 5T 25-26.9Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.0039

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 16.8Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-0.6

-0.4

-0.2

0.2

0.4

0.6

0.8

1.2

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.5

1.5

2.5

D e v ia to r

S tr e s s ts f)

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

2.6

2.8

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8

Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

0.17 0.06 -0.04 0.17 0.19 0.00 0.17 0.04 0.02

0.34 0.12 -0.05 0.34 0.25 0.00 0.34 0.18 0.05

0.50 0.53 0.00 0.51 0.28 0.00 0.51 0.60 0.09

0.67 0.76 0.05 0.68 0.32 0.00 0.67 1.02 0.13

0.84 0.85 0.08 0.85 0.89 0.03 0.84 1.25 0.18

1.01 0.91 0.09 1.02 1.39 0.08 1.01 1.30 0.21

1.18 0.94 0.10 1.19 1.61 0.12 1.18 1.33 0.24

1.35 0.97 0.11 1.36 1.73 0.16 1.35 1.35 0.27

1.51 0.98 0.11 1.53 1.75 0.19 1.52 1.37 0.29

1.68 0.99 0.11 1.70 1.75 0.21 1.68 1.39 0.31

1.85 0.99 0.10 1.87 1.75 0.23 1.85 1.40 0.34

2.02 1.00 0.10 2.04 1.74 0.25 2.02 1.42 0.36

2.19 1.00 0.10 2.21 1.74 0.26 2.19 1.43 0.38

2.35 1.00 0.09 2.37 1.73 0.27 2.36 1.44 0.40

2.52 1.01 0.09 2.54 1.73 0.29 2.53 1.44 0.41

2.69 1.01 0.09 2.71 1.73 0.30 2.69 1.44 0.43

2.86 1.02 0.09 2.88 1.73 0.31 2.86 1.45 0.45

3.03 1.02 0.08 3.05 1.74 0.32 3.03 1.44 0.47

3.20 1.02 0.08 3.22 1.73 0.33 3.20 1.45 0.48

3.36 1.02 0.07 3.39 1.73 0.34 3.37 1.46 0.50

3.70 1.02 0.06 3.73 1.74 0.35 3.70 1.47 0.52

4.04 1.03 0.05 4.07 1.73 0.37 4.04 1.49 0.55

4.71 1.03 0.03 4.75 1.73 0.39 4.71 1.54 0.60

5.38 1.02 0.00 5.43 1.73 0.41 5.39 1.63 0.65

6.05 1.02 -0.02 6.10 1.73 0.43 6.06 1.70 0.69

6.72 1.01 -0.04 6.78 1.74 0.44 6.73 1.75 0.72

7.40 1.01 -0.06 7.46 1.75 0.45 7.41 1.76 0.76

8.07 1.01 -0.08 8.14 1.77 0.46 8.08 1.71 0.78

8.74 1.00 -0.10 8.82 1.77 0.46 8.75 1.72 0.81

9.41 0.99 -0.12 9.49 1.76 0.47 9.42 1.74 0.83

10.09 0.98 -0.14 10.17 1.75 0.47 10.10 1.76 0.85

10.76 0.97 -0.16 10.85 1.75 0.47 10.77 1.80 0.87

11.43 0.96 -0.17 11.53 1.74 0.47 11.44 1.86 0.88

12.10 0.95 -0.19 12.21 1.73 0.47 12.12 1.89 0.90

12.78 0.94 -0.20 12.89 1.74 0.47 12.79 1.91 0.91

13.45 0.93 -0.22 13.56 1.74 0.47 13.46 1.91 0.92

15.13 0.92 -0.26 15.26 1.77 0.47 15.15 1.82 0.94

16.81 0.93 -0.30 16.95 1.75 0.47 16.83 1.74 0.95

18.49 0.92 -0.34 18.65 1.71 0.46 18.51 1.76 0.96

20.17 0.91 -0.38 20.34 1.68 0.45 19.78 1.74 0.96

20.37 0.90 -0.38 20.39 1.68 0.45

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

7/26/11

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 11-04MU

Sample: 2 Depth: 25-26.9

39.9 o

0.04

Before Consolidation A B C D E

1.95 1.94 1.96

4.02 4.10 4.10

48.0 44.9 48.1

78.3 75.2 70.6

1.08 1.17 1.31

1.93 1.92 1.91

3.98 4.08 4.00

38.8 42.1 44.4

81.0 77.6 75.4

1.01 1.10 1.16

5.8 5.8 5.8

0.25 0.50 1.00

0.65 1.06 1.35

0.65 1.04 1.30

0.55 0.95 1.29

0.14 0.35 0.67

1.0 1.0 1.0

10.1 5.4 7.5 o c'= 0.04 (tsf) α = 32.7 o a = 0.0 (tsf) o c= 0.13 (tsf)

