04_140R2024R0017_Part15_of_18_0004.pdf

Attachment E2 Seepage and Uplift Pressure Calculations

8'

T ra sh R a ck fin al _3

5u p_ do w n_

8f th e ad

.s lim

H M

R D

T ra sh R ac k

S ee pa ge

' d e pt h cu to ff up st re am

, 2 0' do w n st re am

M . T w e de 2/

/1

7.

7.

6.

8.

S he e t P ile s

T o t a l

H e a d f t

120 100 80 60

H M

R D

T

RA

SH

R

AC

K W

IT

H

F

EE

T

D

IF

FE

R

EN

TI

AL

H

EA

D

T ra sh R a ck fin al _3

5u p_ do w n_ fth ea d.

sl im

H M

R D

T ra sh R ac k

S ee pa ge

' d e pt h cu to ff up st re am

, 2 0' do w n st re am

M . T w e de 2/

/1

9.

8.

8.

9.

S he e t P ile s

T o t a l

H e a d f t

130 120 110 100 90 80 70

H M

R D

T

RA

SH

R

AC

K W

IT

H

FE

ET

D

IF

FE

R

EN

TI

AL

H

.0 ft ft

5.

ft

9.

8.

H M

R D

S ac k

D am

S D

N or m al _3

5u p_ do w n.

sl im

C u to ff

' u p st re a m

C u to ff

0' d ow n st re a m B y:

M

. T w e de

7/

/1

S he e t P ile s

9.

8.

T o t a l

H e a d f t

130 120 110 100 90 80 70

H M

R D

S

AC

K

D A M

W

IT

H N

O R M

AL

W

AT

ER

L

EV

EL

FE

ET

D

IF

FE

R

EN

TI

AL

H

Attachment E3 Stability Calculations

HMRD Trash Rack Stability M. Twede Case - normal water head - 8 ft.

Elev. 126 ft Note: Figure is generic, Not to Scale

17 ft 8 ft

10 ft

42 ft Weight = 21 kips/ft 2.0 ft a b ft ft

Pressure Head 32 degrees (soil internal friction angle) Pressure Head c 0 psf

SMF

d degrees (concrete/soil interface friction angle) cd psf sat pcf

' pcf 20 ft c pcf

Ka (operative) Ko (at rest)

35 ft Kp passive

Sds Earthquake Load W (per ASCE 7 & 2009 IBC non-building structure)

2 ft D+F+0.7E pressure head

45 ft

Lane's Weighted Creep Ratio

Overturning Forces Weighted Creep Distance = ft

0.62 0.23

Description Force Moment Arm Moment

72.6

0.31 0.47

3.2546

7/11/2012

5.30 4.80

0.67 22.7

Effective Head = ft

H+ Lane's Creep Ratio = OK

V-

V- Through soil:

Vert. Mo Weighted Creep Distance = ft

Horiz Effective Head = ft

H+ Lane's Creep Ratio =

FYI only

Resisting Forces

Maximum Bearing Pressure

Static:

Distance from toe to Resultant ft

V+ eccentricity ft OK

V+ Max. Soil Pressure psf (upstream side)

V+ Percent of Base in Compression %

Vert. Mr Seismic:

Distance from toe to Resultant ft eccentricity ft OK F.S. overturning = Static Max. Soil Pressure psf (upstream side) F.S. overturning = Seismic Percent of Base in Compression %

Driving Sliding Forces First Fill:

Distance from toe to Resultant ft eccentricity ft OK Max. Soil Pressure psf (upstream side)

Percent of Base in Compression %

Resiting Sliding Forces Heave Factor of Safety

(weight of soil above tip of sheet pile resisting uplift force) Effective Soil Weight kips/ft Uplift Seepage Force kips/ft

Factor of Safety F.S. sliding = Static (Das, B.M., 1990, Principles of Geotechnical Engineering) F.S. sliding = 1.6 Seismic

14.5

Sheet Piles

(lb.)

Effective Normal Force 16251

11.6 3.3

24.2 -3.2

1193.9

Friction

Earthquake 3418

1002.7

1.2

Description Force

Description Force

-4.9

(lb.)

Water 3120

658.03

29486.4 830294.4

696.78

2.8

25.9 pile 2500.0 42.00 105000.0

26.6

-5.6Water over heel 8486.4 33.50 284294.4

Weight_sructure 21000.0 21.00 441000.0

(lb.) (ft) (lb-ft)

Description Force Moment Arm Moment

8.7

3120.0

69.866

Earthquake 3418 3.3 11392.5

Uplift triangle 655.2 28.00 18345.6

13235.0 292922.2

Water 3120.0 3.33 10400.0 15.5

Uplift uniform 12579.8 21.00 264176.6

(lb.) (ft) (lb-ft) 8

HMRD Trash Rack Stability M. Twede Case - maximum water head - 12 ft.

Elev. 126 ft Note: Figure is generic, Not to Scale

17 ft 12 ft

14 ft

42 ft Weight = 21 kips/ft 2.0 ft a b ft ft

Pressure Head 32 degrees (soil internal friction angle) Pressure Head c 0 psf

SMF

d degrees (concrete/soil interface friction angle) cd psf sat pcf

' pcf 20 ft c pcf

Ka (operative) Ko (at rest)

35 ft Kp passive

Sds Earthquake Load W (per ASCE 7 & 2009 IBC non-building structure)

3 ft D+F+0.7E pressure head

45 ft

Lane's Weighted Creep Ratio

Overturning Forces Weighted Creep Distance = ft

0.62 0.23

Description Force Moment Arm Moment

72.6

0.31 0.47

3.2546

7/11/2012

6.80 6.30

0.67 22.7

Effective Head = ft

H+ Lane's Creep Ratio = OK

V-

V- Through soil:

Vert. Mo Weighted Creep Distance = ft

Horiz Effective Head = ft

H+ Lane's Creep Ratio =

FYI only

Resisting Forces

Maximum Bearing Pressure

Static:

Distance from toe to Resultant ft

V+ eccentricity ft Outside Middle 1/3

V+ Max. Soil Pressure psf (upstream side)

V+ Percent of Base in Compression %

Vert. Mr Seismic:

Distance from toe to Resultant ft eccentricity ft OK F.S. overturning = Static Max. Soil Pressure psf (upstream side) F.S. overturning = Seismic Percent of Base in Compression %

Driving Sliding Forces First Fill:

Not applicable for flood condition

Resiting Sliding Forces Heave Factor of Safety

(weight of soil above tip of sheet pile resisting uplift force) Effective Soil Weight kips/ft Uplift Seepage Force kips/ft

Factor of Safety F.S. sliding = Static (Das, B.M., 1990, Principles of Geotechnical Engineering) F.S. sliding = 1.1 Seismic

42.00 105000.0

(lb.)

Sheet Piles 3500 1.9

1.7

14.5

7.8

(lb.)

