Amendment_3_Geotechnical_Report.pdf

2401 W 66th Street Richfield, Minnesota 55423-2031

.002.005

Hydrometer Analysis

Fines

.2 .5

Sample

Type

.02 .05

Fine

5T

#20 #40

20 50

Other Tests

2.70

91.0

30.7

60.3

2.72

76.9

27.8

49.1

2.69

72.2

22.7

49.5 pH

Shrinkage Limit

Penetrometer

Qu (psf)

Dry Density (pcf)

Specific Gravity

Porosity

Organic Content

Liquid Limit

Plastic Limit

Plasticity Index

Water Content

Coarse Fine Coarse Medium

14-210mu

14-210mu

14-210mu

Sand

Gravel

Grain Size Distribution ASTM D422

12/24/14Report Date:

Test Date:

Reported To:

Project:

Job No. : 9660

12/10/14Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

USACE -Geotech. & Geology Section

5T

5T

Fat Clay (CH)

Fat Clay (CH)

Fat Clay (CH)

Sample No. Depth (ft)

20-22

30.5-32.5

45-47

3/8"

#4

Mass (g)

2"

1.5"

#200

77.4

#100 #200

#10

#20

#40

#100

1"

3/4"

99.8

99.8

Location / Boring No.

2 3/4 3/8 #4

72.3

#10

97.7

99.4

99.0

100.0

100.0

99.8

100.0

Percent Passing

57.9

99.5

99.5

100.0

99.8100.0

96.9

99.9

Remarks:

D60

D30

D10

CU

CC

Soil Classification

(* = assumed)

0.0010.010.1110100 Grain Size (mm)

P er ce n t P a ss in g

0.001 61.4

Hydrometer Data

0.001 56.3 0.001 56.2

0.005 87.6

0.003 76.7

0.005 84.2 0.005 87.5

71.4 0.002 73.7 0.002

0.007 89.8

0.009 95.7

0.007 91.0 0.006 94.0

0.009 96.9

0.026 94.3

0.017 93.2

0.010 91.7

0.015 98.0 0.015 98.2

0.024 99.1 0.024 99.2

Diameter % Passing Diameter % Passing

Remarks

Specimen 1 Specimen 2 Specimen 3

99.4

99.0

99.8

99.8

#20

#40

#100

#200#200

Specimen 1 Specimen 2 Specimen 3

96.999.5

Reported To: USACE -Geotech. & Geology Section

Diameter (mm) % Passing

#20

#40

#100

#200

100.0

Report Date: 12/24/14

Sample No. Depth (ft)

Sample

Type Soil Classification

Spec 1

#40

#100

99.8

99.5

#20

14-210mu 1 20-22

Spec 3

97.7

100.0

99.9

Grain Size Distribution ASTM D422 Job No. : 9660

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing Test Date: 12/10/14

5T Fat Clay (CH)

Location / Boring No.

Fat Clay (CH)

Fat Clay (CH)

Spec 2 14-210mu 30.5-32.5 5T

14-210mu 3 45-47 5T

Sieve Data

Specimen 1 Specimen 2 Specimen 3

Sieve % Passing

2"

#4

1.5"

1"

#10 100.0

Sieve % Passing

2"

1.5"

3/4"

1"

3/4"

#4

#10 100.0

Sieve % Passing

2"

1.5"

1"

3/4"

#4 100.0

2401 West 66th Street Richfield, MN 55423

#10 99.8

3/8" 3/8" 3/8"

2401 W 66th Street Richfield, Minnesota 55423-2031

.002.005

Hydrometer Analysis

Fines

.2 .5

Sample

Type

.02 .05

Fine

5T

#20 #40

20 50

Other Tests

2.70

69.3

25.8

43.5 pH

Shrinkage Limit

Penetrometer

Qu (psf)

Dry Density (pcf)

Specific Gravity

Porosity

Organic Content

Liquid Limit

Plastic Limit

Plasticity Index

Water Content

Coarse Fine Coarse Medium

14-210mu

Sand

Gravel

Grain Size Distribution ASTM D422

12/24/14Report Date:

Test Date:

Reported To:

Project:

Job No. : 9660

12/10/14Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

USACE -Geotech. & Geology Section

Fat Clay (CH)*

Sample No. Depth (ft)

60-62

3/8"

#4

Mass (g)

2"

1.5"

#200

86.7

#100 #200

#10

#20

#40

#100

1"

3/4"

Location / Boring No.

2 3/4 3/8 #4 #10

100.0

99.7

99.1

Percent Passing

97.6

96.6

Remarks:

D60

D30

D10

CU

CC

Soil Classification

(* = assumed)

0.0010.010.1110100 Grain Size (mm)

P er ce n t P a ss in g

Hydrometer Data

0.001 49.6

0.003

0.005 80.2

61.1

0.010 88.5

0.007 85.0

0.017 91.6

0.026 93.3

Diameter % Passing Diameter % Passing

Remarks

Specimen 1 Specimen 2 Specimen 3

#20

#40

#100

#200#200

Specimen 1 Specimen 2 Specimen 3

96.6

Reported To: USACE -Geotech. & Geology Section

Diameter (mm) % Passing

#20

#40

#100

#200

99.7

Report Date: 12/24/14

Sample No. Depth (ft)

Sample

Type Soil Classification

Spec 1

#40

#100

99.1

97.6

#20

14-210mu 4 60-62

Spec 3

Grain Size Distribution ASTM D422 Job No. : 9660

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing Test Date: 12/10/14

5T Fat Clay (CH)

Location / Boring No.

