1614696spc11of19_APP-B3.pdf

APPENDIX - B

(PART-3)

GEOTECHNICAL

ENGINEERING REPORT

FY21 MCON PROJECT P-095

REPLACE SUBMARINE PIER 3

NAVAL STATION NORFOLK, NORFOLK, VA

eProjects Work Order No. 1614696 A-E Contract No. N40085-18-D-1100

Delivery Order N40085-19-F-4195

APPENDIX VIII

SHELBY TUBE CLASSIFICATIONS

Location: Norfolk Naval Station, Norfolk, VA

Client: Moffatt & Nichol

Date Sampled: 1/14/2019

Depth below mudline

(ft.)

30-32 ft.

Length

(in.)

Depth below

Top of

Pier Deck

(ft.)

24 66-68

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

87.9 99.1 82/33/49

Boring: B-2

Project: P-095 Replace Submarine Pier 3

Job No: VB18-344G

Sample No.: 11

Description:

Gray, wet, Fat CLAY (CH) with little to some organic material, soft

Picture:

Date Sampled: 1/19/2019 Depth below mudline (ft.)

16-18 ft.

Length (in.)

Depth below Top of Pier Deck (ft.)

24 36-38

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

85 88 112/37/75

Sample No.: 8

Description:

Gray, wet, Fat CLAY (CH) Picture:

Boring: B-3

Project: P-095 Replace Submarine Pier 3

Job No: VB18-344G

Date Sampled: 1/19/2019

Depth below mudline

(ft.)

20-22 ft.

Length

(in.)

Depth below

Top of

Pier Deck

(ft.)

24 40-42

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

76.4 98.9 79/25/54

Boring: B-3

Project: P-095 Replace Submarine Pier 3

Job No: VB18-344G

Sample No.: 10

Description:

Gray, wet, Fat CLAY (CH)

Date Sampled: 1/19/2019

Depth below mudline

(ft.)

26-28 ft.

Length

(in.)

Depth below

Top of

Pier Deck

(ft.)

24 46-48

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

73.5 98.6 101/35/66

Sample No.: 12

Description:

Gray, wet, Fat CLAY (CH)

Picture:

Boring: B-3

Date Sampled: 1/19/2019

Depth below mudline

(ft.)

30-32

Length

(in.)

Depth below

Top of

Pier Deck

(ft.)

24 50-52

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

71.2 99.2 93/38/55

Sample No.: 14

Description:

Gray, wet, Fat CLAY (CH)

Picture:

Boring: B-3

Date Sampled: 1/19/2019

Depth below mudline

(ft.)

36-38 ft.

Length

(in.)

Depth below

Top of

Barge

(ft.)

24 56-58

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

69.9 99.8 96/37/59

Sample No.: 16

Description:

Gray, wet, Fat CLAY (CH)

Picture:

Boring: B-3

Date Sampled: 1/19/2019

Depth below mudline

(ft.)

40-42 ft.

Length

(in.)

Depth below

Top of

Barge

(ft.)

24 60-62

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

128.7 81.4 193/111/82

Boring: B-3

Project: P-095 Replace Submarine Pier 3

Job No: VB18-344G

Sample No.: 18

Description:

Gray, wet, Fat CLAY (CH)

Date Sampled: 1/17/2019

Depth below mudline

(ft.)

26-28 ft.

Length

(in.)

Depth below

Top of

Barge

(ft.)

24 55-57

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

50.4 59.4 67/20/47

Sample No.: 10

Description:

Gray, wet, Fat CLAY (CH)

Picture:

Boring: B-5

Date Sampled: 1/7/2019 Depth below grade (ft.)

20-22 ft.

Length (in.)

Depth below grade (ft.)

24 20-22

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

30 22.8 33/20/13

Boring: B-6

Project: P-095 Replace Submarine Pier 3

Job No: VB18-344G

Sample No.: 9

Description:

Mottled Brown, wet, Clayey fine to medium SAND (SC)

Date Sampled: 1/11/2019 Depth below grade (ft.)

50-52 ft.

Length (in.)

Depth below

Grade (ft) 24 50-52

Natural Moisture -#200 Sieve Atterberg Limits

(%) (%) LL/PL/PI

46 22.4 27/17/10

Boring: B-7

Project: P-095 Replace Submarine Pier 3

Job No: VB18-344G

Sample No.: 15

Description:

Gray, wet, Clayey fine to medium SAND (SC)

APPENDIX IX

CONSOLIDATION AND COMPRESSION TEST RESULTS

TRIAXIAL SHEAR TEST REPORT

GET SOLUTIONS, INC.

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-2 (30-32 ft. below mudline)

Sample Number: B-3 Depth: 66-68 ft.

Proj. No.: VB18-344G Date Sampled: 1/14/19

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube

Description: Gray, Fat CLAY

LL= 82 PI= 49PL= 33

Assumed Specific Gravity= 2.7

Remarks: Passing #200 Sieve = 99.1%

Natural Moisture = 87.9%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

T es t

88.4 49.6 99.4

2.3993 2.85 6.08

88.2 49.6 99.2

2.3993 2.85 6.08

1.000

0.00

22.20

0.63

1.60

2.23

87.3 50.1 99.6

2.3669 2.86 6.02

86.3 50.1 98.5

2.3669 2.86 6.02

1.000

0.00

44.40

0.61

3.20

3.81

D ev ia to r S tre ss , t sf

0.15

0.3

0.45

0.6

0.75

0.9

Axial Strain, %

0 5 10 15 20

Sh ea r S tre ss , t sf

0.7

1.4

2.1

Normal Stress, tsf

0 0.7 1.4 2.1 2.8 3.5 4.2

C, tsf f, deg Tan(f)

Results 0.311

Client: Moffat & Nichol

Location: B-2 (30-32 ft. below mudline) Depth: 66-68 ft. Sample Number: B-3

Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.8

1.6

2.4 p, tsf

0 0.8 1.6 2.4 3.2 4 4.8

Peak Strength Total a= a= tan a=

0.31 tsf

0.0 deg 0.00

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-3 (20-22 ft. below mudline)

Sample Number: #7 Depth: 40-42 ft.

Proj. No.: VB18-344G Date Sampled: 1/19/19

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube

Description: Gray, Fat CLAY

LL= 79 PI= 54PL= 25

Assumed Specific Gravity= 2.7

Remarks: Passing #200 Sieve = 98.9%

Natural Moisture = 76.4%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

T es t

73.7 55.3 97.1

2.0488 2.85 5.95

72.4 55.3 95.4

2.0488 2.85 5.95

0.080

0.00

14.30

0.84

1.03

1.87

73.9 55.0 96.7

2.0621 2.87 6.01

64.9 55.0 85.0

2.0621 2.87 6.01

0.080

0.00

28.60

0.81

2.06

2.87

D ev ia to r S tre ss , t sf

0.15

0.3

0.45

0.6

0.75

0.9

Axial Strain, %

0 5 10 15 20

Sh ea r S tre ss , t sf

0.5

1.5

Normal Stress, tsf

0 0.5 1 1.5 2 2.5 3

C, tsf f, deg Tan(f)

Results 0.412

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: #7

Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.5

1.5 p, tsf

0 0.5 1 1.5 2 2.5 3

Peak Strength Total a= a= tan a=

0.41 tsf

0.0 deg 0.00

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-3 (26-28 ft. below mudline)

Sample Number: B-3 Depth: 46-48 ft.

Proj. No.: VB18-344G Date Sampled: 1/19/19

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby tube

Description: Gray, Fat CLAY

LL= 101 PI= 66PL= 35

Assumed Specific Gravity= 2.7

Remarks: Passing #200 Sieve = 98.6%

Natural Moisture = 73.5%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

T es t

72.5 56.9 99.7

1.9630 2.85 5.99

69.2 56.9 95.2

1.9630 2.85 5.99

1.000

0.00

16.00

0.82

1.15

1.97

71.1 57.3 98.9

1.9423 2.85 6.01

64.6 57.3 89.8

1.9423 2.85 6.01

1.000

0.00

32.00

0.80

2.30

3.11

D ev ia to r S tre ss , t sf

0.15

0.3

0.45

0.6

0.75

0.9

Axial Strain, %

0 5 10 15 20

Sh ea r S tre ss , t sf

0.6

1.2

1.8

Normal Stress, tsf

0 0.6 1.2 1.8 2.4 3 3.6

C, tsf f, deg Tan(f)

Results 0.406

Location: B-3 (26-28 ft. below mudline) Depth: 46-48 ft. Sample Number: B-3

Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.5

1.5 p, tsf

0 0.5 1 1.5 2 2.5 3

Peak Strength Total a= a= tan a=

0.41 tsf

0.0 deg 0.00

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-3 (30-32 ft. below mudline)

Sample Number: B-3 Depth: 50-52 ft.