Effective Normal Force 16563

Friction 6934

Earthquake 3418

768.67

Description Force

Description Force

Water 6115

33729.6 972441.6

824.47

2.5 2.4

95.665

Weight_sructure 21000.0 21.00 441000.0 pile 2500.0

Water over heel 12729.6 33.50 426441.6

Description Force Moment Arm Moment

5.8

(lb.) (ft) (lb-ft)

6115.2

Earthquake 3418 4.7 15949.5

Uplift triangle 655.2 28.00 18345.6

17166.2 393615.0

Water 6115.2 4.67 28537.6 10.3

Uplift uniform 16511.0 21.00 346731.8

(lb.) (ft) (lb-ft) 12

69.866

28.6

-7.6

27.6

-6.6

HMRD Sack Dam Stability M. Twede Case - Normal water head (max.)

Elev. 122 ft Note: Figure is generic, Not to Scale

15 ft 5 ft

8 ft

32 ft Weight = 14 kips/ft 1.5 ft a b ft ft

Pressure Head 32 degrees (soil internal friction angle) Pressure Head c 0 psf

SMF

d degrees (concrete/soil interface friction angle) cd psf sat pcf

' pcf 20 ft c pcf

Ka (operative) Ko (at rest)

35 ft Kp passive

Sds Earthquake Load W (per ASCE 7 & 2009 IBC non-building structure)

1.25 ft D+F+0.7E pressure head

35 ft

Lane's Weighted Creep Ratio

Overturning Forces Weighted Creep Distance = ft

7/11/2012

0.23 0.62

0.31 0.47

72.6

3.2546

4.75

Moment Arm MomentDescription

0.67

Force

22.7

4.50

120.67

Effective Head = ft

H+ Lane's Creep Ratio = OK

V-

V- Through soil:

Vert. Mo Weighted Creep Distance = ft

Horiz Effective Head = ft

H+ Lane's Creep Ratio =

FYI only

Resisting Forces

Maximum Bearing Pressure

Static:

Distance from toe to Resultant ft

V+ eccentricity ft OK

V+ Max. Soil Pressure psf (upstream side)

V+ Percent of Base in Compression %

Vert. Mr Seismic:

Distance from toe to Resultant ft eccentricity ft OK F.S. overturning = Static Max. Soil Pressure psf (upstream side) F.S. overturning = Seismic Percent of Base in Compression %

Driving Sliding Forces First Fill:

Distance from toe to Resultant ft eccentricity ft OK Max. Soil Pressure psf (upstream side)

Percent of Base in Compression %

Resiting Sliding Forces Heave Factor of Safety (weight of soil above tip of sheet pile resisting uplift force)

Effective Soil Weight kips/ft Uplift Seepage Force kips/ft

Factor of Safety F.S. sliding = Static (Das, B.M., 1990, Principles of Geotechnical Engineering) F.S. sliding = 1.7 Seismic

19.5

-3.5

489.24

14.5 0.8

18.9

-2.9

17.8 -1.8

18.6 Sheet Piles 3500

453.63

3.7

Description Force

Earthquake 2279

Earthquake 2279 2.7 6076.0

2.6

(lb.)

Friction 3954 Effective Normal Force 9445

Force (lb.)

Description

2.7

Water

21180.0 418660.0

4680.0 24.50 114660.0

2500.0 32.00 80000.0

5324.8

Description Force

9235.2

16.00 224000.0

(lb.) (ft) (lb-ft)

Water over heel

Weight_sructure 14000.0

143769.6

154419.2

Moment

249.6

Moment Arm

Uplift triangle

1996.8

Uplift uniform 8985.6

(lb.) (ft) (lb-ft)

21.33

1996.8

2.67

897.2 pile

24.1

66.78

13.4

Water 5324.8

16.00

Attachment E4 Allowable Vertical Load Calculations for Piles

DRIVEN 1.2

GENERAL PROJECT INFORMATION

Filename: C:\PROGRA~1\DRIVEN\FSHSCRN1.DVN Project Name: Sack Dam-Fish Screen Project Date: 06/12/2012 Project Client: HMRD Computed By: M. Twede Project Manager: P. Rude

PILE INFORMATION

Pile Type: H Pile - HP12X63 Top of Pile: 0.00 ft Perimeter Analysis: Box Tip Analysis: Box Area

ULTIMATE CONSIDERATIONS

Water Table Depth At Time Of: - Drilling: 0.00 ft

- Driving/Restrike 0.00 ft

- Ultimate: 0.00 ft

Ultimate Considerations: - Local Scour: 0.00 ft

- Long Term Scour: 0.00 ft

- Soft Soil: 10.00 ft (Downdrag Condition)

ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve 1 Cohesionless 10.00 ft 20.00% 125.00 pcf 28.0/28.0 Nordlund 2 Cohesive 14.00 ft 20.00% 122.00 pcf 1200.00 psf T-79 Steel 3 Cohesionless 6.00 ft 20.00% 127.00 pcf 32.0/32.0 Nordlund 4 Cohesive 20.00 ft 20.00% 122.00 pcf 2500.00 psf T-79 Steel 5 Cohesionless 10.00 ft 20.00% 127.00 pcf 34.0/34.0 Nordlund

RESTRIKE - SKIN FRICTION

Depth Soil Type Effective Stress Sliding Adhesion Skin At Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.31 psf 21.54 N/A 0.00 Kips

9.01 ft Cohesionless 282.01 psf 21.54 N/A 2.83 Kips

9.99 ft Cohesionless 312.69 psf 21.54 N/A 3.48 Kips

10.01 ft Cohesive N/A N/A 904.00 psf 3.52 Kips

19.01 ft Cohesive N/A N/A 958.06 psf 38.11 Kips

23.99 ft Cohesive N/A N/A 988.29 psf 58.94 Kips

24.01 ft Cohesionless 1460.72 psf 24.62 N/A 59.01 Kips

29.99 ft Cohesionless 1653.88 psf 24.62 N/A 74.25 Kips

30.01 ft Cohesive N/A N/A 1344.76 psf 74.34 Kips

39.01 ft Cohesive N/A N/A 1500.64 psf 128.51 Kips

48.01 ft Cohesive N/A N/A 1525.00 psf 184.44 Kips

49.99 ft Cohesive N/A N/A 1525.00 psf 196.55 Kips

50.01 ft Cohesionless 3040.32 psf 26.15 N/A 196.67 Kips

59.01 ft Cohesionless 3331.02 psf 26.15 N/A 251.22 Kips

59.99 ft Cohesionless 3362.68 psf 26.15 N/A 257.74 Kips

RESTRIKE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.63 psf 22.80 13.39 Kips 0.01 Kips