Spec 2

Sieve Data

Specimen 1 Specimen 2 Specimen 3

Sieve % Passing

2"

#4

1.5"

1"

#10 100.0

Sieve % Passing

2"

1.5"

3/4"

1"

3/4"

#4

#10

Sieve % Passing

2"

1.5"

1"

3/4"

#4

2401 West 66th Street Richfield, MN 55423

#10

3/8" 3/8" 3/8"

Type:

19.0 o

0.21

Before Consolidation A B C D E

1.43 1.43 1.44

2.88 2.87 2.87

41.9 43.2 43.0

79.6 78.3 78.3

1.11 1.14 1.14

1.43 1.43 1.41

2.88 2.85 2.81

41.3 41.0 38.7

79.5 79.9 82.3

1.11 1.10 1.04

6.9 9.1 8.0

0.50 1.00 2.00

0.84 1.27 1.63

0.82 0.99 1.08

0.78 1.23 1.63

0.24 0.44 0.89

0.95 0.95 0.95

3.1 3.9 7.8 o c'= 0.21 (tsf) α = 18.0 o a = 0.2 (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)

22.7

72.2Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/11/14

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

49.5

2.69

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.006

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 12.4Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

14-210MU Sample #: 1 5T 20-22Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00018

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 ------------ 19.0Effective φ':

12/30/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

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

1.5

2.0

2.5

3.0

3.5

4.0

4.5

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 Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q ts f)

18.8 o

0.21

Before Consolidation A B C D E

1.43 1.43 1.44

2.88 2.87 2.87

41.9 43.2 43.0

79.6 78.3 78.3

1.11 1.14 1.14

1.43 1.43 1.41

2.88 2.85 2.81

41.3 41.0 38.7

79.5 79.9 82.3

1.11 1.10 1.04

6.9 9.1 8.0

0.50 1.00 2.00

0.84 1.27 1.63

0.82 0.99 1.08

0.84 1.27 1.63

0.24 0.44 0.89

0.95 0.95 0.95

4.9 4.9 7.8 o c'= 0.21 (tsf) α = 17.9 o a = 0.2 (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)

22.7

72.2Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/11/14

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

49.5

2.69

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.006

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 11.8Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

14-210MU Sample #: 1 5T 20-22Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00018

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 ------------ 18.8Effective φ':

12/30/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

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

1.5

2.0

2.5

3.0

3.5

4.0

4.5

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 Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

14.3 o

0.20

Before Consolidation A B C D E

1.43 1.43 1.44

2.88 2.87 2.87

41.9 43.2 43.0

79.6 78.3 78.3

1.11 1.14 1.14

1.43 1.43 1.41

2.88 2.85 2.81

41.3 41.0 38.7

79.5 79.9 82.3

1.11 1.10 1.04

6.9 9.1 8.0

0.50 1.00 2.00

0.84 1.27 1.63

0.82 0.99 1.08

0.79 1.00 1.30

0.24 0.44 0.89

0.95 0.95 0.95

15.0 15.0 15.0 o c'= 0.20 (tsf) α = 13.9 o a = 0.2 (tsf) o c= 0.28 (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

72.2Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/11/14

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

49.5

2.69

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.006

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 8.2Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

14-210MU Sample #: 1 5T 20-22Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00018

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 ------------ 14.3Effective φ':

12/30/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

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

1.5

2.0

2.5

3.0

3.5

4.0

4.5

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 Normal Stress (tsf)

0 1 2 3 4 5

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

0.17 0.20 0.09 0.18 0.23 0.11 0.18 0.34 0.23

0.35 0.29 0.14 0.35 0.39 0.19 0.36 0.52 0.37

0.52 0.35 0.16 0.53 0.49 0.25 0.53 0.65 0.46

0.70 0.43 0.19 0.70 0.59 0.29 0.71 0.76 0.53

0.87 0.49 0.21 0.88 0.68 0.33 0.89 0.85 0.59

1.04 0.53 0.22 1.05 0.74 0.35 1.07 0.94 0.65

1.22 0.58 0.23 1.23 0.81 0.38 1.25 1.02 0.69

1.39 0.60 0.23 1.40 0.86 0.39 1.42 1.08 0.73

1.56 0.63 0.24 1.58 0.91 0.41 1.60 1.15 0.76

1.74 0.66 0.24 1.76 0.95 0.42 1.78 1.20 0.79

1.91 0.68 0.24 1.93 0.99 0.43 1.96 1.26 0.81

2.09 0.70 0.24 2.11 1.03 0.43 2.14 1.30 0.84

2.26 0.71 0.24 2.28 1.07 0.44 2.31 1.35 0.85

2.43 0.73 0.24 2.46 1.10 0.44 2.49 1.38 0.87

2.61 0.74 0.24 2.63 1.12 0.44 2.67 1.41 0.88

2.78 0.76 0.23 2.81 1.15 0.44 2.85 1.45 0.89

2.96 0.77 0.23 2.99 1.16 0.44 3.02 1.48 0.89

3.13 0.78 0.23 3.16 1.18 0.44 3.20 1.50 0.89

3.30 0.79 0.23 3.34 1.19 0.43 3.38 1.53 0.89

3.48 0.80 0.22 3.51 1.20 0.43 3.56 1.54 0.89

3.82 0.82 0.21 3.86 1.23 0.42 3.91 1.56 0.87

4.17 0.83 0.21 4.21 1.25 0.41 4.27 1.57 0.87

4.52 0.84 0.20 4.57 1.26 0.40 4.63 1.58 0.86

4.87 0.84 0.19 4.92 1.27 0.38 4.98 1.59 0.86

5.22 0.84 0.18 5.27 1.25 0.37 5.34 1.60 0.87

5.56 0.83 0.17 5.62 1.22 0.35 5.69 1.60 0.87

6.26 0.82 0.16 6.32 1.08 0.31 6.41 1.62 0.86

6.95 0.81 0.15 7.02 1.04 0.30 7.12 1.63 0.84

7.65 0.80 0.14 7.73 1.02 0.29 7.47 1.63 0.85

8.34 0.81 0.13 8.43 1.02 0.28 7.83 1.63 0.86

9.04 0.79 0.13 9.13 1.03 0.28 8.18 1.63 0.87

9.73 0.78 0.12 9.83 1.04 0.27 8.54 1.61 0.87

10.43 0.78 0.12 10.54 1.04 0.27 8.90 1.62 0.86

11.13 0.79 0.11 11.24 1.04 0.27 9.25 1.61 0.87

11.82 0.80 0.11 11.94 1.03 0.27 9.61 1.60 0.86

12.52 0.80 0.10 12.64 1.00 0.26 9.96 1.60 0.86

13.21 0.80 0.09 13.35 1.00 0.25 10.32 1.61 0.84

13.91 0.79 0.09 14.05 1.00 0.24 10.68 1.59 0.83

15.64 0.80 0.07 15.80 1.00 0.22 11.39 1.52 0.83

17.38 0.80 0.06 17.56 1.02 0.20 12.10 1.43 0.82

19.12 0.81 0.06 19.32 1.00 0.20 12.81 1.38 0.82

20.00 0.82 0.06 20.00 0.99 0.19 13.52 1.34 0.82

14.23 1.30 0.81

16.01 1.18 0.80

17.79 1.14 0.79

19.57 1.09 0.78

20.00 1.08 0.77

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)