Proj. No.: VB18-344G Date Sampled: 1/12/19

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube

Description: Gray, Fat CLAY

LL= 93 PI= 55PL= 38

Assumed Specific Gravity= 2.7

Remarks: Passing #200 Sieve = 99.2%

Natural Moisture = 71.2%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

T es t

73.0 56.5 99.4

1.9820 2.85 6.06

69.3 56.5 94.5

1.9820 2.85 6.06

1.000

0.00

22.20

0.87

1.60

2.47

69.2 58.5 99.2

1.8835 2.85 5.99

65.5 58.5 93.9

1.8835 2.85 5.99

1.000

0.00

44.40

0.93

3.20

4.13

D ev ia to r S tre ss , t sf

0.25

0.5

0.75

1.25

1.5

Axial Strain, %

0 5 10 15 20

Sh ea r S tre ss , t sf

0.7

1.4

2.1

Normal Stress, tsf

0 0.7 1.4 2.1 2.8 3.5 4.2

C, tsf f, deg Tan(f)

Results 0.393

1.1 0.02

Location: B-3 (30-32 ft. below mudline) Depth: 50-52 ft. Sample Number: B-3

Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.8

1.6

2.4 p, tsf

0 0.8 1.6 2.4 3.2 4 4.8

Peak Strength Total a= a= tan a=

0.39 tsf

1.1 deg 0.02

D ev ia to r S tre ss ts f

0.25

0.5

0.75

1.25

0% 8% 16%

D ev ia to r S tre ss ts f

0.25

0.5

0.75

1.25

0% 8% 16%

D ev ia to r S tre ss ts f

0.25

0.5

0.75

1.25

0% 8% 16%

D ev ia to r S tre ss ts f

0.25

0.5

0.75

1.25

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-3 (36-38 ft. below mudline)

Sample Number: B-3 Depth: 56-58 ft.

Proj. No.: VB18-344G Date Sampled:

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube

Description: Gray, Fat CLAY

LL= 96 PI= 59PL= 37

Assumed Specific Gravity= 2.7

Remarks: Passing #200 Sieve = 99.8%

Natural Moisture = 69.9%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

T es t

71.4 57.5 99.7

1.9337 2.83 6.01

70.1 57.5 97.9

1.9337 2.83 6.01

1.000

0.00

23.60

0.64

1.70

2.34

70.8 57.2 98.3

1.9459 2.84 5.94

69.8 57.2 96.9

1.9459 2.84 5.94

1.000

0.00

47.20

0.64

3.40

4.04

D ev ia to r S tre ss , t sf

0.15

0.3

0.45

0.6

0.75

0.9

Axial Strain, %

0 5 10 15 20

Sh ea r S tre ss , t sf

0.7

1.4

2.1

Normal Stress, tsf

0 0.7 1.4 2.1 2.8 3.5 4.2

C, tsf f, deg Tan(f)

Results 0.321

0.0 0.00

Location: B-3 (36-38 ft. below mudline) Depth: 56-58 ft. Sample Number: B-3

Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.8

1.6

2.4 p, tsf

0 0.8 1.6 2.4 3.2 4 4.8

Peak Strength Total a= a= tan a=

0.32 tsf

0.0 deg 0.00

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

0% 8% 16%

D ev ia to r S tre ss ts f

0.15

0.3

0.45

0.6

0.75

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-3 (40-42 ft. below mudline) Sample Number: B-3 Depth: 60-62 ft.

Proj. No.: VB18-344G Date Sampled: 1/18/19

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube Description: Dark Brown, Organic Silt with

SAND

LL= 193 PI= 82PL= 111

Assumed Specific Gravity= 2.7 Remarks: Passing #200 Sieve = 81.4%

Natural Moisture = 128.7%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

Te st

127.5

37.9 99.9

3.4473 2.85 6.05

126.0 37.9 98.7

3.4473 2.85 6.05

1.000 0.00

25.00 1.12

1.80 2.92

128.8

36.9 97.5

3.5687 2.86 6.02

125.5 36.9 94.9

3.5687 2.86 6.02

1.000 0.00

50.00 1.11

3.60 4.71

D ev ia to rS tre ss ,t sf

0.25

0.5

0.75

1.25

1.5

Axial Strain, %

0 5 10 15 20

S he ar S tre ss

,t sf

0.8

1.6

2.4

Normal Stress, tsf

0 0.8 1.6 2.4 3.2 4 4.8

C, tsf f, deg Tan(f)

Results 0.557

Location: B-3 (40-42 ft. below mudline) Depth: 60-62 ft. Sample Number: B-3 Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.8

1.6

2.4 p, tsf

0 0.8 1.6 2.4 3.2 4 4.8

Peak Strength Total a= a= tan a=

0.56 tsf

0.0 deg 0.00

D ev ia to rS tre ss ts f

0.25

0.5

0.75

1.25

0% 8% 16%

D ev ia to rS tre ss ts f

0.25

0.5

0.75

1.25

0% 8% 16%

D ev ia to rS tre ss ts f

0.25

0.5

0.75

1.25

0% 8% 16%

D ev ia to rS tre ss ts f

0.25

0.5

0.75

1.25

Client: Moffat & Nichol

Project: P-095 Replace Submarine Pier 3

Location: B-5 (26-28 ft. below mudline)

Sample Number: B-5 Depth: 55-57 ft.

Proj. No.: VB18-344G Date Sampled: 1/18/19

Type of Test:

Unconsolidated Undrained

Sample Type: Shelby Tube

Description: Gray, Sandy Fat CLAY

LL= 67 PI= 47PL= 20

Assumed Specific Gravity= 2.7

Remarks: Passing #200 Sieve = 59.4%

Natural Moisture = 50.4%

Figure

Sample No.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in.

Height, in.

Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, tsf

Ult. Stress, tsf s1 Failure, tsf s3 Failure, tsf

In iti al At

T es t

51.3 70.3 99.0

1.3985 2.87 5.96

48.8 70.3 94.1

1.3985 2.87 5.96

1.000

0.00

16.00

0.66

1.15

1.81

51.4 70.4 99.5

1.3942 2.87 6.11

48.4 70.4 93.8

1.3942 2.87 6.11

1.000

0.00

31.90

0.69

2.30

2.98

D ev ia to r S tre ss , t sf

0.15

0.3

0.45

0.6

0.75

0.9

Axial Strain, %

0 5 10 15 20

Sh ea r S tre ss , t sf

0.5

1.5

Normal Stress, tsf

0 0.5 1 1.5 2 2.5 3

C, tsf f, deg Tan(f)

Results 0.312

0.7 0.01

Location: B-5 (26-28 ft. below mudline) Depth: 55-57 ft. Sample Number: B-5

Project No.: VB18-344G Figure GET Solutions, Inc.

q, ts f

0.5

1.5 p, tsf

0 0.5 1 1.5 2 2.5 3

Peak Strength Total a= a= tan a=

0.31 tsf

0.7 deg 0.01

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

0% 8% 16%

D ev ia to r S tre ss ts f

0.2

0.4

0.6

0.8

CONSOLIDATION TEST REPORT

V oi d

R at io

0.90

1.05

1.20

1.35

1.50

1.65

1.80

1.95

2.10

2.25

2.40

Applied Pressure - tsf

0.1 1 10

Natural Dry Dens. LL PI Sp. Gr. USCS AASHTO Initial Void Saturation Moisture (pcf) Ratio

97.4 % 76.4 % 57.7 79 54 2.7 CH A-7-6(62) 2.117

Gray, Fat CLAY

VB18-344G Moffat & Nichol P-095 Replace Submarine Pier 3 Passing #200 Sieve = 98.9%

MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Loc.: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample No.: B-3

GET SOLUTIONS, INC. Figure

Dial Reading vs. Time Project No.:

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.082 ft.2/day

Ca = 0.000

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.197 ft.2/day

Ca = 0.000

VB18-344G

P-095 Replace Submarine Pier 3

0.13 tsf

0.9999 0.9990 0.9981

6.01 min.

0.25 tsf

0.9972 0.9959 0.9947

2.49 min.

D ia lR ea di ng

(in

0.99775

0.99800

0.99825

0.99850

0.99875

0.99900

0.99925

0.99950

0.99975

1.00000

1.00025

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.9942

0.9945

0.9948

0.9951

0.9954

0.9957

0.9960

0.9963

0.9966

0.9969

0.9972

Elapsed Time (min.)