9.01 ft Cohesionless 564.03 psf 22.80 13.39 Kips 6.93 Kips

9.99 ft Cohesionless 625.37 psf 22.80 13.39 Kips 7.68 Kips

10.01 ft Cohesive N/A N/A N/A 10.86 Kips

19.01 ft Cohesive N/A N/A N/A 10.86 Kips

23.99 ft Cohesive N/A N/A N/A 10.86 Kips

24.01 ft Cohesionless 1461.05 psf 40.40 33.18 Kips 33.18 Kips

29.99 ft Cohesionless 1847.35 psf 40.40 33.18 Kips 33.18 Kips

30.01 ft Cohesive N/A N/A N/A 22.62 Kips

39.01 ft Cohesive N/A N/A N/A 22.62 Kips

48.01 ft Cohesive N/A N/A N/A 22.62 Kips

49.99 ft Cohesive N/A N/A N/A 22.62 Kips

50.01 ft Cohesionless 3040.65 psf 55.60 73.91 Kips 73.91 Kips

59.01 ft Cohesionless 3622.05 psf 55.60 73.91 Kips 73.91 Kips

59.99 ft Cohesionless 3685.35 psf 55.60 73.91 Kips 73.91 Kips

RESTRIKE - SUMMARY OF CAPACITIES

Depth Skin Friction End Bearing Total Capacity

0.01 ft 0.00 Kips 0.01 Kips 0.01 Kips

9.01 ft 2.83 Kips 6.93 Kips 9.76 Kips

9.99 ft 3.48 Kips 7.68 Kips 11.16 Kips

10.01 ft 3.52 Kips 10.86 Kips 14.38 Kips

19.01 ft 38.11 Kips 10.86 Kips 48.97 Kips

23.99 ft 58.94 Kips 10.86 Kips 69.80 Kips

24.01 ft 59.01 Kips 33.18 Kips 92.18 Kips

29.99 ft 74.25 Kips 33.18 Kips 107.43 Kips

30.01 ft 74.34 Kips 22.62 Kips 96.96 Kips

39.01 ft 128.51 Kips 22.62 Kips 151.13 Kips

48.01 ft 184.44 Kips 22.62 Kips 207.06 Kips

49.99 ft 196.55 Kips 22.62 Kips 219.17 Kips

50.01 ft 196.67 Kips 73.91 Kips 270.58 Kips

59.01 ft 251.22 Kips 73.91 Kips 325.13 Kips

59.99 ft 257.74 Kips 73.91 Kips 331.65 Kips

DRIVING - SKIN FRICTION

At Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.31 psf 21.54 N/A 0.00 Kips

9.01 ft Cohesionless 282.01 psf 21.54 N/A 2.27 Kips

9.99 ft Cohesionless 312.69 psf 21.54 N/A 2.79 Kips

10.01 ft Cohesive N/A N/A 904.00 psf 2.82 Kips

19.01 ft Cohesive N/A N/A 958.06 psf 30.49 Kips

23.99 ft Cohesive N/A N/A 988.29 psf 47.15 Kips

24.01 ft Cohesionless 1460.72 psf 24.62 N/A 47.21 Kips

29.99 ft Cohesionless 1653.88 psf 24.62 N/A 59.40 Kips

30.01 ft Cohesive N/A N/A 1344.76 psf 59.47 Kips

39.01 ft Cohesive N/A N/A 1500.64 psf 102.81 Kips

48.01 ft Cohesive N/A N/A 1525.00 psf 147.55 Kips

49.99 ft Cohesive N/A N/A 1525.00 psf 157.24 Kips

50.01 ft Cohesionless 3040.32 psf 26.15 N/A 157.34 Kips

59.01 ft Cohesionless 3331.02 psf 26.15 N/A 200.98 Kips

59.99 ft Cohesionless 3362.68 psf 26.15 N/A 206.19 Kips

DRIVING - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.63 psf 22.80 13.39 Kips 0.01 Kips

9.01 ft Cohesionless 564.03 psf 22.80 13.39 Kips 6.93 Kips

9.99 ft Cohesionless 625.37 psf 22.80 13.39 Kips 7.68 Kips

10.01 ft Cohesive N/A N/A N/A 10.86 Kips

19.01 ft Cohesive N/A N/A N/A 10.86 Kips

23.99 ft Cohesive N/A N/A N/A 10.86 Kips

24.01 ft Cohesionless 1461.05 psf 40.40 33.18 Kips 33.18 Kips

29.99 ft Cohesionless 1847.35 psf 40.40 33.18 Kips 33.18 Kips

30.01 ft Cohesive N/A N/A N/A 22.62 Kips

39.01 ft Cohesive N/A N/A N/A 22.62 Kips

48.01 ft Cohesive N/A N/A N/A 22.62 Kips

49.99 ft Cohesive N/A N/A N/A 22.62 Kips

50.01 ft Cohesionless 3040.65 psf 55.60 73.91 Kips 73.91 Kips

DRIVING - SUMMARY OF CAPACITIES

0.01 ft 0.00 Kips 0.01 Kips 0.01 Kips

9.01 ft 2.27 Kips 6.93 Kips 9.20 Kips

9.99 ft 2.79 Kips 7.68 Kips 10.47 Kips

10.01 ft 2.82 Kips 10.86 Kips 13.68 Kips

19.01 ft 30.49 Kips 10.86 Kips 41.35 Kips

23.99 ft 47.15 Kips 10.86 Kips 58.01 Kips

24.01 ft 47.21 Kips 33.18 Kips 80.38 Kips

29.99 ft 59.40 Kips 33.18 Kips 92.58 Kips

30.01 ft 59.47 Kips 22.62 Kips 82.09 Kips

39.01 ft 102.81 Kips 22.62 Kips 125.43 Kips

48.01 ft 147.55 Kips 22.62 Kips 170.17 Kips

49.99 ft 157.24 Kips 22.62 Kips 179.86 Kips

50.01 ft 157.34 Kips 73.91 Kips 231.25 Kips

59.01 ft 200.98 Kips 73.91 Kips 274.89 Kips

59.99 ft 206.19 Kips 73.91 Kips 280.10 Kips

ULTIMATE - SKIN FRICTION

At Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.31 psf 21.54 N/A 0.00 Kips