12/30/14

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 14-210MU Job:

Sample: 1 Depth: 20-22

19.4 o

0.32

Before Consolidation A B C D E

1.44 1.44 1.44

2.87 2.87 2.87

44.3 44.6 43.8

76.6 76.7 77.2

1.22 1.21 1.20

1.44 1.42 1.42

2.87 2.84 2.83

44.5 42.5 41.2

76.8 78.7 80.1

1.21 1.16 1.12

9.1 8.0 7.1

0.50 1.00 2.00

1.12 1.74 1.92

0.94 1.21 1.48

1.03 1.64 1.91

0.28 0.54 0.96

0.95 0.95 0.95

2.9 4.2 4.6 o c'= 0.32 (tsf) α = 18.4 o a = 0.3 (tsf) o c= 0.35 (tsf)

12/24/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 19.4Effective 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)

30.5-32.5Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.000287

14-210MU Sample #: 2 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 12.7Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

49.1

2.72

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.010

27.8

76.9Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/9/14

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)

-0.2

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

1.5

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 Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

19.2 o

0.33

Before Consolidation A B C D E

1.44 1.44 1.44

2.87 2.87 2.87

44.3 44.6 43.8

76.6 76.7 77.2

1.22 1.21 1.20

1.44 1.42 1.42

2.87 2.84 2.83

44.5 42.5 41.2

76.8 78.7 80.1

1.21 1.16 1.12

9.1 8.0 7.1

0.50 1.00 2.00

1.12 1.74 1.92

0.94 1.21 1.48

1.12 1.74 1.92

0.28 0.54 0.96

0.95 0.95 0.95

3.8 5.3 5.3 o c'= 0.33 (tsf) α = 18.2 o a = 0.3 (tsf) o c= 0.41 (tsf)

12/24/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 19.2Effective 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)

30.5-32.5Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.000287

14-210MU Sample #: 2 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 11.6Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

49.1

2.72

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.010

27.8

76.9Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/9/14

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)

-0.2

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

1.5

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 Normal Stress (tsf)

0 1 2 3 4 5

Normal Stress (p') (tsf)

S h e a r

S tr e s s q

23.1 o

0.09

Before Consolidation A B C D E

1.44 1.44 1.44

2.87 2.87 2.87

44.3 44.6 43.8

76.6 76.7 77.2

1.22 1.21 1.20

1.44 1.42 1.42

2.87 2.84 2.83

44.5 42.5 41.2

76.8 78.7 80.1

1.21 1.16 1.12

9.1 8.0 7.1

0.50 1.00 2.00

1.12 1.74 1.92

0.94 1.21 1.48

0.94 1.26 1.70

0.28 0.54 0.96

0.95 0.95 0.95

15.0 15.0 15.0 o c'= 0.09 (tsf) α = 21.5 o a = 0.1 (tsf) o c= 0.30 (tsf)

12/24/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 23.1Effective 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)

30.5-32.5Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.000287

14-210MU Sample #: 2 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 11.4Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

49.1

2.72

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.010

27.8

76.9Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/9/14

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)

-0.2

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

1.5

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 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 0.21 0.10 0.18 0.30 0.15 0.18 0.47 0.27