0.1 1 10 100

Figure GET Solutions, Inc.

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.062 ft.2/day

Ca = 0.000

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.046 ft.2/day

Ca = 0.001

VB18-344G

P-095 Replace Submarine Pier 3

0.50 tsf

0.9932 0.9893 0.9854

7.77 min.

1.00 tsf

0.9836 0.9741 0.9647

10.20 min.

D ia lR ea di ng

(in

0.984

0.985

0.986

0.987

0.988

0.989

0.990

0.991

0.992

0.993

0.994

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.9600

0.9625

0.9650

0.9675

0.9700

0.9725

0.9750

0.9775

0.9800

0.9825

0.9850

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.020 ft.2/day

Ca = 0.003

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.012 ft.2/day

Ca = 0.008

VB18-344G

P-095 Replace Submarine Pier 3

2.00 tsf

0.9611 0.9371 0.9131

21.86 min.

4.00 tsf

0.9083 0.8632 0.8182

31.75 min.

D ia lR ea di ng

(in

0.89

0.90

0.91

0.92

0.93

0.94

0.95

0.96

0.97

0.98

0.99

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.795

0.810

0.825

0.840

0.855

0.870

0.885

0.900

0.915

0.930

0.945

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.053 ft.2/day

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.013 ft.2/day

VB18-344G

P-095 Replace Submarine Pier 3

1.00 tsf

0.8167 0.8250 0.8332

6.26 min.

0.25 tsf

0.8346 0.8525 0.8703

28.01 min.

D ia lR ea di ng

(in

0.836

0.834

0.832

0.830

0.828

0.826

0.824

0.822

0.820

0.818

0.816

Elapsed Time (min.)

0.1 1 10 100

D ia lR ea di ng

(in

0.880

0.875

0.870

0.865

0.860

0.855

0.850

0.845

0.840

0.835

0.830

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.069 ft.2/day

Ca = 0.000

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.030 ft.2/day

Ca = 0.001

VB18-344G

P-095 Replace Submarine Pier 3

0.50 tsf

0.8710 0.8687 0.8664

5.42 min.

1.00 tsf

0.8650 0.8590 0.8530

12.07 min.

D ia lR ea di ng

(in

0.863

0.864

0.865

0.866

0.867

0.868

0.869

0.870

0.871

0.872

0.873

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.8505

0.8520

0.8535

0.8550

0.8565

0.8580

0.8595

0.8610

0.8625

0.8640

0.8655

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.033 ft.2/day

Ca = 0.001

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.026 ft.2/day

Ca = 0.003

VB18-344G

P-095 Replace Submarine Pier 3

2.00 tsf

0.8516 0.8418 0.8321

10.65 min.

4.00 tsf

0.8302 0.8148 0.7995

12.41 min.

D ia lR ea di ng

(in

0.8288

0.8313

0.8338

0.8363

0.8388

0.8413

0.8438

0.8463

0.8488

0.8513

0.8538

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.792

0.796

0.800

0.804

0.808

0.812

0.816

0.820

0.824

0.828

0.832

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.012 ft.2/day

Ca = 0.003

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.013 ft.2/day

Ca = 0.002

VB18-344G

P-095 Replace Submarine Pier 3

8.00 tsf

0.7959 0.7609 0.7259

23.18 min.

16.00 tsf

0.7183 0.6876 0.6569

18.65 min.

D ia lR ea di ng

(in

0.71

0.72

0.73

0.74

0.75

0.76

0.77

0.78

0.79

0.80

0.81

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.64

0.65

0.66

0.67

0.68

0.69

0.70

0.71

0.72

0.73

0.74

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.034 ft.2/day

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.009 ft.2/day

VB18-344G

P-095 Replace Submarine Pier 3

4.00 tsf

0.6600 0.6681 0.6761

6.38 min.

1.00 tsf

0.6786 0.6939 0.7092

26.05 min.

D ia lR ea di ng

(in

0.679

0.677

0.675

0.673

0.671

0.669

0.667

0.665

0.663

0.661

0.659

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.716

0.712

0.708

0.704

0.700

0.696

0.692

0.688

0.684

0.680

0.676

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (20-22 ft. below mudline) Depth: 40-42 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.006 ft.2/day

VB18-344G

P-095 Replace Submarine Pier 3

0.25 tsf

0.7106 0.7269 0.7433

46.00 min.

D ia lR ea di ng

(in

0.757

0.752

0.747

0.742

0.737

0.732

0.727

0.722

0.717

0.712

0.707

Elapsed Time (min.)

0.1 1 10 100 1000

CONSOLIDATION TEST REPORT

V oi d

R at io

1.1

1.3

1.5

1.7

1.9

2.1

2.3

2.5

2.7

2.9

3.1

Applied Pressure - tsf

0.1 1 10

Natural Dry Dens. LL PI Sp. Gr. USCS AASHTO Initial Void Saturation Moisture (pcf) Ratio

83.0 % 85.0 % 47.7 112 75 2.7 CH A-7-5(77) 2.764

Gray, Fat CLAY

VB18-344G Moffat & Nichol P-095 Replace Submarine Pier 3 Passing #200 Sieve = 88.0%

MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Loc.: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample No.: B-3

GET SOLUTIONS, INC. Figure

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

1.009 ft.2/day

Ca = 0.000

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.059 ft.2/day

Ca = 0.000

VB18-344G

P-095 Replace Submarine Pier 3

0.13 tsf

1.0003 0.9995 0.9987

0.49 min.

0.25 tsf

0.9981 0.9972 0.9963

8.34 min.

D ia lR ea di ng

(in

0.9984

0.9986

0.9988

0.9990

0.9992

0.9994

0.9996

0.9998

1.0000

1.0002

1.0004

Elapsed Time (min.)

0.1 1 10 100

D ia lR ea di ng

(in

0.99575

0.99600

0.99625

0.99650

0.99675

0.99700

0.99725

0.99750

0.99775

0.99800

0.99825

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

1.961 ft.2/day

Ca = 0.000

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.112 ft.2/day

Ca = 0.001

VB18-344G

P-095 Replace Submarine Pier 3

0.50 tsf

0.9962 0.9937 0.9911

0.25 min.

1.00 tsf

0.9881 0.9822 0.9762

4.24 min.

D ia lR ea di ng

(in

0.9904

0.9908

0.9912

0.9916

0.9920

0.9924

0.9928

0.9932

0.9936

0.9940

0.9944

Elapsed Time (min.)

0.1 1 10 100

D ia lR ea di ng

(in

0.9735

0.9750

0.9765

0.9780

0.9795

0.9810

0.9825

0.9840

0.9855

0.9870

0.9885

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.020 ft.2/day

Ca = 0.004

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.057 ft.2/day

VB18-344G

P-095 Replace Submarine Pier 3

2.00 tsf

0.9689 0.9453 0.9216

22.30 min.

0.50 tsf

0.9244 0.9316 0.9387

7.41 min.

D ia lR ea di ng

(in

0.89

0.90

0.91

0.92

0.93

0.94

0.95

0.96

0.97

0.98

0.99

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.943

0.941

0.939

0.937

0.935

0.933

0.931

0.929

0.927

0.925

0.923

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.034 ft.2/day

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.188 ft.2/day

Ca = 0.000

VB18-344G

P-095 Replace Submarine Pier 3

0.13 tsf

0.9410 0.9482 0.9555

12.93 min.

0.25 tsf

0.9561 0.9552 0.9544

2.40 min.

D ia lR ea di ng

(in

0.959

0.957

0.955

0.953

0.951

0.949

0.947

0.945

0.943

0.941

0.939

Elapsed Time (min.)

0.1 1 10 100

D ia lR ea di ng

(in

0.95375

0.95400

0.95425

0.95450

0.95475

0.95500

0.95525

0.95550

0.95575

0.95600

0.95625

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.118 ft.2/day

Ca = 0.000

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.099 ft.2/day

Ca = 0.001

VB18-344G

P-095 Replace Submarine Pier 3

0.50 tsf

0.9534 0.9505 0.9477

3.78 min.

1.00 tsf

0.9460 0.9405 0.9351

4.40 min.

D ia lR ea di ng

(in

0.945

0.946

0.947

0.948

0.949

0.950

0.951

0.952

0.953

0.954

0.955

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.9315

0.9330

0.9345

0.9360

0.9375

0.9390

0.9405

0.9420

0.9435

0.9450

0.9465

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.026 ft.2/day

Ca = 0.002

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.014 ft.2/day

Ca = 0.004

VB18-344G

P-095 Replace Submarine Pier 3

2.00 tsf

0.9313 0.9182 0.9052

15.98 min.