7/29/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 39.9Effective φ':

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

10'-12'Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00199

11-05MU Sample #: 1 5T

Project:

Boring #:

Tolna Coulee Project

_______ 19.1Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Silt w/lenses of sand a trace of gravel (OH)

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

23.8

2.61

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.050

30.0

53.8Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

7/19/11

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

41.7 o

0.01

Before Consolidation A B C D E

1.95 1.94 1.96

4.02 4.10 4.10

48.0 44.9 48.1

78.3 75.2 70.6

1.08 1.17 1.31

1.93 1.92 1.91

3.98 4.08 4.00

38.8 42.1 44.4

81.0 77.6 75.4

1.01 1.10 1.16

5.8 5.8 5.8

0.25 0.50 1.00

0.65 1.06 1.35

0.65 1.04 1.30

0.33 0.85 1.24

0.14 0.35 0.67

1.0 1.0 1.0

2.8 3.9 6.0 o c'= 0.01 (tsf) α = 33.6 o a = 0.0 (tsf) o c= 0.04 (tsf)

7/29/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 41.7Effective φ':

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

10'-12'Depth (ft):

Failure Criterion: Max. Pore Pressure

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00199

11-05MU Sample #: 1 5T

Project:

Boring #:

Tolna Coulee Project

_______ 21.9Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Silt w/lenses of sand a trace of gravel (OH)

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

23.8

2.61

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.050

30.0

53.8Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

7/19/11

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

39.3 o

0.03

Before Consolidation A B C D E

1.95 1.94 1.96

4.02 4.10 4.10

48.0 44.9 48.1

78.3 75.2 70.6

1.08 1.17 1.31

1.93 1.92 1.91

3.98 4.08 4.00

38.8 42.1 44.4

81.0 77.6 75.4

1.01 1.10 1.16

5.8 5.8 5.8

0.25 0.50 1.00

0.65 1.06 1.35

0.65 1.04 1.30

0.65 1.06 1.35

0.14 0.35 0.67

1.0 1.0 1.0

20.0 15.9 13.8 o c'= 0.03 (tsf) α = 32.3 o a = 0.0 (tsf) o c= 0.18 (tsf)

7/29/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 39.3Effective φ':

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

10'-12'Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00199

11-05MU Sample #: 1 5T

Project:

Boring #:

Tolna Coulee Project

_______ 18.1Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Silt w/lenses of sand a trace of gravel (OH)

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

23.8

2.61

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.050

30.0

53.8Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

7/19/11

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

39.2 o

0.03

Before Consolidation A B C D E

1.95 1.94 1.96

4.02 4.10 4.10

48.0 44.9 48.1

78.3 75.2 70.6

1.08 1.17 1.31

1.93 1.92 1.91

3.98 4.08 4.00

38.8 42.1 44.4

81.0 77.6 75.4

1.01 1.10 1.16

5.8 5.8 5.8

0.25 0.50 1.00

0.65 1.06 1.35

0.65 1.04 1.30

0.60 1.05 1.35

0.14 0.35 0.67

1.0 1.0 1.0

15.0 15.0 15.0 o c'= 0.03 (tsf) α = 32.3 o a = 0.0 (tsf) o c= 0.16 (tsf)

7/29/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 39.2Effective φ':

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

10'-12'Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00199

11-05MU Sample #: 1 5T

Project:

Boring #:

Tolna Coulee Project

_______ 19.0Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Silt w/lenses of sand a trace of gravel (OH)

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

23.8

2.61

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.050

30.0

53.8Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

7/19/11

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

0.13 0.10 0.05 0.12 0.20 0.10 0.13 0.31 0.15

0.25 0.14 0.07 0.25 0.27 0.14 0.25 0.42 0.23

0.38 0.16 0.08 0.37 0.35 0.18 0.38 0.51 0.30

0.50 0.18 0.09 0.49 0.38 0.21 0.50 0.59 0.35

0.63 0.20 0.10 0.61 0.42 0.23 0.63 0.63 0.39

0.75 0.21 0.11 0.74 0.47 0.25 0.75 0.67 0.42

0.88 0.22 0.11 0.86 0.49 0.26 0.88 0.71 0.45

1.01 0.24 0.12 0.98 0.52 0.27 1.00 0.74 0.47

1.13 0.25 0.12 1.10 0.55 0.29 1.13 0.77 0.49

1.26 0.26 0.13 1.23 0.58 0.30 1.25 0.80 0.51

1.38 0.26 0.13 1.35 0.60 0.30 1.38 0.83 0.52

1.51 0.27 0.13 1.47 0.62 0.31 1.50 0.85 0.54

1.63 0.28 0.13 1.59 0.65 0.32 1.63 0.87 0.55

1.76 0.28 0.13 1.72 0.67 0.32 1.75 0.89 0.56

1.89 0.29 0.13 1.84 0.68 0.33 1.88 0.91 0.57

2.01 0.30 0.14 1.96 0.70 0.33 2.00 0.93 0.58

2.14 0.30 0.14 2.08 0.71 0.33 2.13 0.94 0.59

2.26 0.31 0.14 2.21 0.72 0.34 2.25 0.96 0.60

2.39 0.31 0.14 2.33 0.74 0.34 2.38 0.97 0.60

2.51 0.32 0.14 2.45 0.75 0.34 2.50 0.99 0.61

2.77 0.33 0.14 2.70 0.76 0.35 2.75 1.02 0.62

3.02 0.34 0.14 2.94 0.79 0.35 3.00 1.04 0.63

3.27 0.35 0.14 3.19 0.80 0.35 3.25 1.07 0.63

3.52 0.36 0.14 3.43 0.82 0.35 3.50 1.09 0.64

3.77 0.37 0.14 3.68 0.84 0.35 3.75 1.10 0.65

4.02 0.38 0.14 3.92 0.85 0.35 4.00 1.13 0.65

4.53 0.40 0.14 4.41 0.88 0.35 4.50 1.16 0.66

5.03 0.42 0.13 4.90 0.92 0.35 5.00 1.19 0.66

5.28 0.42 0.13 5.15 0.94 0.35 5.25 1.21 0.67

5.53 0.43 0.13 5.39 0.95 0.35 5.50 1.22 0.67

5.78 0.44 0.13 5.64 0.95 0.35 5.75 1.23 0.67

6.03 0.45 0.13 5.88 0.96 0.34 6.00 1.24 0.67

6.29 0.46 0.13 6.13 0.98 0.34 6.25 1.25 0.67

6.54 0.46 0.13 6.38 0.98 0.34 6.50 1.26 0.67

6.79 0.47 0.13 6.62 0.99 0.34 6.75 1.27 0.67

7.04 0.48 0.12 6.87 0.99 0.34 7.00 1.28 0.67

7.29 0.48 0.12 7.11 0.99 0.33 7.25 1.28 0.66

7.54 0.49 0.12 7.36 1.00 0.33 7.50 1.29 0.67

8.05 0.50 0.12 8.83 1.01 0.32 8.01 1.30 0.66

8.55 0.51 0.12 9.32 1.02 0.32 8.50 1.31 0.66

9.05 0.52 0.11 9.81 1.04 0.32 9.00 1.32 0.66

9.55 0.53 0.11 11.03 1.05 0.31 9.51 1.33 0.65

10.06 0.55 0.11 12.26 1.05 0.30 10.01 1.34 0.65

11.31 0.57 0.10 13.49 1.04 0.29 11.26 1.34 0.64

12.57 0.59 0.09 14.71 1.05 0.29 12.51 1.34 0.63

13.83 0.60 0.09 15.94 1.06 0.28 13.76 1.35 0.63

15.08 0.61 0.08 17.16 1.05 0.28 15.01 1.34 0.62

16.34 0.62 0.08 18.39 1.04 0.28 16.26 1.33 0.62

17.60 0.63 0.08 19.62 1.05 0.28 17.51 1.33 0.61

18.86 0.64 0.07 20.00 1.04 0.28 18.76 1.32 0.61

20.00 0.65 0.07 20.00 1.30 0.61

Job:

Sample: 1 Depth: 10'-12'

7/29/11

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 11-05MU

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s

39.9 o

0.06

Before Consolidation A B C D E

1.94 1.94 1.95

4.09 3.98 3.67

33.1 35.5 38.1

84.3 82.8 80.5

0.97 1.01 1.06

1.94 1.93 1.93

4.09 3.97 3.65

36.4 36.4 38.1

84.3 84.4 82.5

0.97 0.97 1.01

5.8 5.8 5.8

0.50 1.00 2.00

7.45 8.47 11.53

7.42 8.47 11.53

1.59 3.33 5.91

0.26 0.53 1.20

1.0 1.0 1.0

2.7 4.0 7.1 o c'= 0.06 (tsf) α = 32.7 o a = 0.0 (tsf) o c= 0.07 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

20.2

29.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

8/13/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

8.8

2.66

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity (Assumed):0.050

Project:

Boring #:

Tolna Coulee Project

_______ 36.0Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Clayey Sand w/organic material (SC)

11-05MU Sample #: 2 5T 14.5-16.5Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.002045

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 39.9Effective φ':

8/17/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-2.5

-2

-1.5

-1

-0.5

0.5

1.5

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Normal Stress (tsf)

0 1 2 3 4 5 6 7 8 9 10

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

32.9 o

0.05

Before Consolidation A B C D E

1.94 1.94 1.95

4.09 3.98 3.67

33.1 35.5 38.1

84.3 82.8 80.5

0.97 1.01 1.06

1.94 1.93 1.93

4.09 3.97 3.65

36.4 36.4 38.1

84.3 84.4 82.5

0.97 0.97 1.01

5.8 5.8 5.8

0.50 1.00 2.00

7.45 8.47 11.53

7.42 8.47 11.53

0.71 1.34 2.03

0.26 0.53 1.20

1.0 1.0 1.0

0.7 1.0 1.8 o c'= 0.05 (tsf) α = 28.5 o a = 0.0 (tsf) o c= 0.13 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

20.2

29.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

8/13/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

8.8

2.66

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity (Assumed):0.050

Project:

Boring #:

Tolna Coulee Project

_______ 17.6Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Clayey Sand w/organic material (SC)

11-05MU Sample #: 2 5T 14.5-16.5Depth (ft):

Failure Criterion: Max. Pore Pressure

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.002045

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 32.9Effective φ':

8/17/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-2.5

-2

-1.5

-1

-0.5

0.5

1.5

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Normal Stress (tsf)

0 1 2 3 4 5 6 7 8 9 10

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

37.2 o

0.00

Before Consolidation A B C D E

1.94 1.94 1.95

4.09 3.98 3.67

33.1 35.5 38.1

84.3 82.8 80.5

0.97 1.01 1.06

1.94 1.93 1.93

4.09 3.97 3.65

36.4 36.4 38.1

84.3 84.4 82.5

0.97 0.97 1.01

5.8 5.8 5.8

0.50 1.00 2.00

7.45 8.47 11.53

7.42 8.47 11.53

7.45 8.47 11.53

0.26 0.53 1.20

1.0 1.0 1.0

18.3 20.0 20.1 o c'= 0.00 (tsf) α = 31.2 o a = 0.0 (tsf) o c= 1.52 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

20.2

29.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

8/13/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

8.8

2.66

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity (Assumed):0.050

Project:

Boring #:

Tolna Coulee Project

_______ 35.6Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Clayey Sand w/organic material (SC)

11-05MU Sample #: 2 5T 14.5-16.5Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.002045

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 37.2Effective φ':

8/17/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-2.5

-2

-1.5

-1

-0.5

0.5

1.5

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Normal Stress (tsf)