0.35 0.32 0.15 0.36 0.45 0.24 0.35 0.67 0.40

0.52 0.41 0.19 0.53 0.57 0.30 0.53 0.84 0.51

0.70 0.49 0.22 0.71 0.68 0.36 0.71 0.97 0.58

0.87 0.55 0.24 0.88 0.77 0.40 0.89 1.10 0.65

1.05 0.61 0.26 1.06 0.86 0.43 1.07 1.21 0.71

1.22 0.65 0.27 1.24 0.93 0.46 1.24 1.30 0.75

1.40 0.70 0.28 1.41 0.99 0.48 1.42 1.38 0.78

1.67 0.76 0.25 1.59 1.06 0.50 1.59 1.46 0.82

1.85 0.82 0.27 1.77 1.12 0.51 1.77 1.53 0.84

2.03 0.85 0.28 1.94 1.17 0.53 1.95 1.59 0.87

2.20 0.90 0.28 2.12 1.21 0.53 2.13 1.64 0.88

2.38 0.93 0.27 2.29 1.25 0.54 2.30 1.69 0.90

2.55 0.97 0.27 2.47 1.30 0.54 2.48 1.72 0.91

2.72 1.00 0.26 2.65 1.32 0.54 2.65 1.75 0.91

2.90 1.03 0.26 2.82 1.37 0.54 2.83 1.79 0.92

3.07 1.07 0.25 3.00 1.40 0.54 3.01 1.81 0.92

3.25 1.09 0.24 3.17 1.45 0.53 3.19 1.83 0.91

3.42 1.11 0.23 3.35 1.48 0.52 3.37 1.84 0.92

3.60 1.12 0.21 3.52 1.52 0.51 3.54 1.86 0.92

3.77 1.12 0.20 3.88 1.58 0.50 3.89 1.89 0.91

3.94 1.11 0.18 4.23 1.64 0.48 4.25 1.90 0.90

4.12 1.09 0.15 4.58 1.68 0.45 4.60 1.91 0.90

4.29 1.08 0.14 4.93 1.71 0.43 4.96 1.91 0.89

4.47 1.06 0.13 5.29 1.74 0.41 5.31 1.92 0.89

4.64 1.05 0.11 5.64 1.73 0.39 5.66 1.91 0.88

4.81 1.04 0.11 6.34 1.63 0.34 6.37 1.90 0.87

4.99 1.03 0.10 7.05 1.44 0.30 7.08 1.88 0.86

5.34 1.03 0.10 7.75 1.36 0.29 7.43 1.88 0.86

5.69 1.03 0.09 8.46 1.31 0.29 7.79 1.87 0.86

6.04 1.02 0.09 9.16 1.29 0.28 8.14 1.86 0.85

6.39 0.99 0.08 9.87 1.28 0.28 8.49 1.85 0.86

6.74 0.98 0.08 10.57 1.29 0.27 8.85 1.84 0.86

7.08 0.96 0.07 11.28 1.29 0.26 9.20 1.84 0.86

7.78 0.96 0.06 11.98 1.30 0.26 9.56 1.83 0.86

8.48 0.97 0.05 12.68 1.31 0.25 9.91 1.83 0.86

9.18 0.98 0.04 13.39 1.30 0.24 10.26 1.82 0.87

9.88 0.99 0.03 14.09 1.26 0.23 10.62 1.82 0.87

10.57 1.01 0.02 15.86 1.20 0.21 11.33 1.80 0.88

11.27 1.03 0.01 17.62 1.24 0.20 12.03 1.77 0.88

11.97 1.03 0.00 19.38 1.23 0.20 12.74 1.75 0.89

12.67 1.03 0.00 20.00 1.21 0.20 13.45 1.72 0.90

13.36 0.99 -0.01 14.16 1.70 0.90

14.06 0.96 -0.01 15.93 1.64 0.93

14.76 0.94 -0.01 17.70 1.56 0.95

15.46 0.93 -0.02 19.46 1.50 0.96

17.20 0.94 -0.02 20.00 1.48 0.96

Job:

Sample: 2 Depth: 30.5-32.5

12/24/14

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 14-210MU

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

14.2 o

0.26

Before Consolidation A B C D E

1.43 1.44 1.44

2.87 2.87 2.87

55.8 55.4 54.7

67.4 67.3 67.8

1.50 1.50 1.49

1.42 1.42 1.41

2.85 2.83 2.78

53.6 51.9 49.0

68.8 70.2 72.6

1.45 1.40 1.32

9.1 8.0 9.1

0.75 1.50 3.00

0.87 1.30 1.71

0.68 1.00 1.12

0.86 1.30 1.63

0.45 0.59 1.79

0.95 0.95 0.95

2.3 3.2 5.8 o c'= 0.26 (tsf) α = 13.8 o a = 0.3 (tsf) o c= 0.30 (tsf)

12/17/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 14.2Effective 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)

45-47Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.000285

14-210MU Sample #: 3 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 8.0Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

60.3

2.70

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.010

30.7

91.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/8/14

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)

-0.2

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

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

1.8

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

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

1.43 1.44 1.44

2.87 2.87 2.87

55.8 55.4 54.7

67.4 67.3 67.8

1.50 1.50 1.49

1.42 1.42 1.41

2.85 2.83 2.78

53.6 51.9 49.0

68.8 70.2 72.6

1.45 1.40 1.32

9.1 8.0 9.1

0.75 1.50 3.00

0.87 1.30 1.71

0.68 1.00 1.12

0.87 1.30 1.71

0.45 0.59 1.79

0.95 0.95 0.95

2.8 3.2 3.2 o c'= 0.27 (tsf) α = 13.2 o a = 0.3 (tsf) o c= 0.29 (tsf)

12/17/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 13.5Effective 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)

45-47Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.000285

14-210MU Sample #: 3 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 8.7Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

60.3

2.70

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.010

30.7

91.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/8/14

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)

-0.2

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

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

1.8

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

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

0.18

Before Consolidation A B C D E

1.43 1.44 1.44

2.87 2.87 2.87

55.8 55.4 54.7

67.4 67.3 67.8

1.50 1.50 1.49

1.42 1.42 1.41

2.85 2.83 2.78

53.6 51.9 49.0

68.8 70.2 72.6

1.45 1.40 1.32

9.1 8.0 9.1

0.75 1.50 3.00

0.87 1.30 1.71

0.68 1.00 1.12

0.71 1.10 1.21

0.45 0.59 1.79

0.95 0.95 0.95

15.0 15.0 15.0 o c'= 0.18 (tsf) α = 13.1 o a = 0.2 (tsf) o c= 0.29 (tsf)

12/17/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 13.5Effective 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)

45-47Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.000285

14-210MU Sample #: 3 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 5.4Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

60.3

2.70

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.010

30.7

91.0Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/8/14

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)