4.00 tsf

0.9035 0.8555 0.8075

25.73 min.

D ia lR ea di ng

(in

0.900

0.904

0.908

0.912

0.916

0.920

0.924

0.928

0.932

0.936

0.940

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.780

0.795

0.810

0.825

0.840

0.855

0.870

0.885

0.900

0.915

0.930

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.009 ft.2/day

Ca = 0.007

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.007 ft.2/day

Ca = 0.003

VB18-344G

P-095 Replace Submarine Pier 3

8.00 tsf

0.8037 0.7520 0.7003

30.39 min.

16.00 tsf

0.6926 0.6534 0.6142

30.96 min.

D ia lR ea di ng

(in

0.675

0.690

0.705

0.720

0.735

0.750

0.765

0.780

0.795

0.810

0.825

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.60

0.61

0.62

0.63

0.64

0.65

0.66

0.67

0.68

0.69

0.70

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.011 ft.2/day

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.005 ft.2/day

VB18-344G

P-095 Replace Submarine Pier 3

4.00 tsf

0.6183 0.6289 0.6395

17.02 min.

1.00 tsf

0.6423 0.6613 0.6804

46.05 min.

D ia lR ea di ng

(in

0.646

0.643

0.640

0.637

0.634

0.631

0.628

0.625

0.622

0.619

0.616

Elapsed Time (min.)

0.1 1 10 100 1000

D ia lR ea di ng

(in

0.690

0.685

0.680

0.675

0.670

0.665

0.660

0.655

0.650

0.645

0.640

Elapsed Time (min.)

0.1 1 10 100 1000

Project:

Location: B-3 (16-18 ft. below mudline) Depth: 36-38 ft. Sample Number: B-3

Load No.= Load=

D0 = D50 =

D100 = T50 =

Cv @ T50

0.004 ft.2/day

VB18-344G

P-095 Replace Submarine Pier 3

0.25 tsf

0.6822 0.6976 0.7129

54.52 min.

D ia lR ea di ng

(in

0.720

0.716

0.712

0.708

0.704

0.700

0.696

0.692

0.688

0.684

0.680

Elapsed Time (min.)

0.1 1 10 100 1000

APPENDIX X

HISTORICAL LAND USE PLAN

Historic Land Use Map (1978 Geology of Norfolk North Quadrangle) PROJECT: FY21 MCON P-095, Replace Submarine Pier 3/Norfolk, VA

PROJECT NO: VB18-344G

CLIENT: Moffatt & Nichol

APPENDIX XI

CALCULATIONS

NOTE: based on soil type (SP, SM, ML, CL), pile toe depth, and SPT value, this worksheet computes the ultimate compressive capacity for an HP-Sectioon Steel or SPPC pile (english units).

-38.0 feet 120.0 feet 6000 psi Design Cap. = 150 kips Project: P-095 Replace Submarine Pier 3

0.0 feet -104.0 feet 760 psi Req'd Ult. Cap. = 300 kips GET No.: VB18-344G

-38.0 feet (GROUND SURFACE) 15.5 feet Date: 3/13/2019

24.0 inches 53.5 feet 4.34 ksi Unit Weight= 0.152 kcf Boring: B-2

2.0 feet 66.0 feet 0.99 ksi E. Modulus= 5000 ksi Pile Location: Norfolk Naval Station

8.0 ft2/ft Required Safety Factor: 2.0 Wave Speed= 13000 ft/sec Engineer: MM

4.0 ft2 1.4 Concrete (as recommended by NAVFAC DM7.2) c=1.4; s=1.1 Structure: Proposed Berthing Pier 3

ENTER ENTER

(computed) (computed)

ENTER See: Note (2) See: Note (3) See: Note (4) Stratum Shaft Capacity Capacity @ Pile Toe (per Net Toe Area)

Notes Stratum Number

Soil Type:

1-SP; 2-SM

3-ML; 4-CL

*Pile Toe Depth (below reference)

Stratum Thickness

(L)

Elevation @ pile toe

SPT

N-value (cor) Toe Quake Skin

Damping Effective Unit Wt.

Soil Internal Angle of Friction

Cohesion

(C) N'c Adhesion

(Ca) N'q tanJ (J=0.75*phi)

Shaft Embedment

Cumulative Po' for

Stratum

Po' @ Pile Toe

Average Po' for Stratum

(Avg.Po'*Khc*tanJ*As*L )+ (Ca*As*L)

SAND: Po'*Nq*Ap CLAY: c*Nc*Ap feet feet feet blows/foot inches sec/foot pcf phi psf psf feet psf psf psf friction (kips) kips feet

1 2 3.0 3 -41 11.8 0.20 0.10 62 33.5 0 0 0 35 0.47 3 187 187 94 1.5 26.2 -41.0 2 2 8.0 5 -46 14.5 0.20 0.10 64 34.9 0 0 0 46 0.49 8 318 505 346 9.5 92.8 -46.0 3 2 13.0 5 -51 7.4 0.20 0.10 60 30.7 0 0 0 23 0.42 13 302 807 656 15.6 72.6 -51.0 4 4 18.0 5 -56 3.5 0.20 0.20 44 0.0 500 10 500 0 0.00 18 220 1,027 917 20.0 20.0 -56.0 5 4 23.0 5 -61 0.0 0.20 0.20 38 0.0 500 0 500 0 0.00 23 190 1,217 1122 20.0 0.0 -61.0 6 4 28.0 5 -66 3.3 0.20 0.20 44 0.0 500 10 500 0 0.00 28 220 1,437 1327 20.0 20.0 -66.0 7 2 33.0 5 -71 3.1 0.20 0.10 59 26.9 0 0 0 10 0.37 33 293 1,730 1583 32.6 69.2 -71.0 8 2 38.0 5 -76 3.0 0.20 0.10 59 26.8 0 0 0 10 0.37 38 293 2,023 1876 38.4 80.9 -76.0 9 2 43.0 5 -81 1.9 0.20 0.10 58 25.4 0 0 0 10 0.35 43 291 2,313 2168 42.0 92.5 -81.0 10 2 48.0 5 -86 6.5 0.20 0.10 60 30.0 0 0 0 18 0.41 48 300 2,614 2463 57.1 188.2 -86.0 11 2 53.0 5 -91 7.1 0.20 0.10 60 30.5 0 0 0 21 0.42 53 302 2,915 2765 65.3 244.9 -91.0 12 2 58.0 5 -96 6.9 0.20 0.10 60 30.3 0 0 0 21 0.42 58 301 3,217 3066 72.0 270.2 -96.0 13 2 63.0 5 -101 7.5 0.20 0.10 61 30.8 0 0 0 23 0.43 63 303 3,519 3368 80.4 316.7 -101.0 14 2 68.0 5 -106 7.3 0.20 0.10 60 30.6 0 0 0 23 0.42 68 302 3,821 3670 87.1 343.9 -106.0 15 2 73.0 5 -111 7.1 0.20 0.10 60 30.5 0 0 0 21 0.42 73 302 4,123 3972 93.8 346.3 -111.0 16 2 78.0 5 -116 7.7 0.20 0.10 61 30.9 0 0 0 23 0.43 78 303 4,426 4275 102.5 398.4 -116.0 17 2 83.0 5 -121 6.0 0.20 0.10 60 29.6 0 0 0 18 0.41 83 299 4,726 4576 104.7 340.2 -121.0 18 2 88.0 5 -126 8.8 0.20 0.10 61 31.7 0 0 0 27 0.44 88 305 5,031 4878 120.2 533.3 -126.0 19 2 93.0 5 -131 5.0 0.20 0.10 59 28.8 0 0 0 15 0.40 93 297 5,328 5180 114.9 319.7 -131.0 20 2 98.0 5 -136 6.3 0.20 0.10 60 29.9 0 0 0 18 0.41 98 300 5,628 5478 126.6 405.2 -136.0 21 2 103.0 5 -141 25.0 0.20 0.10 68 31.5 0 0 0 27 0.44 103 340 5,968 5798 142.0 632.7 -141.0 21 2 108.0 5 -146 26.0 0.20 0.10 68 31.5 0 0 0 27 0.44 108 342 6,311 6140 150.4 668.9 -146.0 21 2 113.0 5 -151 27.0 0.20 0.10 69 32.0 0 0 0 29 0.45 113 344 6,655 6483 161.6 772.0 -151.0

REFERENCES / PROJECT NOTES

Pile Toe Elev.