0 1 2 3 4 5 6 7 8 9 10

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

38.2 o

0.00

Before Consolidation A B C D E

1.94 1.94 1.95

4.09 3.98 3.67

33.1 35.5 38.1

84.3 82.8 80.5

0.97 1.01 1.06

1.94 1.93 1.93

4.09 3.97 3.65

36.4 36.4 38.1

84.3 84.4 82.5

0.97 0.97 1.01

5.8 5.8 5.8

0.50 1.00 2.00

7.45 8.47 11.53

7.42 8.47 11.53

6.90 7.63 10.33

0.26 0.53 1.20

1.0 1.0 1.0

15.0 15.0 15.0 o c'= 0.00 (tsf) α = 31.7 o a = 0.0 (tsf) o c= 1.51 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

20.2

29.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

8/13/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

8.8

2.66

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity (Assumed):0.050

Project:

Boring #:

Tolna Coulee Project

_______ 32.8Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Clayey Sand w/organic material (SC)

11-05MU Sample #: 2 5T 14.5-16.5Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.002045

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 38.2Effective φ':

8/17/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

-2.5

-2

-1.5

-1

-0.5

0.5

1.5

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

D e v ia to r

S tr e s s ts f)

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

0 5 10 15 20

Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Normal Stress (tsf)

0 1 2 3 4 5 6 7 8 9 10

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

0.12 0.30 0.13 0.13 0.48 0.21 0.14 0.77 0.39

0.24 0.43 0.19 0.25 0.75 0.37 0.27 1.12 0.64

0.37 0.51 0.23 0.38 0.90 0.44 0.41 1.31 0.82

0.49 0.58 0.25 0.50 0.99 0.48 0.55 1.44 0.94

0.61 0.64 0.26 0.63 1.09 0.51 0.69 1.53 1.02

0.73 0.71 0.26 0.76 1.17 0.52 0.82 1.59 1.07

0.86 0.77 0.26 0.88 1.26 0.53 0.96 1.66 1.12

0.98 0.82 0.26 1.01 1.34 0.53 1.10 1.71 1.14

1.10 0.87 0.26 1.13 1.42 0.53 1.23 1.78 1.17

1.22 0.92 0.25 1.26 1.50 0.52 1.37 1.84 1.18

1.34 0.97 0.24 1.39 1.58 0.51 1.51 1.90 1.19

1.47 1.02 0.24 1.51 1.66 0.50 1.64 1.97 1.20

1.59 1.09 0.23 1.64 1.74 0.49 1.78 2.03 1.20

1.71 1.14 0.22 1.76 1.83 0.48 1.92 2.10 1.20

1.83 1.22 0.21 1.89 1.89 0.47 2.05 2.17 1.20

1.96 1.25 0.20 2.02 1.97 0.45 2.19 2.24 1.19

2.08 1.30 0.19 2.14 2.06 0.44 2.33 2.30 1.19

2.20 1.36 0.17 2.27 2.14 0.42 2.46 2.37 1.18

2.32 1.42 0.16 2.39 2.23 0.40 2.60 2.45 1.18

2.44 1.48 0.15 2.52 2.31 0.39 2.74 2.53 1.16

2.69 1.59 0.12 2.77 2.48 0.35 3.01 2.64 1.15

2.93 1.70 0.09 3.02 2.64 0.31 3.29 2.80 1.13

3.18 1.83 0.06 3.28 2.82 0.27 3.56 2.97 1.10

3.42 1.95 0.03 3.53 2.98 0.23 3.83 3.16 1.06

3.67 2.06 0.00 3.78 3.15 0.19 4.11 3.37 1.02

3.91 2.18 -0.03 4.03 3.33 0.15 4.38 3.56 0.98

4.40 2.43 -0.10 4.54 3.67 0.06 4.93 3.99 0.89

4.89 2.68 -0.17 5.04 4.01 -0.03 5.48 4.44 0.79

5.13 2.81 -0.20 5.29 4.18 -0.08 6.02 4.93 0.67

5.38 2.94 -0.24 5.54 4.35 -0.13 6.57 5.41 0.55

5.62 3.07 -0.27 5.80 4.54 -0.18 7.12 5.91 0.42

5.87 3.21 -0.31 6.05 4.70 -0.23 7.67 6.44 0.27

6.11 3.34 -0.35 6.30 4.88 -0.28 8.22 6.92 0.13

6.36 3.47 -0.39 6.55 5.04 -0.33 8.76 7.41 -0.01