-0.2

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

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

1.8

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

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

0.18 0.23 0.14 0.01 0.00 0.00 0.18 0.44 0.28

0.35 0.34 0.21 0.01 0.01 0.00 0.36 0.71 0.47

0.53 0.43 0.26 0.19 0.32 0.15 0.54 0.86 0.58

0.70 0.52 0.31 0.36 0.48 0.23 0.72 1.04 0.70

0.88 0.58 0.34 0.54 0.60 0.28 0.90 1.15 0.78

1.05 0.64 0.37 0.72 0.69 0.32 1.08 1.25 0.86

1.23 0.68 0.39 0.90 0.78 0.36 1.26 1.34 0.92

1.41 0.72 0.40 1.07 0.85 0.39 1.44 1.41 0.98

1.58 0.76 0.42 1.25 0.91 0.42 1.62 1.49 1.04

1.76 0.79 0.43 1.42 0.97 0.44 1.80 1.54 1.09

1.93 0.81 0.44 1.60 1.03 0.46 1.98 1.58 1.13

2.11 0.84 0.45 1.78 1.07 0.48 2.16 1.61 1.16

2.28 0.86 0.45 1.95 1.11 0.50 2.34 1.64 1.20

2.46 0.87 0.45 2.13 1.14 0.51 2.52 1.67 1.23

2.64 0.87 0.44 2.31 1.18 0.52 2.70 1.69 1.26

2.81 0.87 0.44 2.48 1.21 0.53 2.88 1.70 1.28

2.99 0.85 0.43 2.66 1.24 0.53 3.06 1.70 1.30

3.16 0.82 0.42 2.84 1.28 0.54 3.24 1.71 1.33

3.34 0.79 0.41 3.01 1.29 0.54 3.42 1.70 1.35

3.51 0.76 0.40 3.19 1.30 0.53 3.60 1.70 1.37

3.87 0.73 0.38 3.37 1.30 0.53 3.95 1.69 1.40

4.22 0.71 0.37 3.55 1.30 0.52 4.31 1.69 1.43

4.57 0.71 0.36 3.90 1.28 0.51 4.67 1.68 1.46

4.92 0.70 0.35 4.25 1.27 0.50 5.03 1.67 1.49

5.27 0.70 0.34 4.61 1.27 0.49 5.39 1.65 1.51

5.62 0.70 0.34 4.96 1.25 0.49 5.75 1.63 1.53

6.33 0.72 0.33 5.31 1.26 0.48 6.47 1.58 1.56

7.03 0.73 0.32 5.67 1.26 0.48 7.19 1.54 1.59

7.73 0.73 0.30 6.38 1.26 0.48 7.55 1.51 1.60

8.44 0.72 0.29 7.08 1.23 0.48 7.91 1.48 1.61

9.14 0.72 0.29 7.79 1.22 0.49 8.27 1.49 1.63

9.84 0.72 0.28 8.50 1.22 0.49 8.63 1.47 1.64

10.54 0.72 0.28 9.21 1.20 0.49 8.99 1.43 1.64

11.25 0.72 0.28 9.91 1.20 0.49 9.35 1.38 1.63

13.36 0.72 0.29 10.62 1.20 0.50 9.71 1.31 1.63

14.06 0.71 0.29 11.33 1.21 0.50 10.07 1.26 1.62

15.82 0.70 0.28 12.04 1.20 0.50 10.43 1.21 1.61

17.57 0.69 0.27 12.74 1.18 0.51 10.79 1.18 1.61

19.33 0.68 0.26 13.45 1.15 0.53 11.50 1.17 1.62

20.00 0.68 0.25 14.16 1.10 0.54 12.22 1.18 1.64

15.93 1.05 0.57 12.94 1.19 1.65

17.70 1.03 0.59 13.66 1.20 1.67

19.47 1.02 0.59 14.38 1.21 1.69

20.01 1.00 0.59 16.18 1.20 1.74

17.98 1.10 1.76

19.77 1.13 1.79

20.00 1.12 1.79

Job:

Sample: 3 Depth: 45-47

12/17/14

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 14-210MU

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

ASTM: D3080

Project/Client:

Boring #: Sample No. Depth:

Location: Sample Type:

Soil Type:

0.2 φ=φ=φ=φ= 15.5 deg. φ=φ=φ=φ= 16.5 deg.

Peak Conditions

Friction Angle: Friction Angle:

At Given Shear Disp. Of:

Apparent

Cohesion

0.125 TSF

Cohesion

TSF0.046

Apparent

X

0.97

2.50

"These tests 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."

0.97Thickness (In.)

Water Content (%)

0.97

57.2

66.6 67.5

Initial

2.50 2.50Diameter (In.)

12/26/2014

Max Stress

Failure Criterion:

Fat Clay (CH)

5" TWT Date Reported:

Shear Rate

0.0003 (in/min)

91.0

60.3

2.70

30.7

Remarks: Specimens trimmed to given sizes; Inundated after applying normal load. Consolidated and sheared to given displacements at constant rate of 0.0003 inches/minute.

Plastic Limit:

Plasticity Index:

Specific Gravity:

Liquid Limit:

A B C D

65.6

56.2 55.2

52.8 51.7

0.96 0.94 0.91

55.5

Dry Density (pcf)

Before Shear

Thickness (In.)

Water Content (%)

Dry Density (pcf)

0.98

67.4 69.5 70.3

Normal Stress

Shear Stress 0.36 0.50

0.75 1.50 3.00

Direct Shear Test

Test Date:

Job No.:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing / USACE

14-210MU 3 45-47 12/4/2014

-0.06

-0.05

-0.04

-0.03

-0.02

-0.01

0 0.05 0.1 0.15 0.2 0.25

C h a n g e i n T h ic k n e s s in c h

0.2

0.4

0.6

0.8

1.2

0 0.05 0.1 0.15 0.2 0.25 Shear Displacement (inch)

S h e a r

S tr e s s

T S

F

0.5

1.5

2.5

0 0.5 1 1.5 2 2.5 3

Normal Stress (TSF)

S h e a r

S tr e s s

T S

F

21.5 o

0.27

Before Consolidation A B C D E

1.43 1.44 1.44

2.87 2.87 2.87

41.8 43.9 43.3

78.8 76.7 77.1

1.14 1.20 1.19

1.42 1.42 1.40

2.83 2.82 2.78

39.8 41.0 37.5

81.2 80.0 83.7

1.08 1.11 1.01

9.1 6.2 9.1

1.00 2.00 4.00

1.50 1.97 2.45

1.18 1.41 1.99

1.48 1.83 2.17

0.46 1.21 2.88

0.95 0.95 0.95

4.2 9.2 16.2 o c'= 0.27 (tsf) α = 20.2 o a = 0.3 (tsf) o c= 0.59 (tsf)

12/16/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 21.5Effective 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)

60-62Depth (ft):

Failure Criterion: Max. Stress Ratio

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00071

14-210MU Sample #: 4 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 5.8Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

43.5

2.70

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.025

25.8

69.3Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/5/14

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)

0.5

1.5

2.5

3.5

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

1.5

2.0

2.5

3.0

3.5

4.0

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

15.1 o

0.44

Before Consolidation A B C D E

1.43 1.44 1.44

2.87 2.87 2.87

41.8 43.9 43.3

78.8 76.7 77.1

1.14 1.20 1.19

1.42 1.42 1.40

2.83 2.82 2.78

39.8 41.0 37.5

81.2 80.0 83.7

1.08 1.11 1.01

9.1 6.2 9.1

1.00 2.00 4.00

1.50 1.97 2.45

1.18 1.41 1.99

1.50 1.97 2.45

0.46 1.21 2.88

0.95 0.95 0.95

5.3 4.6 3.2 o c'= 0.44 (tsf) α = 14.6 o a = 0.4 (tsf) o c= 0.55 (tsf)