Pile Toe Depth (below reference)

Soil Type SPT N-value

Total Pile Capacity Toe Capacity

Cummulative Shaft

Capacity

Stratum Unit Shaft

Friction

Design Pile Capacity

Design Pile Capacity Toe Quake Skin Damping feet feet blows/foot kips kips kips ksf kips tons inches sec/foot

-41.0 3.0 SM 11.8 28 26.2 1.5 0.06 13.8 7 0.20 0.10

-46.0 8.0 SM 14.5 104 92.8 11.0 0.24 51.9 26 0.20 0.10

-51.0 13.0 SM 7.4 99 72.6 26.6 0.39 49.6 25 0.20 0.10

-56.0 18.0 CL 3.5 67 20.0 46.6 0.50 33.3 17 0.20 0.20

-61.0 23.0 CL 0.0 67 0.0 66.6 0.50 33.3 17 0.20 0.20

-66.0 28.0 CL 3.3 107 20.0 86.6 0.50 53.3 27 0.20 0.20

-71.0 33.0 SM 3.1 188 69.2 119.2 0.82 94.2 47 0.20 0.10

-76.0 38.0 SM 3.0 239 80.9 157.7 0.96 119.3 60 0.20 0.10

-81.0 43.0 SM 1.9 292 92.5 199.7 1.05 146.1 73 0.20 0.10

-86.0 48.0 SM 6.5 445 188.2 256.8 1.43 222.5 111 0.20 0.10

-91.0 53.0 SM 7.1 567 244.9 322.1 1.63 283.5 142 0.20 0.10

-96.0 58.0 SM 6.9 664 270.2 394.0 1.80 332.1 166 0.20 0.10

-101.0 63.0 SM 7.5 791 316.7 474.4 2.01 395.6 198 0.20 0.10

-106.0 68.0 SM 7.3 905 343.9 561.5 2.18 452.7 226 0.20 0.10

-111.0 73.0 SM 7.1 1002 346.3 655.3 2.35 500.8 250 0.20 0.10

-116.0 78.0 SM 7.7 1156 398.4 757.9 2.56 578.1 289 0.20 0.10

-121.0 83.0 SM 6.0 1203 340.2 862.6 2.62 601.4 301 0.20 0.10

-126.0 88.0 SM 8.8 1516 533.3 982.8 3.01 758.1 379 0.20 0.10

-131.0 93.0 SM 5.0 1417 319.7 1097.7 2.87 708.7 0.20 0.10

-136.0 98.0 SM 6.3 1630 405.2 1224.3 3.16 814.8 0.20 0.10 Cohesion=500 psf, from the laboratory tests (includes a SF)

-141.0 103.0 SM 25.0 1999 632.7 1366.3 3.55 999.5 0.20 0.10

Note (2) Effective Unit Wt.: above the water table separately enter the MOIST UNIT WEIGHT.

Note (1) SPT: SPT= 0 to 40, enter in 1 blow increments; then SPT=40 to 100 (max.), enter in increments of 10.

Pile Shaft Width:

Note (5): if preaugering - should make consideration for reduced shaft capacity through preauger depth.

Worksheet Notes and References:

Allow. Tensile Stress=Pile Side =

RESULTS

COMPUTATIONS

Allow. Compress. Stress=

Pile Toe Area =

(NOTE: yellow background data must be entered)INPUT

Evaluation of Ultimate Compressive Pile Capacity per NAVFAC DM-7.2 Utilizing Effective Soil Unit Weight - SPPC Piles - English Units The limiting dL embedment in a stratum is not considered in evaluation of capacity (change appropriate formula if desired).

(NOTE: yellow background data mush be entered. Red text pile data in column D is computed from green text input data.)

Stickup @ EOD = Embedment @ EOD:

Khc (1.0 to 1.5) =

Note Computation Changes (make above computation changes in bold red text):

Note (4) COHESION: The worksheet computes C based on SPT value and soil type CL (no phi value is assigned). Ca is factored from C (see Note 7).

Worksheet computes a maximum C=5000 psf (with Ca= 2000 psf). No phi value is assigned with soil type CL- therefore, directly enter a phi value if considered applicable.

Note (6): colored background indicates a change to the generic worksheet formula to consider conditions unique to the site or project characteristics (see Project Notes).

Pile Shaft Area (As) =

Toe Elevation

McGraw Hill; McCarthy, p.81, 5th Edition - Essentials of Soil Mechanics and Foundations, Prentice Hall (1998); NAVFAC DM 7.1, p.22 (1982); Kt: Bowles,

p. 767, 4th Edition-Foundation Analysis and Design.

Note (7): unit weight, phi, c per: Sowers p. 23, p. 88,4th Edition - Introductory Soil Mechanics and Foundations, MacMillan (1979); Das, p. 11, 1st Edition - Principles of Foundation Engineering, Brooks/Cole (1984); Bowles, p. 86, p. 141, 2nd (1984) & 4th (198) Editions-Foundation Analysis and Design, Note (3) PHI: The worksheet computes phi based on the SPT value and soil types SP, SM, or ML (no value is assigned for cohesion). A maximum phi=40 degrees is used for Nq determination. NOTE: all phi's are based on a fine grained sand, silty sand, (silt). No cohesion (C) value is assigned with soil types SP, SM, ML- therefore, directly enter a value for Cohesion (C) if considered applicable.

Toe Quake= d/120 Skin Damp.: sand=0.05, clay=0.20

Ground Elev. @ Boring:

PROJECT INFORMATIONPILE INFORMATION

Groundwater Elev.:

Reference Elev*.: Plan Head Elev.=

Pile Length= f'c = Resid. prestress =Plan Toe Elev.=

NOTE: based on soil type (SP, SM, ML, CL), pile toe depth, and SPT value, this worksheet computes the ultimate compressive capacity for an HP-Section Steel pile (english units).

10.0 feet 110.0 feet 6000 psi Design Cap. = 150 kips Project: P-095 Replace Submarine Pier 3

12.0 feet -95.0 feet 760 psi Req'd Ult. Cap. = 300 kips GET No.: VB18-344G

15.0 feet (GROUND SURFACE) 15.0 feet Date: 3/13/2019

16.0 inches 0.0 feet 4.34 ksi Unit Weight= 0.152 kcf Boring: B-5/B-6

1.3 feet 110.0 feet 0.99 ksi E. Modulus= 5000 ksi Pile Location: Norfolk Naval Station

5.3 ft2/ft Required Safety Factor: 2.0 Wave Speed= 13000 ft/sec Engineer: MM

1.8 ft2 0.5 Steel (as recommended by NAVFAC DM7.2) c=1.0-1.5; s=0.5-1.0 Structure: CEP-176 Wharf

ENTER ENTER

(computed) (computed)

ENTER See: Note (2) See: Note (3) See: Note (4) Stratum Shaft Capacity Capacity @ Pile Toe (per Net Toe Area)

Notes Stratum Number

Soil Type:

1-SP; 2-SM

3-ML; 4-CL

*Pile Toe Depth (below reference)

Stratum Thickness

(L)

Elevation @ pile toe

SPT

N-value (cor) Toe Quake Skin

Damping Effective Unit Wt.

Soil Internal Angle of Friction

Cohesion

(C) N'c Adhesion

(Ca) N'q tanJ (J=20° if Steel)

Shaft Embedment

Cumulative Po' for

Stratum

Po' @ Pile Toe

Average Po' for Stratum

(Avg.Po'*Khc*tanJ*As*L) + (Ca*As*L)

SAND: Po'*Nq*Ap CLAY: c*Nc*Ap feet feet feet blows/foot inches sec/foot pcf phi psf psf feet psf psf psf friction (kips) kips feet