6.60 3.60 -0.43 6.80 5.20 -0.38 9.31 7.87 -0.16

6.85 3.72 -0.47 7.06 5.37 -0.44 9.86 8.29 -0.31

7.09 3.87 -0.51 7.31 5.52 -0.49 10.41 8.69 -0.45

7.33 3.99 -0.55 7.56 5.67 -0.54 10.95 9.03 -0.58

7.82 4.21 -0.63 8.06 5.99 -0.64 12.32 9.73 -0.86

8.31 4.45 -0.71 8.57 6.27 -0.75 13.69 10.33 -1.08

8.80 4.68 -0.80 9.07 6.53 -0.85 15.06 10.76 -1.28

9.29 4.91 -0.88 9.58 6.77 -0.95 16.43 11.04 -1.40

9.78 5.14 -0.96 10.08 6.99 -1.05 17.80 11.27 -1.50

11.00 5.70 -1.16 11.34 7.35 -1.23 20.06 11.53 -1.63

12.22 6.15 -1.36 12.60 7.55 -1.33

13.45 6.54 -1.55 13.86 7.63 -1.37

14.67 6.90 -1.73 15.12 7.78 -1.43

15.89 7.21 -1.89 16.38 7.96 -1.51

17.11 7.35 -2.03 17.64 8.15 -1.61

18.34 7.45 -2.13 18.90 8.33 -1.71

19.56 7.45 -2.22 20.00 8.47 -1.81

20.01 7.42 -2.23

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

S tr a in

D e v ia to r

S tr e s s ts f)

P o re

P re s s f)

8/17/11

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 11-05MU

Sample: 2 Depth: 14.5-16.5

34.0 o

0.14

Before Consolidation A B C D E

1.96 1.96 1.96 1.93 1.93

4.12 4.10 4.11 4.30 4.01

48.5 52.9 63.9 89.2 89.4

69.5 66.0 58.4 47.9 48.6

1.31 1.43 1.75 2.35 2.30

1.95 1.93 1.94 1.92 1.88

4.07 4.03 3.93 4.26 3.95

48.5 50.7 61.0 89.1 81.7

71.4 69.6 62.5 48.8 51.8

1.25 1.30 1.57 2.29 2.10

5.8 5.8 5.8 5.8 5.8

0.50 1.00 2.00 0.25 0.75

1.07 1.51 1.86 0.82 1.33

0.96 1.38 1.81 0.79 1.22

0.99 1.49 1.86 0.79 1.32

0.20 0.63 1.46 0.14 0.56

1.0 1.0 1.0 1.0 1.0

4.9 9.9 12.7 4.9 9.6 o c'= 0.14 (tsf) α = 29.2 o a = 0.1 (tsf) o c= 0.29 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

30.3

70.7Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.4

2.57

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 13.5Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Clay (OH)

11-06MU Sample #: 1 5T 11.5-13 (Top)Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 34.0Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.2

0.4

0.6

0.8

1.2

1.4

1.6

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

34.9 o

0.11

Before Consolidation A B C D E

1.96 1.96 1.96 1.93 1.93

4.12 4.10 4.11 4.30 4.01

48.5 52.9 63.9 89.2 89.4

69.5 66.0 58.4 47.9 48.6

1.31 1.43 1.75 2.35 2.30

1.95 1.93 1.94 1.92 1.88

4.07 4.03 3.93 4.26 3.95

48.5 50.7 61.0 89.1 81.7

71.4 69.6 62.5 48.8 51.8

1.25 1.30 1.57 2.29 2.10

5.8 5.8 5.8 5.8 5.8

0.50 1.00 2.00 0.25 0.75

1.07 1.51 1.86 0.82 1.33

0.96 1.38 1.81 0.79 1.22

0.89 1.37 1.84 0.74 1.32

0.20 0.63 1.46 0.14 0.56

1.0 1.0 1.0 1.0 1.0

3.4 6.9 11.4 4.2 9.6 o c'= 0.11 (tsf) α = 29.8 o a = 0.1 (tsf) o c= 0.26 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

30.3

70.7Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.4

2.57

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 13.9Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Clay (OH)

11-06MU Sample #: 1 5T 11.5-13 (Top)Depth (ft):

Failure Criterion: Max. Pore Pressure

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 34.9Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.2