12/16/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 15.1Effective 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)

60-62Depth (ft):

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00071

14-210MU Sample #: 4 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 7.6Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

43.5

2.70

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.025

25.8

69.3Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/5/14

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)

0.5

1.5

2.5

3.5

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

1.5

2.0

2.5

3.0

3.5

4.0

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

26.9 o

0.06

Before Consolidation A B C D E

1.43 1.44 1.44

2.87 2.87 2.87

41.8 43.9 43.3

78.8 76.7 77.1

1.14 1.20 1.19

1.42 1.42 1.40

2.83 2.82 2.78

39.8 41.0 37.5

81.2 80.0 83.7

1.08 1.11 1.01

9.1 6.2 9.1

1.00 2.00 4.00

1.50 1.97 2.45

1.18 1.41 1.99

1.23 1.58 2.17

0.46 1.21 2.88

0.95 0.95 0.95

15.0 15.0 15.0 o c'= 0.06 (tsf) α = 24.3 o a = 0.1 (tsf) o c= 0.41 (tsf)

12/16/14

TRIAXIAL TEST ASTM: D 4767

Job No.

Date:

Rupture Envelope at Failure ------------ 26.9Effective 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)

60-62Depth (ft):

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, c' =

Strain Rate (%/min):

Strain Rate (in/min): 0.00071

14-210MU Sample #: 4 5T

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

_______ 7.7Total φ:

Angle of internal friction, φφφφ' =

CU w/pp

Soil Type: Fat Clay (CH)

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

43.5

2.70

Plasticity Index:

Height (in)

After Consolidation

Spec. Gravity :0.025

25.8

69.3Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/5/14

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)

0.5

1.5

2.5

3.5

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

1.5

2.0

2.5

3.0

3.5

4.0

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

0.18 0.35 0.17 0.18 0.52 0.26 0.18 0.78 0.39

0.35 0.48 0.25 0.35 0.76 0.41 0.36 1.11 0.63

0.53 0.58 0.30 0.53 0.91 0.51 0.54 1.37 0.85

0.71 0.67 0.34 0.71 1.06 0.59 0.72 1.59 1.05

0.88 0.73 0.37 0.89 1.16 0.65 0.90 1.76 1.20

1.06 0.80 0.39 1.07 1.26 0.70 1.08 1.88 1.32

1.23 0.85 0.41 1.24 1.34 0.74 1.26 2.00 1.44

1.41 0.90 0.42 1.42 1.42 0.77 1.44 2.09 1.53

1.59 0.96 0.43 1.60 1.51 0.80 1.62 2.18 1.62

1.76 1.02 0.44 1.77 1.58 0.83 1.80 2.24 1.70

1.94 1.06 0.45 1.96 1.64 0.85 1.98 2.29 1.76

2.12 1.10 0.46 2.13 1.70 0.87 2.16 2.34 1.82

2.29 1.15 0.46 2.31 1.74 0.89 2.33 2.37 1.87

2.47 1.19 0.46 2.48 1.78 0.90 2.51 2.40 1.92

2.65 1.23 0.46 2.66 1.82 0.91 2.69 2.43 1.97

2.82 1.27 0.46 2.84 1.85 0.92 2.87 2.44 2.01

3.00 1.31 0.46 3.02 1.88 0.93 3.05 2.45 2.05

3.17 1.33 0.46 3.20 1.90 0.94 3.23 2.45 2.08

3.35 1.37 0.45 3.37 1.92 0.95 3.41 2.45 2.11

3.53 1.40 0.45 3.55 1.93 0.95 3.59 2.44 2.14

3.88 1.44 0.43 3.90 1.96 0.97 3.95 2.43 2.19

4.23 1.48 0.42 4.26 1.96 0.97 4.31 2.43 2.24

4.59 1.49 0.41 4.61 1.97 0.98 4.67 2.42 2.29

4.94 1.50 0.40 4.97 1.97 0.99 5.03 2.41 2.32

5.29 1.50 0.38 5.32 1.97 1.00 5.39 2.40 2.36

5.64 1.48 0.37 5.68 1.95 1.01 5.75 2.40 2.40

6.35 1.46 0.35 6.39 1.93 1.03 6.47 2.38 2.46

7.05 1.43 0.34 7.10 1.90 1.04 7.18 2.38 2.51

7.76 1.40 0.34 7.45 1.88 1.05 7.90 2.38 2.56

8.47 1.36 0.33 7.81 1.87 1.06 8.62 2.38 2.60

9.17 1.33 0.33 8.16 1.86 1.07 9.34 2.38 2.64

9.88 1.30 0.33 8.52 1.85 1.07 10.06 2.36 2.66

10.58 1.29 0.34 8.87 1.83 1.08 10.78 2.31 2.69

11.29 1.26 0.34 9.23 1.83 1.09 11.50 2.26 2.72

11.99 1.25 0.35 9.58 1.81 1.09 12.21 2.22 2.74

12.70 1.24 0.35 9.94 1.80 1.10 12.93 2.19 2.76

13.40 1.23 0.36 10.29 1.78 1.11 13.65 2.18 2.77

14.11 1.23 0.36 10.65 1.77 1.12 14.37 2.17 2.79

15.87 1.21 0.37 11.36 1.73 1.13 16.16 2.17 2.82

17.64 1.20 0.38 12.07 1.69 1.13 17.96 2.09 2.85

19.40 1.19 0.39 12.78 1.64 1.14 19.76 2.00 2.87

20.00 1.18 0.39 13.49 1.61 1.15 20.00 1.99 2.88

14.20 1.58 1.16

15.97 1.51 1.18

17.74 1.47 1.19

19.52 1.43 1.21

20.00 1.41 1.21

Job:

Sample: 4 Depth: 60-62

12/16/14

Sample 5Sample 1 Sample 2 Sample 3 Sample 4

Triaxial Data

Boring: 14-210MU

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

ASTM: D3080

Project/Client:

Boring #: Sample No. Depth:

Location: Sample Type:

Soil Type:

0.15 φ=φ=φ=φ= 21.7 deg. φ=φ=φ=φ= 19.5 deg.