1 2 2.0 2 13 147.5 0.13 0.10 121 28.0 0 0 0 15 0.36 2 241 241 121 0.2 6.4 13.0 2 2 4.0 2 11 87.8 0.13 0.10 95 28.0 0 0 0 15 0.36 4 190 431 336 0.7 11.5 11.0 3 2 6.0 2 9 65.0 0.13 0.10 85 28.0 0 0 0 15 0.36 6 170 602 517 1.0 16.1 9.0 4 2 8.0 2 7 62.1 0.13 0.10 84 28.0 0 0 0 15 0.36 8 168 770 686 1.3 20.5 7.0 5 2 10.0 2 5 52.1 0.13 0.10 80 28.0 0 0 0 15 0.36 10 159 929 850 1.6 24.8 5.0 6 2 12.0 2 3 52.3 0.13 0.10 80 28.0 0 0 0 15 0.36 12 160 1,089 1009 2.0 29.0 3.0 7 2 15.0 3 0 15.0 0.13 0.10 64 28.0 0 0 0 15 0.36 15 191 1,280 1184 3.4 34.1 0.0 8 2 20.0 5 -5 9.7 0.13 0.10 61 32.2 0 0 0 29 0.36 20 307 1,587 1434 7.0 81.8 -5.0 9 2 25.0 5 -10 7.7 0.13 0.10 61 30.9 0 0 0 23 0.36 25 303 1,890 1739 8.4 75.6 -10.0 10 2 30.0 5 -15 1.2 0.13 0.10 58 24.3 0 0 0 10 0.36 30 289 2,179 2035 9.9 38.7 -15.0 11 2 35.0 5 -20 2.3 0.13 0.10 58 25.9 0 0 0 10 0.36 35 291 2,471 2325 11.3 43.9 -20.0 12 2 40.0 5 -25 5.5 0.13 0.10 60 29.2 0 0 0 18 0.36 40 298 2,769 2620 12.7 88.6 -25.0 13 2 45.0 5 -30 3.1 0.13 0.10 59 27.0 0 0 0 10 0.36 45 293 3,062 2915 14.1 54.4 -30.0 14 2 50.0 5 -35 13.0 0.13 0.10 63 34.2 0 0 0 42 0.36 50 314 3,376 3219 15.6 252.1 -35.0 15 2 55.0 5 -40 37.0 0.13 0.10 73 43.9 0 0 0 145 0.36 55 366 3,742 3559 17.3 964.7 -40.0 16 2 60.0 5 -45 7.6 0.13 0.10 61 30.8 0 0 0 23 0.36 60 303 4,045 3894 18.9 161.8 -45.0 17 4 65.0 5 -50 1.8 0.13 0.20 39 0.0 500 8 500 0 0.36 65 195 4,240 4143 13.3 7.1 -50.0 18 4 70.0 5 -55 3.6 0.13 0.20 44 0.0 500 10 500 0 0.36 70 220 4,460 4350 13.3 8.9 -55.0 19 4 75.0 5 -60 2.6 0.13 0.20 41 0.0 500 9 500 0 0.36 75 205 4,665 4563 13.3 8.0 -60.0 20 2 80.0 5 -65 5.0 0.13 0.10 59 28.8 0 0 0 15 0.36 80 297 4,962 4814 23.4 132.3 -65.0 21 2 85.0 5 -70 25.0 0.13 0.10 68 31.5 0 0 0 27 0.36 85 340 5,302 5132 24.9 249.8 -70.0 22 2 90.0 5 -75 26.0 0.13 0.10 68 31.5 0 0 0 27 0.36 90 342 5,645 5474 26.6 265.9 -75.0 23 2 95.0 5 -80 27.0 0.13 0.10 69 32.0 0 0 0 29 0.36 95 344 5,989 5817 28.2 308.8 -80.0 24 2 100.0 5 -85 28.0 0.13 0.10 69 32.0 0 0 0 29 0.36 100 347 6,336 6162 29.9 326.6 -85.0 25 2 105.0 5 -90 29.0 0.13 0.10 70 32.0 0 0 0 29 0.36 105 349 6,336 6336 30.7 326.6 -90.0 26 2 110.0 5 -95 30.0 0.13 0.10 70 32.5 0 0 0 32 0.36 110 351 6,336 6336 30.7 360.4 -95.0 27 2 115.0 5 -100 31.0 0.13 0.10 71 32.5 0 0 0 32 0.36 115 353 6,336 6336 30.7 360.4 -100.0 28 2 120.0 5 -105 32.0 0.13 0.10 71 32.5 0 0 0 32 0.36 120 355 6,336 6336 30.7 360.4 -105.0 29 2 125.0 5 -110 33.0 0.13 0.10 71 32.5 0 0 0 32 0.36 125 357 6,336 6336 30.7 360.4 -110.0 30 2 130.0 5 -115 34.0 0.13 0.10 72 33.0 0 0 0 35 0.36 130 360 6,336 6336 30.7 394.2 -115.0 31 2 135.0 5 -120 35.0 0.13 0.10 72 33.0 0 0 0 35 0.36 135 362 6,336 6336 30.7 394.2 -120.0 32 2 140.0 5 -125 36.0 0.13 0.10 73 33.0 0 0 0 35 0.36 140 364 6,336 6336 30.7 394.2 -125.0

REFERENCES / PROJECT NOTES

Pile Toe Elev.

Pile Toe Depth (below reference)

Soil Type SPT N-value

Total Pile Capacity Toe Capacity

Cummulative Shaft

Capacity

Stratum Unit Shaft

Friction

Design Pile Capacity

Design Pile Capacity Toe Quake Skin Damping feet feet blows/foot kips kips kips ksf kips tons inches sec/foot

13.0 2.0 SM 147.5 7 6.4 0.2 0.02 3.3 2 0.13 0.10

11.0 4.0 SM 87.8 12 11.5 0.9 0.06 6.2 3 0.13 0.10

9.0 6.0 SM 65.0 18 16.1 1.9 0.09 9.0 4 0.13 0.10

7.0 8.0 SM 62.1 24 20.5 3.2 0.12 11.9 6 0.13 0.10

5.0 10.0 SM 52.1 30 24.8 4.9 0.15 14.8 7 0.13 0.10

3.0 12.0 SM 52.3 36 29.0 6.8 0.18 17.9 9 0.13 0.10

0.0 15.0 SM 15.0 44 34.1 10.3 0.22 22.2 11 0.13 0.10

-5.0 20.0 SM 9.7 99 81.8 17.2 0.26 49.5 25 0.13 0.10

-10.0 25.0 SM 7.7 101 75.6 25.7 0.32 50.6 25 0.13 0.10

-15.0 30.0 SM 1.2 74 38.7 35.5 0.37 37.1 19 0.13 0.10

-20.0 35.0 SM 2.3 91 43.9 46.8 0.42 45.4 23 0.13 0.10

-25.0 40.0 SM 5.5 148 88.6 59.5 0.48 74.1 37 0.13 0.10

-30.0 45.0 SM 3.1 128 54.4 73.7 0.53 64.1 32 0.13 0.10

-35.0 50.0 SM 13.0 341 252.1 89.3 0.59 170.7 85 0.13 0.10

-40.0 55.0 SM 37.0 1071 964.7 106.6 0.65 535.6 268 0.13 0.10

-45.0 60.0 SM 7.6 287 161.8 125.5 0.71 143.6 72 0.13 0.10

-50.0 65.0 CL 1.8 146 7.1 138.8 0.50 73.0 36 0.13 0.20

-55.0 70.0 CL 3.6 161 8.9 152.1 0.50 80.5 40 0.13 0.20

-60.0 75.0 CL 2.6 173 8.0 165.5 0.50 86.7 43 0.13 0.20 Phi=28 °, user defined to account for differing materials in the FILL layer.

-65.0 80.0 SM 5.0 321 132.3 188.8 0.88 160.6 80 0.13 0.10 Cohesion=500 psf, from the laboratory tests (includes a SF) -70.0 85.0 SM 25.0 464 249.8 213.7 0.93 231.8 116 0.13 0.10 Limiting depth (10B to 40B): depth beyond which the overburden pressure remains the same.

-75.0 90.0 SM 26.0 506 265.9 240.3 1.00 253.1 127 0.13 0.10

-80.0 95.0 SM 27.0 577 308.8 268.5 1.06 288.7 144 0.13 0.10

-85.0 100.0 SM 28.0 625 326.6 298.4 1.12 312.5 156 0.13 0.10

-90.0 105.0 SM 29.0 656 326.6 329.2 1.15 327.9 164 0.13 0.10

-95.0 110.0 SM 30.0 720 360.4 359.9 1.15 360.2 180 0.13 0.10

-100.0 115.0 SM 31.0 751 360.4 390.7 1.15 375.6 188 0.13 0.10

-105.0 120.0 SM 32.0 782 360.4 421.4 1.15 390.9 195 0.13 0.10

-110.0 125.0 SM 33.0 813 360.4 452.2 1.15 406.3 203 0.13 0.10

-115.0 130.0 SM 34.0 877 394.2 482.9 1.15 438.6 219 0.13 0.10

-120.0 135.0 SM 35.0 908 394.2 513.7 1.15 454.0 227 0.13 0.10

-125.0 140.0 SM 36.0 939 394.2 544.4 1.15 469.3 235 0.13 0.10

Resid. prestress =Plan Toe Elev.=

Embedment @ EOD:

Khc (1.0 to 1.5) =

Note Computation Changes (make above computation changes in bold red text):

Note (4) COHESION: The worksheet computes C based on SPT value and soil type CL (no phi value is assigned). Ca is factored from C (see Note 7).