0.4

0.6

0.8

1.2

1.4

1.6

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

33.1 o

0.15

Before Consolidation A B C D E

1.96 1.96 1.96 1.93 1.93

4.12 4.10 4.11 4.30 4.01

48.5 52.9 63.9 89.2 89.4

69.5 66.0 58.4 47.9 48.6

1.31 1.43 1.75 2.35 2.30

1.95 1.93 1.94 1.92 1.88

4.07 4.03 3.93 4.26 3.95

48.5 50.7 61.0 89.1 81.7

71.4 69.6 62.5 48.8 51.8

1.25 1.30 1.57 2.29 2.10

5.8 5.8 5.8 5.8 5.8

0.50 1.00 2.00 0.25 0.75

1.07 1.51 1.86 0.82 1.33

0.96 1.38 1.81 0.79 1.22

1.07 1.51 1.86 0.82 1.33

0.20 0.63 1.46 0.14 0.56

1.0 1.0 1.0 1.0 1.0

9.8 14.9 12.7 6.3 11.4 o c'= 0.15 (tsf) α = 28.7 o a = 0.1 (tsf) o c= 0.32 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

30.3

70.7Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.4

2.57

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 12.9Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Clay (OH)

11-06MU Sample #: 1 5T 11.5-13 (Top)Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 33.1Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.2

0.4

0.6

0.8

1.2

1.4

1.6

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

34.9 o

0.10

Before Consolidation A B C D E

1.96 1.96 1.96 1.93 1.93

4.12 4.10 4.11 4.30 4.01

48.5 52.9 63.9 89.2 89.4

69.5 66.0 58.4 47.9 48.6

1.31 1.43 1.75 2.35 2.30

1.95 1.93 1.94 1.92 1.88

4.07 4.03 3.93 4.26 3.95

48.5 50.7 61.0 89.1 81.7

71.4 69.6 62.5 48.8 51.8

1.25 1.30 1.57 2.29 2.10

5.8 5.8 5.8 5.8 5.8

0.50 1.00 2.00 0.25 0.75

1.07 1.51 1.86 0.82 1.33

0.96 1.38 1.81 0.79 1.22

1.02 1.51 1.83 0.79 1.27

0.20 0.63 1.46 0.14 0.56

1.0 1.0 1.0 1.0 1.0

15.0 15.0 15.0 15.0 15.0 o c'= 0.10 (tsf) α = 29.8 o a = 0.1 (tsf) o c= 0.30 (tsf)

2401 W 66th Street Richfield, Minnesota 55423-2031

"These test results are for informational purposes only and must be reviewed by a qualified professional engineer to verify that the test parameters shown are appropriate for any particular design"

Void Ratio

Pore Pressure Parameter "B"

Pct. Axial Strain at Failure

Diameter (in)

Height (in)

Water Content (%)

Dry Density (pcf)

30.3

70.7Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

6/23/11

Remarks: Radial drainage strips applied to trimmed specimen; Saturated, backpressured until "B" response was 0.95 to 1.00; Consolidated; All Drainage valves closed and immediately sheared.

X

40.4

2.57

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.058

Project:

Boring #:

Tolna Coulee Project

_______ 13.1Total φ':

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Organic Clay (OH)

11-06MU Sample #: 1 5T 11.5-13 (Top)Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00236

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

Rupture Envelope at Failure ------------ 34.9Effective φ':

7/26/11

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.2

0.4

0.6

0.8

1.2

1.4

1.6

0.00 5.00 10.00 15.00 20.00

P o re P re s s u re ts f)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

D e v ia to r

S tr e s s ts f)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

0 5 10 15 20 Axial Strain (%)

S tr e s s R a ti o

0 1 2 3 4

Normal Stress (tsf)

0 1 2

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.12 0.11 0.01 0.12 0.37 0.14 0.13 0.47 0.21 0.12 0.09 0.04 0.13 0.18 0.08

0.25 0.23 0.04 0.25 0.51 0.22 0.25 0.69 0.40 0.24 0.12 0.05 0.25 0.28 0.14

0.37 0.33 0.08 0.37 0.61 0.28 0.38 0.86 0.54 0.35 0.16 0.06 0.38 0.36 0.18

0.49 0.39 0.10 0.50 0.69 0.32 0.51 0.97 0.64 0.47 0.19 0.07 0.51 0.40 0.21

0.62 0.45…