9.01 ft Cohesionless 282.01 psf 21.54 N/A -2.83 Kips

9.99 ft Cohesionless 312.69 psf 21.54 N/A -3.48 Kips

9.99 ft Cohesive N/A N/A 0.00 psf -3.48 Kips

10.00 ft Cohesive N/A N/A 0.00 psf -3.49 Kips

10.01 ft Cohesive N/A N/A 904.00 psf -3.45 Kips

19.01 ft Cohesive N/A N/A 958.06 psf 31.13 Kips

23.99 ft Cohesive N/A N/A 988.29 psf 51.97 Kips

24.01 ft Cohesionless 1460.72 psf 24.62 N/A 52.03 Kips

29.99 ft Cohesionless 1653.88 psf 24.62 N/A 67.28 Kips

30.01 ft Cohesive N/A N/A 1344.76 psf 67.36 Kips

39.01 ft Cohesive N/A N/A 1500.64 psf 121.54 Kips

48.01 ft Cohesive N/A N/A 1525.00 psf 177.47 Kips

49.99 ft Cohesive N/A N/A 1525.00 psf 189.58 Kips

50.01 ft Cohesionless 3040.32 psf 26.15 N/A 189.69 Kips

59.01 ft Cohesionless 3331.02 psf 26.15 N/A 244.25 Kips

59.99 ft Cohesionless 3362.68 psf 26.15 N/A 250.76 Kips

ULTIMATE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips

9.01 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips

9.99 ft Cohesionless 0.00 psf 0.00 0.00 Kips 0.00 Kips

9.99 ft Cohesive N/A N/A N/A 0.00 Kips

10.00 ft Cohesive N/A N/A N/A 7.69 Kips

10.01 ft Cohesive N/A N/A N/A 10.86 Kips

19.01 ft Cohesive N/A N/A N/A 10.86 Kips

23.99 ft Cohesive N/A N/A N/A 10.86 Kips

24.01 ft Cohesionless 1461.05 psf 40.40 33.18 Kips 33.18 Kips

29.99 ft Cohesionless 1847.35 psf 40.40 33.18 Kips 33.18 Kips

30.01 ft Cohesive N/A N/A N/A 22.62 Kips

39.01 ft Cohesive N/A N/A N/A 22.62 Kips

48.01 ft Cohesive N/A N/A N/A 22.62 Kips

49.99 ft Cohesive N/A N/A N/A 22.62 Kips

50.01 ft Cohesionless 3040.65 psf 55.60 73.91 Kips 73.91 Kips

ULTIMATE - SUMMARY OF CAPACITIES

0.01 ft 0.00 Kips 0.00 Kips 0.00 Kips

9.01 ft -2.83 Kips 0.00 Kips -2.83 Kips

9.99 ft -3.48 Kips 0.00 Kips -3.48 Kips

9.99 ft -3.48 Kips 0.00 Kips -3.48 Kips

10.00 ft -3.49 Kips 7.69 Kips 4.20 Kips

10.01 ft -3.45 Kips 10.86 Kips 7.41 Kips

19.01 ft 31.13 Kips 10.86 Kips 41.99 Kips

23.99 ft 51.97 Kips 10.86 Kips 62.82 Kips

24.01 ft 52.03 Kips 33.18 Kips 85.21 Kips

29.99 ft 67.28 Kips 33.18 Kips 100.45 Kips

30.01 ft 67.36 Kips 22.62 Kips 89.98 Kips

39.01 ft 121.54 Kips 22.62 Kips 144.16 Kips

48.01 ft 177.47 Kips 22.62 Kips 200.09 Kips

49.99 ft 189.58 Kips 22.62 Kips 212.20 Kips

50.01 ft 189.69 Kips 73.91 Kips 263.61 Kips

59.01 ft 244.25 Kips 73.91 Kips 318.16 Kips

59.99 ft 250.76 Kips 73.91 Kips 324.67 Kips

FISHSCREEN_VERTPILECAPACITY_GRAPH.DOCX HMRD FISH SCREEN H-PILES PAGE 1 OF 3

PILE INFORMATION

Pile Type: H Pile - HP12X63 Top of Pile: 0.00 ft Perimeter Analysis: Box Tip Analysis: Box Area

Filename: C:\PROGRA~1\DRIVEN\FSHSCRN1.DVN Project Name: Sack Dam-Fish Screen Project Date: 06/12/2012 Project Client: HMRD Computed By: M. Twede Project Manager: P. Rude

FISHSCREEN_VERTPILECAPACITY_GRAPH.DOCX HMRD FISH SCREEN H-PILES PAGE 2 OF 3

Pile Type: H Pile - HP12X63 Top of Pile: 0.00 ft

Tip Analysis: Pile Area

Filename: C:\PROGRA~1\DRIVEN\FSHSCRN1.DVN Project Name: Sack Dam-Fish Screen Project Date: 06/12/2012 Project Client: HMRD

FISHSCREEN_VERTPILECAPACITY_GRAPH.DOCX HMRD FISH SCREEN H-PILES PAGE 3 OF 3

Pile Type: H Pile - HP12X63 Top of Pile: 0.00 ft Perimeter Analysis: Pile Tip Analysis: Pile Area

Filename: C:\PROGRA~1\DRIVEN\FSHSCRN1.DVN Project Name: Sack Dam-Fish Screen Project Date: 06/12/2012 Project Client: HMRD

Filename: C:\PROGRA~1\DRIVEN\POSOBRDG.DVN Project Name: Sack Dam-Poso Canal Brdg Project Date: 06/07/2012

Project Client: HMRD Computed By: M. Twede Project Manager: P. Rude

PILE INFORMATION

Pile Type: Pipe Pile - Closed End Top of Pile: 0.00 ft Diameter of Pile: 16.00 in

ULTIMATE CONSIDERATIONS

Water Table Depth At Time Of: - Drilling: 10.00 ft

- Driving/Restrike 5.00 ft

- Ultimate: 5.00 ft

Ultimate Considerations: - Local Scour: 0.00 ft

- Long Term Scour: 0.00 ft

- Soft Soil: 0.00 ft

ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve 1 Cohesive 5.00 ft 20.00% 122.00 pcf 50.00 psf T-79 Steel 2 Cohesive 10.00 ft 20.00% 122.00 pcf 500.00 psf T-79 Steel 3 Cohesionless 20.00 ft 20.00% 128.00 pcf 32.0/32.0 Nordlund 4 Cohesive 15.00 ft 20.00% 122.00 pcf 2000.00 psf User Def.

5 Cohesionless 15.00 ft 20.00% 128.00 pcf 33.0/33.0 Nordlund

At Midpoint Friction Angle Friction

0.01 ft Cohesive N/A N/A 50.00 psf 0.00 Kips

4.99 ft Cohesive N/A N/A 50.00 psf 1.05 Kips

5.01 ft Cohesive N/A N/A 410.00 psf 1.06 Kips

14.01 ft Cohesive N/A N/A 411.52 psf 16.58 Kips

14.99 ft Cohesive N/A N/A 413.73 psf 18.36 Kips

15.01 ft Cohesionless 1206.33 psf 23.44 N/A 18.40 Kips

24.01 ft Cohesionless 1501.53 psf 23.44 N/A 47.30 Kips

33.01 ft Cohesionless 1796.73 psf 23.44 N/A 87.55 Kips

34.99 ft Cohesionless 1861.67 psf 23.44 N/A 97.93 Kips

35.01 ft Cohesive N/A N/A 1000.00 psf 98.03 Kips

44.01 ft Cohesive N/A N/A 1000.00 psf 135.73 Kips

49.99 ft Cohesive N/A N/A 1000.00 psf 160.78 Kips

50.01 ft Cohesionless 3412.33 psf 24.17 N/A 160.90 Kips

59.01 ft Cohesionless 3707.53 psf 24.17 N/A 240.17 Kips

64.99 ft Cohesionless 3903.67 psf 24.17 N/A 299.82 Kips

RESTRIKE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesive N/A N/A N/A 0.63 Kips