Worksheet computes a maximum C=5000 psf (with Ca= 2000 psf). No phi value is assigned with soil type CL- therefore, directly enter a phi value if considered applicable.

Note (6): colored background indicates a change to the generic worksheet formula to consider conditions unique to the site or project characteristics (see Project Notes).

Pile Shaft Area (As) =

Toe Elevation

McGraw Hill; McCarthy, p.81, 5th Edition - Essentials of Soil Mechanics and Foundations, Prentice Hall (1998); NAVFAC DM 7.1, p.22 (1982); Kt: Bowles, p.

767, 4th Edition-Foundation Analysis and Design.

Note (7): unit weight, phi, c per: Sowers p. 23, p. 88,4th Edition - Introductory Soil Mechanics and Foundations, MacMillan (1979); Das, p. 11, 1st Edition - Principles of Foundation Engineering, Brooks/Cole (1984); Bowles, p. 86, p. 141, 2nd (1984) & 4th (198) Editions-Foundation Analysis and Design, Note (3) PHI: The worksheet computes phi based on the SPT value and soil types SP, SM, or ML (no value is assigned for cohesion). A maximum phi=40 degrees is used for Nq determination. NOTE: all phi's are based on a fine grained sand, silty sand, (silt). No cohesion (C) value is assigned with soil types SP, SM, ML- therefore, directly enter a value for Cohesion (C) if considered applicable.

Toe Quake= d/120 Skin Damp.: sand=0.05, clay=0.20

Note (5): if preaugering - should make consideration for reduced shaft capacity through preauger depth.

Worksheet Notes and References:

Allow. Tensile Stress=Pile Side =

RESULTS

COMPUTATIONS

Pile Toe Area =

(NOTE: yellow background data must be entered)INPUT

Evaluation of Ultimate Compressive Pile Capacity per NAVFAC DM-7.2 Utilizing Effective Soil Unit Weight - SPPC Piles - English Units This worksheet evaluates the ultimate compressive capacity of a driven HP-Section Steel pile. The limiting dL embedment in a stratum is considered in evaluation of capacity.

Note (2) Effective Unit Wt.: above the water table separately enter the MOIST UNIT WEIGHT.

Note (1) SPT: SPT= 0 to 40, enter in 1 blow increments; then SPT=40 to 100 (max.), enter in increments of 10.

Pile Shaft Width: Allow. Compress. Stress=

(NOTE: yellow background data mush be entered. Red text pile data in column D is computed from green text input data.)

Stickup @ EOD =

Ground Elev. @ Boring:

PROJECT INFORMATIONPILE INFORMATION

Groundwater Elev.:

Reference Elev*.: Plan Head Elev.=

Pile Length= f'c =

NOTE: based on soil type (SP, SM, ML, CL), pile toe depth, and SPT value, this worksheet computes the ultimate compressive capacity for an HP-Section Steel pile (english units).

10.0 feet 105.0 feet 6000 psi Design Cap. = 150 kips Project: P-095 Replace Submarine Pier 3

7.0 feet -95.0 feet 760 psi Req'd Ult. Cap. = 300 kips GET No.: VB18-344G

10.0 feet (GROUND SURFACE) 10.0 feet Date: 3/13/2019

16.0 inches 0.0 feet 4.34 ksi Unit Weight= 0.152 kcf Boring: B-5/B-6

1.3 feet 105.0 feet 0.99 ksi E. Modulus= 5000 ksi Pile Location: Norfolk Naval Station

5.3 ft2/ft Required Safety Factor: 2.0 Wave Speed= 13000 ft/sec Engineer: MM

1.8 ft2 0.5 Steel (as recommended by NAVFAC DM7.2) concrete=1.0-1.5; steel=0.5-1.0 Structure: CEP-102 Relieving Platform

ENTER ENTER

(computed) (computed)

ENTER See: Note (2) See: Note (3) See: Note (4) Stratum Shaft Capacity Capacity @ Pile Toe (per Net Toe Area)

Notes Stratum Number

Soil Type:

1-SP; 2-SM

3-ML; 4-CL

*Pile Toe Depth (below reference)

Stratum Thickness

(L)

Elevation @ pile toe

SPT

N-value (cor) Toe Quake Skin

Damping Effective Unit Wt.

Soil Internal Angle of Friction

Cohesion

(C) N'c Adhesion

(Ca) N'q tanJ (J=20° if Steel)

Shaft Embedment

Cumulative Po' for

Stratum

Po' @ Pile Toe

Average Po' for Stratum

(Avg.Po'*Khc*tanJ*As*L) + (Ca*As*L)

SAND: Po'*Nq*Ap CLAY: c*Nc*Ap feet feet feet blows/foot inches sec/foot pcf phi psf psf feet psf psf psf friction (kips) kips feet

1 2 2.0 2 8 133.7 0.13 0.10 115 28.0 0 0 0 15 0.36 2 230 230 115 0.2 6.1 8.0 2 2 4.0 2 6 87.8 0.13 0.10 95 28.0 0 0 0 15 0.36 4 190 420 325 0.6 11.2 6.0 3 2 6.0 2 4 67.2 0.13 0.10 86 28.0 0 0 0 15 0.36 6 172 592 506 1.0 15.8 4.0 4 2 8.0 2 2 66.3 0.13 0.10 86 28.0 0 0 0 15 0.36 8 172 764 678 1.3 20.4 2.0 5 2 10.0 2 0 18.9 0.13 0.10 65 28.0 0 0 0 15 0.36 10 131 894 829 1.6 23.8 0.0 6 2 12.0 2 -2 12.6 0.13 0.10 63 33.9 0 0 0 39 0.36 12 125 1,020 957 1.9 69.8 -2.0 7 2 15.0 3 -5 10.0 0.13 0.10 62 32.4 0 0 0 29 0.36 15 185 1,205 1112 3.2 62.1 -5.0 8 2 20.0 5 -10 1.5 0.13 0.10 58 24.8 0 0 0 10 0.36 20 290 1,494 1349 6.5 26.6 -10.0 9 2 25.0 5 -15 2.8 0.13 0.10 58 26.6 0 0 0 10 0.36 25 292 1,787 1640 8.0 31.8 -15.0 10 2 30.0 5 -20 6.5 0.13 0.10 60 30.0 0 0 0 21 0.36 30 300 2,087 1937 9.4 77.9 -20.0 11 2 35.0 5 -25 3.7 0.13 0.10 59 27.5 0 0 0 13 0.36 35 294 2,381 2234 10.8 52.9 -25.0 12 2 40.0 5 -30 15.0 0.13 0.10 64 35.2 0 0 0 50 0.36 40 319 2,700 2541 12.3 240.0 -30.0 13 2 45.0 5 -35 41.8 0.13 0.10 75 45.4 0 0 0 145 0.36 45 376 3,076 2888 14.0 793.0 -35.0 14 2 50.0 5 -40 8.4 0.13 0.10 61 31.4 0 0 0 24 0.36 50 304 3,381 3228 15.7 144.2 -40.0 15 4 55.0 5 -45 2.0 0.13 0.20 41 0.0 500 9 500 0 0.36 55 205 3,586 3483 13.3 8.0 -45.0 16 4 60.0 5 -50 4.0 0.13 0.20 44 0.0 500 10 500 0 0.36 60 220 3,806 3696 13.3 8.9 -50.0 17 4 65.0 5 -55 2.9 0.13 0.20 41 0.0 500 9 500 0 0.36 65 205 4,011 3908 13.3 8.0 -55.0 18 2 70.0 5 -60 5.6 0.13 0.10 60 29.2 0 0 0 18 0.36 70 298 4,309 4160 20.2 137.9 -60.0 19 2 75.0 5 -65 8.9 0.13 0.10 61 31.7 0 0 0 27 0.36 75 306 4,615 4462 21.7 217.4 -65.0 20 2 80.0 5 -70 6.9 0.13 0.10 60 30.3 0 0 0 21 0.36 80 301 4,916 4765 23.1 183.5 -70.0 21 2 85.0 5 -75 25.0 0.13 0.10 68 31.5 0 0 0 27 0.36 85 340 5,256 5086 24.7 247.6 -75.0 22 2 90.0 5 -80 26.0 0.13 0.10 68 31.5 0 0 0 27 0.36 90 342 5,598 5427 26.3 263.7 -80.0 23 2 95.0 5 -85 27.0 0.13 0.10 69 32.0 0 0 0 29 0.36 95 344 5,598 5598 27.2 288.6 -85.0 24 2 100.0 5 -90 28.0 0.13 0.10 69 32.0 0 0 0 29 0.36 100 347 5,598 5598 27.2 288.6 -90.0 25 2 105.0 5 -95 29.0 0.13 0.10 70 32.0 0 0 0 29 0.36 105 349 5,598 5598 27.2 288.6 -95.0 26 2 110.0 5 -100 30.0 0.13 0.10 70 32.5 0 0 0 32 0.36 110 351 5,598 5598 27.2 318.5 -100.0 27 2 115.0 5 -105 31.0 0.13 0.10 71 32.5 0 0 0 32 0.36 115 353 5,598 5598 27.2 318.5 -105.0 28 2 120.0 5 -110 32.0 0.13 0.10 71 32.5 0 0 0 32 0.36 120 355 5,598 5598 27.2 318.5 -110.0 29 2 125.0 5 -115 33.0 0.13 0.10 71 32.5 0 0 0 32 0.36 125 357 5,598 5598 27.2 318.5 -115.0 30 2 130.0 5 -120 34.0 0.13 0.10 72 33.0 0 0 0 35 0.36 130 360 5,598 5598 27.2 348.3 -120.0 31 2 135.0 5 -125 35.0 0.13 0.10 72 33.0 0 0 0 35 0.36 135 362 5,598 5598 27.2 348.3 -125.0 32 2 140.0 5 -130 36.0 0.13 0.10 73 33.0 0 0 0 35 0.36 140 364 5,598 5598 27.2 348.3 -130.0