Peak Conditions

Friction Angle: Friction Angle:

At Given Shear Disp. Of:

Apparent

Cohesion

0.017 TSF

Cohesion

TSF0.000

Apparent

X

0.97

2.50

"These tests 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."

0.97Thickness (In.)

Water Content (%)

0.97

51.4

68.7 68.4

Initial

2.50 2.50Diameter (In.)

1/2/2014

Max Stress

Failure Criterion:

Fat Clay (CH)

5" TWT Date Reported:

Shear Rate

0.0003 (in/min)

69.3

43.5

2.70

25.8

Remarks: Specimens trimmed to given sizes; Inundated after applying normal load. Consolidated and sheared to given displacements at constant rate of 0.0003 inches/minute.

Plastic Limit:

Plasticity Index:

Specific Gravity:

Liquid Limit:

A B C D

69.5

53.0 53.8

50.6 46.9

0.95 0.93 0.91

51.8

Dry Density (pcf)

Before Shear

Thickness (In.)

Water Content (%)

Dry Density (pcf)

1.62

70.2 71.2 74.4

Normal Stress

Shear Stress 0.43 0.79

1.00 2.00 4.00

Direct Shear Test

Test Date:

Job No.:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing / USACE

14-210MU 60-62 12/18/2014

-0.07

-0.06

-0.05

-0.04

-0.03

-0.02

-0.01

0 0.05 0.1 0.15 0.2 0.25

C h a n g e i n T h ic k n e s s in c h

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

0 0.05 0.1 0.15 0.2 0.25 Shear Displacement (inch)

S h e a r

S tr e s s

T S

F

0.5

1.5

2.5

3.5

0 0.5 1 1.5 2 2.5 3 3.5 4

Normal Stress (TSF)

S h e a r

S tr e s s

T S

F

LL: PL: PI: Gs:

Organic Content (%): Initial Height (in.): Diameter (in.): eo=

Recompression Index (Cr):

2401 W 66th Street Richfield, Minnesota 55423-2031

Sample #: 1 Boring #: Job #: 9660

2.6949.5

1.107

22.7

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

14-210mu Depth ft: 20-22

0.09

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:

Dry Density (pcf):41.4 79.7 72.2

0.746

Remarks: Testing performed in general accordance with ASTM:D2435

Preconsolidation Pressure (Pc): 3.5 tsf Compression Index (Cc): 0.48

2.506

Void Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of Pressure

0.60

0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

0.10 1.00 10.00 100.00

Pressure (tsf)

V o id R a ti o e

-4.4%

-2.4%

-0.4%

1.6%

3.6%

5.6%

7.6%

9.6%

11.6%

13.6%

15.6%

17.6%

19.6%

21.6%

23.6%

S e tt le m e n t

12/17/14

2401 W 66th Street Richfield, Minnesota 55423-2031

Project: Date:Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Job #:Sample #: 20-221 Boring #: 14-210mu Depth ft:

Consolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time Curves

0.1 1 10 100 1000 10000Time (min)

D e fo rm a ti o n

-4 i n

16 TSF: Cv =7.3 x 10 -5

(cm /sec)

8 TSF: Cv =1.7 x 10 -4

(cm /sec)

1 TSF: Cv =2.9 x 10 -4

(cm /sec)

2 TSF: Cv =2.2 x 10 -4

(cm /sec)

4 TSF: Cv =2.4 x 10 -4

(cm /sec)

Recompression Index (Cr):

2401 W 66th Street Richfield, Minnesota 55423-2031

Sample #: 2 Boring #: Job #: 9660

2.7249.1

1.265

27.8

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

14-210mu Depth ft: 30.5-32.5

0.10

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:

Dry Density (pcf):46.7 75.0 76.9

0.747

Remarks: Testing performed in general accordance with ASTM:D2435

Preconsolidation Pressure (Pc): 3.4 tsf Compression Index (Cc): 0.60

2.506

Void Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of Pressure

0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

0.10 1.00 10.00 100.00

Pressure (tsf)

V o id R a ti o e

-6.0%

-4.0%

-2.0%

0.0%

2.0%

4.0%

6.0%

8.0%

10.0%

12.0%

14.0%

16.0%

18.0%

20.0%

22.0%

24.0%

26.0%

S e tt le m e

2401 W 66th Street Richfield, Minnesota 55423-2031

Project: Date:Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Job #:Sample #: 30.5-32.52 Boring #: 14-210mu Depth ft:

Consolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time Curves

0.1 1 10 100 1000 10000Time (min)

D e fo rm a ti o n

-4 i n

16 TSF: Cv =6.8 x 10 -5

(cm /sec)

8 TSF: Cv =1.5 x 10 -4

(cm /sec)

1 TSF: Cv =9.1 x 10 -4

(cm /sec)

2 TSF: Cv =4.4 x 10 -4

(cm /sec)

4 TSF: Cv =3.4 x 10 -4

(cm

Recompression Index (Cr):

2401 W 66th Street Richfield, Minnesota 55423-2031

Sample #: 3 Boring #: Job #: 9660

2.7060.3

1.512

30.7

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

14-210mu Depth ft: 45-47

0.15

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:

Dry Density (pcf):55.6 67.1 91.0

0.748

Remarks: Testing performed in general accordance with ASTM:D2435

Preconsolidation Pressure (Pc): 2.9 tsf Compression Index (Cc): 0.73

2.503

Void Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of Pressure

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

0.10 1.00 10.00 100.00

Pressure (tsf)

V o id R a ti o e

-7.5%

-2.5%

2.5%

7.5%

12.5%

17.5%

22.5%

27.5%

S e tt le m e

2401 W 66th Street Richfield, Minnesota 55423-2031

Project: Date:Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Job #:Sample #: 45-473 Boring #: 14-210mu Depth ft:

Consolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time Curves

0.1 1 10 100 1000 10000Time (min)

D e fo rm a ti o n

-4 i n

16 TSF: Cv =6.1 x 10 -5

(cm /sec)

8 TSF: Cv =7.2 x 10 -5

(cm /sec)

1 TSF: Cv =5.9 x 10 -4

(cm /sec)