4.99 ft Cohesive N/A N/A N/A 0.63 Kips

5.01 ft Cohesive N/A N/A N/A 6.28 Kips

14.01 ft Cohesive N/A N/A N/A 6.28 Kips

14.99 ft Cohesive N/A N/A N/A 6.28 Kips

15.01 ft Cohesionless 1206.66 psf 40.40 46.08 Kips 42.58 Kips

24.01 ft Cohesionless 1797.06 psf 40.40 46.08 Kips 46.08 Kips

33.01 ft Cohesionless 2387.46 psf 40.40 46.08 Kips 46.08 Kips

34.99 ft Cohesionless 2517.34 psf 40.40 46.08 Kips 46.08 Kips

35.01 ft Cohesive N/A N/A N/A 25.13 Kips

44.01 ft Cohesive N/A N/A N/A 25.13 Kips

49.99 ft Cohesive N/A N/A N/A 25.13 Kips

50.01 ft Cohesionless 3412.66 psf 47.20 69.81 Kips 69.81 Kips

59.01 ft Cohesionless 4003.06 psf 47.20 69.81 Kips 69.81 Kips

64.99 ft Cohesionless 4395.34 psf 47.20 69.81 Kips 69.81 Kips

0.01 ft 0.00 Kips 0.63 Kips 0.63 Kips

4.99 ft 1.05 Kips 0.63 Kips 1.67 Kips

5.01 ft 1.06 Kips 6.28 Kips 7.35 Kips

14.01 ft 16.58 Kips 6.28 Kips 22.86 Kips

14.99 ft 18.36 Kips 6.28 Kips 24.64 Kips

15.01 ft 18.40 Kips 42.58 Kips 60.99 Kips

24.01 ft 47.30 Kips 46.08 Kips 93.38 Kips

33.01 ft 87.55 Kips 46.08 Kips 133.63 Kips

34.99 ft 97.93 Kips 46.08 Kips 144.01 Kips

35.01 ft 98.03 Kips 25.13 Kips 123.16 Kips

44.01 ft 135.73 Kips 25.13 Kips 160.86 Kips

49.99 ft 160.78 Kips 25.13 Kips 185.91 Kips

50.01 ft 160.90 Kips 69.81 Kips 230.71 Kips

59.01 ft 240.17 Kips 69.81 Kips 309.98 Kips

64.99 ft 299.82 Kips 69.81 Kips 369.63 Kips

At Midpoint Friction Angle Friction

0.01 ft Cohesive N/A N/A 50.00 psf 0.00 Kips

4.99 ft Cohesive N/A N/A 50.00 psf 0.84 Kips

5.01 ft Cohesive N/A N/A 410.00 psf 0.85 Kips

14.01 ft Cohesive N/A N/A 411.52 psf 13.26 Kips

14.99 ft Cohesive N/A N/A 413.73 psf 14.69 Kips

15.01 ft Cohesionless 1206.33 psf 23.44 N/A 14.72 Kips

24.01 ft Cohesionless 1501.53 psf 23.44 N/A 37.84 Kips

33.01 ft Cohesionless 1796.73 psf 23.44 N/A 70.04 Kips

34.99 ft Cohesionless 1861.67 psf 23.44 N/A 78.35 Kips

35.01 ft Cohesive N/A N/A 1000.00 psf 78.42 Kips

44.01 ft Cohesive N/A N/A 1000.00 psf 108.58 Kips

49.99 ft Cohesive N/A N/A 1000.00 psf 128.62 Kips

50.01 ft Cohesionless 3412.33 psf 24.17 N/A 128.72 Kips

59.01 ft Cohesionless 3707.53 psf 24.17 N/A 192.13 Kips

64.99 ft Cohesionless 3903.67 psf 24.17 N/A 239.85 Kips

DRIVING - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesive N/A N/A N/A 0.63 Kips

4.99 ft Cohesive N/A N/A N/A 0.63 Kips

5.01 ft Cohesive N/A N/A N/A 6.28 Kips

14.01 ft Cohesive N/A N/A N/A 6.28 Kips

14.99 ft Cohesive N/A N/A N/A 6.28 Kips

15.01 ft Cohesionless 1206.66 psf 40.40 46.08 Kips 42.58 Kips

24.01 ft Cohesionless 1797.06 psf 40.40 46.08 Kips 46.08 Kips

33.01 ft Cohesionless 2387.46 psf 40.40 46.08 Kips 46.08 Kips

34.99 ft Cohesionless 2517.34 psf 40.40 46.08 Kips 46.08 Kips

35.01 ft Cohesive N/A N/A N/A 25.13 Kips

44.01 ft Cohesive N/A N/A N/A 25.13 Kips

49.99 ft Cohesive N/A N/A N/A 25.13 Kips

50.01 ft Cohesionless 3412.66 psf 47.20 69.81 Kips 69.81 Kips

0.01 ft 0.00 Kips 0.63 Kips 0.63 Kips

4.99 ft 0.84 Kips 0.63 Kips 1.46 Kips

5.01 ft 0.85 Kips 6.28 Kips 7.13 Kips

14.01 ft 13.26 Kips 6.28 Kips 19.55 Kips

14.99 ft 14.69 Kips 6.28 Kips 20.97 Kips

15.01 ft 14.72 Kips 42.58 Kips 57.31 Kips

24.01 ft 37.84 Kips 46.08 Kips 83.92 Kips

33.01 ft 70.04 Kips 46.08 Kips 116.12 Kips

34.99 ft 78.35 Kips 46.08 Kips 124.42 Kips

35.01 ft 78.42 Kips 25.13 Kips 103.56 Kips

44.01 ft 108.58 Kips 25.13 Kips 133.72 Kips

49.99 ft 128.62 Kips 25.13 Kips 153.75 Kips

50.01 ft 128.72 Kips 69.81 Kips 198.53 Kips

59.01 ft 192.13 Kips 69.81 Kips 261.95 Kips

64.99 ft 239.85 Kips 69.81 Kips 309.67 Kips

At Midpoint Friction Angle Friction

0.01 ft Cohesive N/A N/A 50.00 psf 0.00 Kips

4.99 ft Cohesive N/A N/A 50.00 psf 1.05 Kips

5.01 ft Cohesive N/A N/A 410.00 psf 1.06 Kips

14.01 ft Cohesive N/A N/A 411.52 psf 16.58 Kips

14.99 ft Cohesive N/A N/A 413.73 psf 18.36 Kips

15.01 ft Cohesionless 1206.33 psf 23.44 N/A 18.40 Kips

24.01 ft Cohesionless 1501.53 psf 23.44 N/A 47.30 Kips

33.01 ft Cohesionless 1796.73 psf 23.44 N/A 87.55 Kips

34.99 ft Cohesionless 1861.67 psf 23.44 N/A 97.93 Kips

35.01 ft Cohesive N/A N/A 1000.00 psf 98.03 Kips

44.01 ft Cohesive N/A N/A 1000.00 psf 135.73 Kips

49.99 ft Cohesive N/A N/A 1000.00 psf 160.78 Kips

50.01 ft Cohesionless 3412.33 psf 24.17 N/A 160.90 Kips

59.01 ft Cohesionless 3707.53 psf 24.17 N/A 240.17 Kips

64.99 ft Cohesionless 3903.67 psf 24.17 N/A 299.82 Kips

ULTIMATE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesive N/A N/A N/A 0.63 Kips