REFERENCES / PROJECT NOTES

Pile Toe Elev.

Pile Toe Depth (below reference)

Soil Type SPT N-value

Total Pile Capacity Toe Capacity

Cummulative Shaft

Capacity

Stratum Unit Shaft

Friction

Design Pile Capacity

Design Pile Capacity Toe Quake Skin Damping feet feet blows/foot kips kips kips ksf kips Tons inches sec/foot

8.0 2.0 SM 133.7 6 6.1 0.2 0.02 3.2 2 0.13 0.10

6.0 4.0 SM 87.8 12 11.2 0.9 0.06 6.0 3 0.13 0.10

4.0 6.0 SM 67.2 18 15.8 1.8 0.09 8.8 4 0.13 0.10

2.0 8.0 SM 66.3 24 20.4 3.2 0.12 11.8 6 0.13 0.10

0.0 10.0 SM 18.9 29 23.8 4.8 0.15 14.3 7 0.13 0.10

-2.0 12.0 SM 12.6 76 69.8 6.6 0.17 38.2 19 0.13 0.10

-5.0 15.0 SM 10.0 72 62.1 9.9 0.20 36.0 18 0.13 0.10

-10.0 20.0 SM 1.5 43 26.6 16.4 0.25 21.5 11 0.13 0.10

-15.0 25.0 SM 2.8 56 31.8 24.4 0.30 28.1 14 0.13 0.10

-20.0 30.0 SM 6.5 112 77.9 33.8 0.35 55.8 28 0.13 0.10

-25.0 35.0 SM 3.7 98 52.9 44.6 0.41 48.8 24 0.13 0.10

-30.0 40.0 SM 15.0 297 240.0 56.9 0.46 148.5 74 0.13 0.10

-35.0 45.0 SM 41.8 864 793.0 71.0 0.53 432.0 216 0.13 0.10

-40.0 50.0 SM 8.4 231 144.2 86.6 0.59 115.4 58 0.13 0.10

-45.0 55.0 CL 2.0 108 8.0 100.0 0.50 54.0 27 0.13 0.20

-50.0 60.0 CL 4.0 122 8.9 113.3 0.50 61.1 31 0.13 0.20

-55.0 65.0 CL 2.9 135 8.0 126.6 0.50 67.3 34 0.13 0.20

-60.0 70.0 SM 5.6 285 137.9 146.8 0.76 142.3 71 0.13 0.10

-65.0 75.0 SM 8.9 386 217.4 168.5 0.81 192.9 96 0.13 0.10 Phi=28 °, user defined to account for differing materials in the FILL layer.

-70.0 80.0 SM 6.9 375 183.5 191.6 0.87 187.6 94 0.13 0.10 Cohesion=500 psf, from the laboratory tests (includes a SF) -75.0 85.0 SM 25.0 464 247.6 216.3 0.93 231.9 116 0.13 0.10 Limiting depth (10B to 40B): depth beyond which the overburden pressure remains the same.

-80.0 90.0 SM 26.0 506 263.7 242.6 0.99 253.2 127 0.13 0.10

-85.0 95.0 SM 27.0 558 288.6 269.8 1.02 279.2 140 0.13 0.10

-90.0 100.0 SM 28.0 586 288.6 296.9 1.02 292.8 146 0.13 0.10

-95.0 105.0 SM 29.0 613 288.6 324.1 1.02 306.4 153 0.13 0.10

-100.0 110.0 SM 30.0 670 318.5 351.3 1.02 334.9 167 0.13 0.10

-105.0 115.0 SM 31.0 697 318.5 378.4 1.02 348.5 174 0.13 0.10

-110.0 120.0 SM 32.0 724 318.5 405.6 1.02 362.0 181 0.13 0.10

-115.0 125.0 SM 33.0 751 318.5 432.8 1.02 375.6 188 0.13 0.10

-120.0 130.0 SM 34.0 808 348.3 460.0 1.02 404.1 202 0.13 0.10

-125.0 135.0 SM 35.0 835 348.3 487.1 1.02 417.7 209 0.13 0.10

-130.0 140.0 SM 36.0 863 348.3 514.3 1.02 431.3 216 0.13 0.10

Allow. Compress. Stress=

Pile Toe Area =

(NOTE: yellow background data must be entered)INPUT

Note (5): if preaugering - should make consideration for reduced shaft capacity through preauger depth.

Worksheet Notes and References:

Allow. Tensile Stress=Pile Side =

RESULTS

COMPUTATIONS

Stickup @ EOD = Embedment @ EOD:

Khc (1.0 to 1.5) =

Note Computation Changes (make above computation changes in bold red text):

Note (4) COHESION: The worksheet computes C based on SPT value and soil type CL (no phi value is assigned). Ca is factored from C (see Note 7).

Worksheet computes a maximum C=5000 psf (with Ca= 2000 psf). No phi value is assigned with soil type CL- therefore, directly enter a phi value if considered applicable.

Note (6): colored background indicates a change to the generic worksheet formula to consider conditions unique to the site or project characteristics (see Project Notes).

Pile Shaft Area (As) =

Toe Elevation

McGraw Hill; McCarthy, p.81, 5th Edition - Essentials of Soil Mechanics and Foundations, Prentice Hall (1998); NAVFAC DM 7.1, p.22 (1982); Kt: Bowles, p.

767, 4th Edition-Foundation Analysis and Design.

Note (7): unit weight, phi, c per: Sowers p. 23, p. 88,4th Edition - Introductory Soil Mechanics and Foundations, MacMillan (1979); Das, p. 11, 1st Edition - Principles of Foundation Engineering, Brooks/Cole (1984); Bowles, p. 86, p. 141, 2nd (1984) & 4th (198) Editions-Foundation Analysis and Design, Note (3) PHI: The worksheet computes phi based on the SPT value and soil types SP, SM, or ML (no value is assigned for cohesion). A maximum phi=40 degrees is used for Nq determination. NOTE: all phi's are based on a fine grained sand, silty sand, (silt). No cohesion (C) value is assigned with soil types SP, SM, ML- therefore, directly enter a value for Cohesion (C) if considered applicable.

Toe Quake= d/120 Skin Damp.: sand=0.05, clay=0.20

Note (2) Effective Unit Wt.: above the water table separately enter the MOIST UNIT WEIGHT.

Note (1) SPT: SPT= 0 to 40, enter in 1 blow increments; then SPT=40 to 100 (max.), enter in increments of 10.

Pile Shaft Width:

Groundwater Elev.:

Reference Elev*.: Plan Head Elev.=

Pile Length= f'c = Resid. prestress =Plan Toe Elev.=

Evaluation of Ultimate Compressive Pile Capacity per NAVFAC DM-7.2 Utilizing Effective Soil Unit Weight - SPPC Piles - English Units This worksheet evaluates the ultimate compressive capacity of a driven HP-Section Steel pile.