2 TSF: Cv =3.6 x 10 -4

(cm /sec)

4 TSF: Cv =2.6 x 10 -4

(cm

Recompression Index (Cr):

2401 W 66th Street Richfield, Minnesota 55423-2031

Sample #: 4 Boring #: Job #: 9660

2.7043.5

1.188

25.8

Project: Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

14-210mu Depth ft: 60-62

0.08

Date: 12/17/14

Fat Clay (CH)

Initial W/C (%):

Soil Type:

Dry Density (pcf):43.6 77.1 69.3

0.745

Remarks: Testing performed in general accordance with ASTM:D2435

Preconsolidation Pressure (Pc): 2.3 tsf Compression Index (Cc): 0.43

2.503

Void Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of PressureVoid Ratio and % Settlement vs. Log of Pressure

0.65

0.70

0.75

0.80

0.85

0.90

0.95

1.00

1.05

1.10

1.15

1.20

1.25

1.30

0.10 1.00 10.00 100.00

Pressure (tsf)

V o id R a ti o e

-5.1%

-3.1%

-1.1%

0.9%

2.9%

4.9%

6.9%

8.9%

10.9%

12.9%

14.9%

16.9%

18.9%

20.9%

22.9%

S e tt le m e

2401 W 66th Street Richfield, Minnesota 55423-2031

Project: Date:Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Job #:Sample #: 60-624 Boring #: 14-210mu Depth ft:

Consolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time CurvesConsolidation Log of Time Curves

0.1 1 10 100 1000 10000Time (min)

D e fo rm a ti o n

-4 i n

16 TSF: Cv =1.6 x 10 -4

(cm /sec)

8 TSF: Cv =1.7 x 10 -4

(cm /sec)

1 TSF: Cv =7.1 x 10 -4

(cm /sec)

2 TSF: Cv =3.5 x 10 -4

(cm /sec)

4 TSF: Cv =3.0 x 10 -4

(cm

0.0 o

0.72

Before Consolidation A B C D E

1.44 1.43 1.44

2.86 2.87 2.87

41.7 42.4 41.3

79.4 78.7 79.8

1.12 1.13 1.11

0.50 1.00 2.00

1.45 1.15 1.73

1.06 0.77 0.91

1.45 1.15 1.73

4.2 4.2 5.6 o cu=

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)

Water Content (%)

Dry Density (pcf)

Height (in)

22.7

After Consolidation

Spec. Gravity :1.048Strain Rate (%/min):

Strain Rate (in/min): 0.03

Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/11/14

U-U

Fat Clay, gray (CH)

X

49.5

2.69

Plasticity Index:

Height (in)

72.2

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Angle of internal friction, φφφφu =

14-210mu Sample #: 1 5T Depth (ft):

Soil Type:

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, cu =

Normal Stress (tsf)

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

12/23/14

TRIAXIAL TEST ASTM: D 2850

Job No.

Date:

Max. Pore Pressure Buildup (tsf)

Diameter (in)

0.0Total φu: 0.72 (tsf)

20-22

S h e a r S tr e s s ts f)

Deviator Stress (tsf)

Remarks: Specimens trimmed to given sizes; Allowed to adjust under applied confining pressures for about 10 minutes.

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

0 5 10 15 20

0.5

1.5

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 o

0.53

Before Consolidation A B C D E

1.44 1.43 1.44

2.86 2.87 2.87

41.7 42.4 41.3

79.4 78.7 79.8

1.12 1.13 1.11

0.50 1.00 2.00

1.45 1.15 1.73

1.06 0.77 0.91

1.21 0.89 1.10

15.0 15.0 15.0 o cu=

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)

Water Content (%)

Dry Density (pcf)

Height (in)

22.7

After Consolidation

Spec. Gravity :1.048Strain Rate (%/min):

Strain Rate (in/min): 0.03

Test Date:

Test Type:

Liquid Limit:

Plastic Limit:

12/11/14

U-U

Fat Clay, gray (CH)

X

49.5

2.69

Plasticity Index:

Height (in)

72.2

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed Laboratory Soil Testing

Angle of internal friction, φφφφu =

14-210mu Sample #: 1 5T Depth (ft):

Soil Type:

Failure Criterion: Given Strain of: 15%

(tsf)Apparent Cohesion, cu =

Normal Stress (tsf)

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

12/23/14

TRIAXIAL TEST ASTM: D 2850

Job No.

Date:

Max. Pore Pressure Buildup (tsf)

Diameter (in)

0.0Total φu: 0.53 (tsf)

20-22

S h e a r S tr e s s ts f)

Deviator Stress (tsf)

Remarks: Specimens trimmed to given sizes; Allowed to adjust under applied confining pressures for about 10 minutes.

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

0.2

0.4

0.6

0.8

1.2

1.4

1.6

1.8

0 5 10 15 20

0.5

1.5 o

0.96

Before Consolidation A B C D E

1.43 1.44 1.44

2.87 2.87 2.87

44.1 44.4 43.8

77.2 76.5 77.1

1.20 1.22 1.20

0.50 1.00 2.00

2.00 1.88 1.90

0.85 0.96 0.95

2.00 1.88 1.90

4.9 4.9 4.2 o cu=

30.5-32.5

S h e a r S tr e s s ts f)

Deviator Stress (tsf)

Remarks: Specimens trimmed to given sizes; Allowed to adjust under applied confining pressures for about 10 minutes.

Water Content (%)

Dry Density (pcf)

Ultimate Deviator Stress (tsf)

Deviator Stress at Failure (tsf)

Void Ratio

Back Pressure (tsf)

0.0Total φu: 0.96 (tsf)

Normal Stress (tsf)

Max. Deviator Stress (tsf)

Minor Principal Stress (tsf)

12/23/14

TRIAXIAL TEST ASTM: D 2850

Job No.

Date:

Max. Pore Pressure Buildup (tsf)

Diameter (in)

Failure Criterion: Max. Deviator Stress

(tsf)Apparent Cohesion, cu =

Project:

Boring #:

Fargo-Moorhead Metro Flood Risk Management Project - Phase 2 Undisturbed…