4.99 ft Cohesive N/A N/A N/A 0.63 Kips

5.01 ft Cohesive N/A N/A N/A 6.28 Kips

14.01 ft Cohesive N/A N/A N/A 6.28 Kips

14.99 ft Cohesive N/A N/A N/A 6.28 Kips

15.01 ft Cohesionless 1206.66 psf 40.40 46.08 Kips 42.58 Kips

24.01 ft Cohesionless 1797.06 psf 40.40 46.08 Kips 46.08 Kips

33.01 ft Cohesionless 2387.46 psf 40.40 46.08 Kips 46.08 Kips

34.99 ft Cohesionless 2517.34 psf 40.40 46.08 Kips 46.08 Kips

35.01 ft Cohesive N/A N/A N/A 25.13 Kips

44.01 ft Cohesive N/A N/A N/A 25.13 Kips

49.99 ft Cohesive N/A N/A N/A 25.13 Kips

50.01 ft Cohesionless 3412.66 psf 47.20 69.81 Kips 69.81 Kips

0.01 ft 0.00 Kips 0.63 Kips 0.63 Kips

4.99 ft 1.05 Kips 0.63 Kips 1.67 Kips

5.01 ft 1.06 Kips 6.28 Kips 7.35 Kips

14.01 ft 16.58 Kips 6.28 Kips 22.86 Kips

14.99 ft 18.36 Kips 6.28 Kips 24.64 Kips

15.01 ft 18.40 Kips 42.58 Kips 60.99 Kips

24.01 ft 47.30 Kips 46.08 Kips 93.38 Kips

33.01 ft 87.55 Kips 46.08 Kips 133.63 Kips

34.99 ft 97.93 Kips 46.08 Kips 144.01 Kips

35.01 ft 98.03 Kips 25.13 Kips 123.16 Kips

44.01 ft 135.73 Kips 25.13 Kips 160.86 Kips

49.99 ft 160.78 Kips 25.13 Kips 185.91 Kips

50.01 ft 160.90 Kips 69.81 Kips 230.71 Kips

59.01 ft 240.17 Kips 69.81 Kips 309.98 Kips

64.99 ft 299.82 Kips 69.81 Kips 369.63 Kips

POSOBRDG_VERTPILECAPACITY_GRAPH.DOCX HMRD POSO BRIDGE CLOSED END 16� DIA. PIPE PILES PAGE 1 OF 1

Filename: C:\PROGRA~1\DRIVEN\POSOBRDG.DVN Project Name: Sack Dam-Poso Canal Brdg Project Date: 06/07/2012 Project Client: HMRD Computed By: M. Twede Project Manager: P. Rude

PILE INFORMATION

Pile Type: Pipe Pile - Closed End Top of Pile: 0.00 ft Diameter of Pile: 16.00 in

Filename: C:\PROGRA~1\DRIVEN\TRSHRCK1.DVN Project Name: Sack Dam-Trash Rack Project Date: 06/12/2012

Project Client: HMRD Computed By: M. Twede Project Manager: P. Rude

PILE INFORMATION

Pile Type: H Pile - HP12X63 Top of Pile: 0.00 ft Perimeter Analysis: Box Tip Analysis: Box Area

ULTIMATE CONSIDERATIONS

Water Table Depth At Time Of: - Drilling: 0.00 ft

- Driving/Restrike 0.00 ft

- Ultimate: 0.00 ft

Ultimate Considerations: - Local Scour: 0.00 ft

- Long Term Scour: 0.00 ft

- Soft Soil: 0.00 ft

ULTIMATE PROFILE

Layer Type Thickness Driving Loss Unit Weight Strength Ultimate Curve 1 Cohesionless 8.00 ft 20.00% 127.00 pcf 32.0/32.0 Nordlund 2 Cohesive 27.00 ft 20.00% 122.00 pcf 2000.00 psf T-79 Steel 3 Cohesionless 25.00 ft 20.00% 127.00 pcf 34.0/34.0 Nordlund

At Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.32 psf 24.62 N/A 0.00 Kips

7.99 ft Cohesionless 258.08 psf 24.62 N/A 3.18 Kips

8.01 ft Cohesive N/A N/A 1165.00 psf 3.23 Kips

17.01 ft Cohesive N/A N/A 1244.74 psf 48.17 Kips

26.01 ft Cohesive N/A N/A 1348.65 psf 100.61 Kips

34.99 ft Cohesive N/A N/A 1452.34 psf 160.41 Kips

35.01 ft Cohesionless 2126.32 psf 26.15 N/A 160.52 Kips

44.01 ft Cohesionless 2417.02 psf 26.15 N/A 200.10 Kips

53.01 ft Cohesionless 2707.72 psf 26.15 N/A 249.21 Kips

59.99 ft Cohesionless 2933.18 psf 26.15 N/A 293.85 Kips

RESTRIKE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.65 psf 40.40 33.18 Kips 0.02 Kips

7.99 ft Cohesionless 516.15 psf 40.40 33.18 Kips 13.12 Kips

8.01 ft Cohesive N/A N/A N/A 18.10 Kips

17.01 ft Cohesive N/A N/A N/A 18.10 Kips

26.01 ft Cohesive N/A N/A N/A 18.10 Kips

34.99 ft Cohesive N/A N/A N/A 18.10 Kips

35.01 ft Cohesionless 2126.65 psf 55.60 73.91 Kips 73.91 Kips

44.01 ft Cohesionless 2708.05 psf 55.60 73.91 Kips 73.91 Kips

53.01 ft Cohesionless 3289.45 psf 55.60 73.91 Kips 73.91 Kips

59.99 ft Cohesionless 3740.35 psf 55.60 73.91 Kips 73.91 Kips

0.01 ft 0.00 Kips 0.02 Kips 0.02 Kips

7.99 ft 3.18 Kips 13.12 Kips 16.29 Kips

8.01 ft 3.23 Kips 18.10 Kips 21.33 Kips

17.01 ft 48.17 Kips 18.10 Kips 66.26 Kips

26.01 ft 100.61 Kips 18.10 Kips 118.70 Kips

34.99 ft 160.41 Kips 18.10 Kips 178.50 Kips

35.01 ft 160.52 Kips 73.91 Kips 234.43 Kips

44.01 ft 200.10 Kips 73.91 Kips 274.01 Kips

53.01 ft 249.21 Kips 73.91 Kips 323.12 Kips

59.99 ft 293.85 Kips 73.91 Kips 367.76 Kips

At Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.32 psf 24.62 N/A 0.00 Kips

7.99 ft Cohesionless 258.08 psf 24.62 N/A 2.54 Kips

8.01 ft Cohesive N/A N/A 1165.00 psf 2.59 Kips

17.01 ft Cohesive N/A N/A 1244.74 psf 38.53 Kips

26.01 ft Cohesive N/A N/A 1348.65 psf 80.49 Kips

34.99 ft Cohesive N/A N/A 1452.34 psf 128.32 Kips

35.01 ft Cohesionless 2126.32 psf 26.15 N/A 128.41 Kips

44.01 ft Cohesionless 2417.02 psf 26.15 N/A 160.08 Kips

53.01 ft Cohesionless 2707.72 psf 26.15 N/A 199.37 Kips

59.99 ft Cohesionless 2933.18 psf 26.15 N/A 235.08 Kips

DRIVING - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.65 psf 40.40 33.18 Kips 0.02 Kips

7.99 ft Cohesionless 516.15 psf 40.40 33.18 Kips 13.12 Kips

8.01 ft Cohesive N/A N/A N/A 18.10 Kips

17.01 ft Cohesive N/A N/A N/A 18.10 Kips

26.01 ft Cohesive N/A N/A N/A 18.10 Kips

34.99 ft Cohesive N/A N/A N/A 18.10 Kips

35.01 ft Cohesionless 2126.65 psf 55.60 73.91 Kips 73.91 Kips

44.01 ft Cohesionless 2708.05 psf 55.60 73.91 Kips 73.91 Kips

0.01 ft 0.00 Kips 0.02 Kips 0.02 Kips

7.99 ft 2.54 Kips 13.12 Kips 15.66 Kips

8.01 ft 2.59 Kips 18.10 Kips 20.68 Kips

17.01 ft 38.53 Kips 18.10 Kips 56.63 Kips

26.01 ft 80.49 Kips 18.10 Kips 98.58 Kips

34.99 ft 128.32 Kips 18.10 Kips 146.42 Kips

35.01 ft 128.41 Kips 73.91 Kips 202.33 Kips

44.01 ft 160.08 Kips 73.91 Kips 233.99 Kips

53.01 ft 199.37 Kips 73.91 Kips 273.28 Kips

59.99 ft 235.08 Kips 73.91 Kips 308.99 Kips

At Midpoint Friction Angle Friction

0.01 ft Cohesionless 0.32 psf 24.62 N/A 0.00 Kips

7.99 ft Cohesionless 258.08 psf 24.62 N/A 3.18 Kips

8.01 ft Cohesive N/A N/A 1165.00 psf 3.23 Kips

17.01 ft Cohesive N/A N/A 1244.74 psf 48.17 Kips

26.01 ft Cohesive N/A N/A 1348.65 psf 100.61 Kips

34.99 ft Cohesive N/A N/A 1452.34 psf 160.41 Kips

35.01 ft Cohesionless 2126.32 psf 26.15 N/A 160.52 Kips

44.01 ft Cohesionless 2417.02 psf 26.15 N/A 200.10 Kips

53.01 ft Cohesionless 2707.72 psf 26.15 N/A 249.21 Kips

59.99 ft Cohesionless 2933.18 psf 26.15 N/A 293.85 Kips

ULTIMATE - END BEARING

Depth Soil Type Effective Stress Bearing Cap. Limiting End End At Tip Factor Bearing Bearing

0.01 ft Cohesionless 0.65 psf 40.40 33.18 Kips 0.02 Kips

7.99 ft Cohesionless 516.15 psf 40.40 33.18 Kips 13.12 Kips

8.01 ft Cohesive N/A N/A N/A 18.10 Kips

17.01 ft Cohesive N/A N/A N/A 18.10 Kips

26.01 ft Cohesive N/A N/A N/A 18.10 Kips

34.99 ft Cohesive N/A N/A N/A 18.10 Kips

35.01 ft Cohesionless 2126.65 psf 55.60 73.91 Kips 73.91 Kips

44.01 ft Cohesionless 2708.05 psf 55.60 73.91 Kips 73.91 Kips

0.01 ft 0.00 Kips 0.02 Kips 0.02 Kips

7.99 ft 3.18 Kips 13.12 Kips 16.29 Kips

8.01 ft 3.23 Kips 18.10 Kips 21.33 Kips

17.01 ft 48.17 Kips 18.10 Kips 66.26 Kips

26.01 ft 100.61 Kips 18.10 Kips 118.70 Kips

34.99 ft 160.41 Kips 18.10 Kips 178.50 Kips

35.01 ft 160.52 Kips 73.91 Kips 234.43 Kips

44.01 ft 200.10 Kips 73.91 Kips 274.01 Kips

53.01 ft 249.21 Kips 73.91 Kips 323.12 Kips

59.99 ft 293.85 Kips 73.91 Kips 367.76 Kips

TRASHRACK_VERTPILECAPACITY_GRAPH.DOCX HMRD TRASH RACK H-PILES PAGE 1 OF 3

Filename: C:\PROGRA~1\DRIVEN\TRSHRCK1.DVN Project Name: Sack Dam-Trash Rack Project Date: 06/12/2012 Project Client: HMRD

Pile Type: H Pile - HP12X63 Top of Pile: 0.00 ft

Tip Analysis: Box Area

TRASHRACK_VERTPILECAPACITY_GRAPH.DOCX HMRD TRASH RACK H-PILES PAGE 2 OF 3

Project Name: Sack Dam-Trash Rack Project Date: 06/12/2012 Project Client: HMRD

Top of Pile: 0.00 ft

TRASHRACK_VERTPILECAPACITY_GRAPH.DOCX HMRD TRASH RACK H-PILES PAGE 3 OF 3

Project Name: Sack Dam-Trash Rack Project Date: 06/12/2012 Project Client: HMRD

Top of Pile: 0.00 ft Perimeter Analysis: Pile

Sack Dam Test Pit Geotechnical Investigation Sack Dam Bypass Channel

Supplemental Preconstruction Permitting

San Joaquin River Restoration Program

SJRRP PROJECT OFFICE - CALIFORNIA

November 2012 U.S. Department of the Interior Bureau of Reclamation Mid-Pacific Region Geology Branch, MP-230

To: Adam Nickels and Scott Williams U.S. Department of the Interior Bureau of Reclamation, Mid-Pacific Regional Office MP-153 From: Ali Warren, Engineering Geologist U.S. Department of the Interior Bureau of Reclamation, Mid-Pacific Regional Office MP-230 Date: November 30, 2012

Subject: Sack Dam Test Pit Geotechnical Investigation Memo

Introduction

On October 17 through 19, 2012, Reclamation conducted a site visit to examine geologic conditions and to dig test pits to determine the geomorphic conditions of the proposed construction at the Sack Dam and Arroyo Canal, in order to aid a cultural resources (MP-153) permitting effort. The site is located east of Dos Palos, California, on the San Joaquin River (Ref 1).

The objectives of the test pitting investigation were to:

Determine the geologic origin of the sediment deposits adjacent to Sack Dam.

Determine the depositional environment of the sediments and approximate the age of deposition, if possible.

Overview of San Joaquin River Geology

The San Joaquin River (SJR), located in central California, is 366 miles long. The headwaters of the SJR originate in the high Sierra Nevada Mountains near Thousand Island Lake, California. The SJR and its tributaries drain the mountains between El Dorado and Kings Counties. The major tributaries of the SJR include (from north to south): the Cosumnes, Mokelumne, Calaveras, Stanislaus, Tuolumne, Merced, Chowchilla and Fresno Rivers. The SJR ends in confluence with the Sacramento River, which forms the Suisun Bay.

The SJR is located in two geomorphic provinces with the upper segment located in the Sierra Nevada Geomorphic Province and the lower segment moving northwest through Great Valley Geomorphic Province. The Sierra Nevada Geomorphic Province encompasses the Sierra Nevada Mountains which are comprised mostly of Jurassic age granite rocks and older metamorphic rocks. The rapid uplift of the Sierra Nevada Mountains and repeated periods of glaciation have developed steep and incised river canyons dominated by exposed bedrock with minor sediment deposits.

The lower SJR enters the Great Valley Geomorphic Province as the river exits the foothills near Friant, California (near Friant Dam). The Great Valley Geomorphic Province consists of a 450 mile long valley, the Great Central Valley, that extends from Bakersfield to Redding, and is bounded on the east by the Sierra Nevada Mountain range and the Coastal Mountain range on the west. The Great Central Valley is further divided by the Stockton Arch, a southwest to northeast trending upwarping of the crust beneath the valley sediments, which divides the valley into the northern Sacramento Valley, drained by the Sacramento River, and the southern San Joaquin Valley, drained by the San Joaquin River. The Great Valley Geomorphic Province is mostly comprised of alluvial, continental and marine sediments up to thousands of feet thick.

The lower San Joaquin River is predominately located in the alluvial deposits formed from the Sierra Nevada rock units immediately to the east of Friant Dam. These rock units include steeply dipping Paleozoic quartz biotite schist, and Jurassic/Cretaceous granitic intrusions (mostly quartz diorite, granodiorite, tonalite, and gabbro). Cretaceous aplite dikes and quartz pegmatite dikes intrude the rock units. A Tertiary volcanic flow filled the ancestral SJR valley and now forms plateaus upstream of the program area, and on the north side of the SJR in Reach 1. These rock units provide the majority of the sediment supply for the lower SJR (Ref 2).

The San Joaquin Valley is subsiding at a rate of 0.2 to 0.4 millimeters per year (Ref. 3).

Regional subsidence impacts irrigation canals, drainage canals and diversion structures that intersect the SJR.

SJRRP Reaches

Restoration efforts encompass the approximately 150-mile stretch of the SJR from Friant Dam to the confluence of the Merced River. This stretch of the river has been further subdivided into five reaches. Reaches 2 and 4 have been further subdivided into subreaches 2A and 2B, and 4A, 4B1, and 4B2. The SJR is segmented by River Miles (RM) starting at RM 0 at the confluence of the SJR and Merced River, and ending at RM 267.5 at Friant Dam.

The reaches are defined by the following River Miles:

Reach 1: RM 267.5 to RM 229.0 Reach 2: RM 229.0 to RM 204.8 Reach 3: RM 204.8 to RM 182.0 Reach 4: RM 182.0 to RM 135.8 Reach 5: RM 135.8 to RM 118.0

Reach 1 – River Mile (RM) 267.5 to 229.0 Reach 1 is dominated by gravel-sized material. The percentage of gravel-, cobble- and boulder-sized material typically decreases toward the west away from the foothills. Geologic investigations near RM 255 encountered mostly SILTY SAND WITH GRAVEL (SM)g, and SILTY GRAVEL WITH SAND (GM)s. The SJR has incised the terrace deposits and is mostly confined to the main channel. Gradients in the upstream section are moderately steep with lower gradients from Highway 99 to Gravelly Ford.

Reach 2 - RM 229.0 to 204.8 Reach 2 is dominated by sand deposits. Geologic investigations performed along this reach encountered mostly SILTY SAND, SM; and POORLY GRADED SAND WITH SILT, SP-SM. The gradient is lower than previous reaches and begins to meander across the SJR alluvial fan. The SJR channel in Reach 2 is typically dry for many summer months each year as water released from Friant Dam infiltrates the groundwater aquifer or evaporates before reaching Reach 2.

Water conveyed through the Delta-Mendota Canal to Mendota Pool supplies 600 cfs of additional water to the SJR for irrigation diversions from the Mendota Pool. Additional water is rarely conveyed when the Fresno Slough sends flood waters from the Kings River into Mendota Pool.

Reach 3 - RM 204.8 to 182.0 Reach 3 is dominated by sand deposits. Geologic investigations performed along this reach encountered mostly SILTY SAND, SM; and POORLY GRADED SAND WITH SILT, SP-SM; with minor laminations of SANDY SILT, s(ML); and SILT WITH SAND, (ML)s. Reach 3 of the SJR channel usually contains water from irrigation released from Mendota Dam to Sack Dam for the Arroyo Canal. The gradient is low with frequent meanders. The river is confined by non-project levees (levees maintained by private owners) and canals on both banks that prevent most overbank flow.

Reach 4 - RM 182.0 to 135.8 Reach 4 is dominated by sand deposits. Geologic investigations performed along this reach encountered mostly SILTY SAND, SM; and POORLY GRADED SAND WITH SILT, SP-SM; with minor laminations of SANDY SILT, s(ML); SILT WITH SAND, (ML)s; and LEAN CLAY WITH SAND, (CL)s. The gradient is lower than previous reaches and historically the SJR enters extensive flood basin geometry (Ref. 3). The SJR divides into anabranching slough channels that historically conveyed summer and winter base flows. Most sloughs have been filled for agriculture, modified and regulated into canals or drainage canals, and/or developed into flood bypass channels.

Reach 4 is divided into two subreaches. Subreach 4A extends from Sack Dam downstream to the Sand Slough Control Structure. This section of river is usually dry due to Sack Dam diversions but periodically conveys flood flows. The SJR is confined to the main channel with the left bank (west side) of the river bounded by the Poso and Riverside canals, and the right bank (east side) is confined by non-project levees.

Subreach 4B starts at the Sand Slough Control Structure diverting water from the SJR into the Eastside Bypass, which terminates at Bear Creek. The Mariposa Bypass diverts water three miles from the Eastside Bypass, terminating at the SJR within Subreach 4B. The SJR, between the Sand Slough Control Structure and the terminal end of the Mariposa Bypass, does not convey SJR river flows. The local levee district staff reported that the SJR Headgates at Sand Slough Control Structure have not been opened since the 1970s. This section of the river has a very low capacity and the channel is densely vegetated. Water within this section of the SJR is mostly agricultural drainage water. The river has small river berms that will likely not function as true levees. There are several culverts used for crossings by the local farmers that constrict the flow of water. The downstream section of Subreach 4B, downstream of the Mariposa Bypass, usually contains water from groundwater infiltrating the channel, and agricultural drainage flows.

This section is confined by state-maintained levees (Project Levees) preventing overbank flows.

Reach 5 - RM 135.8 to 118.0 Reach 5 is dominated by sand deposits. Geologic investigations performed along this reach encountered mostly SILTY SAND, SM, and POORLY GRADED SAND WITH SILT, SP-SM, with minor laminations of SANDY SILT, s(ML), and SILT WITH SAND, (ML)s. The gradient is similar to the previous reach and the SJR is conveyed through an extensive flood basin with anabranching slough channels. Mud Slough and Salt Slough originate in the farm lands to the south of Reach 4 and both discharge water and fine sediment into Reach 5. Reach 5 is bounded on the left bank by state-maintained levees downstream to the Salt Slough confluence and on the right bank to the Merced River confluence.

SJR Infrastructure Modifications

The SJR flow and sedimentation processes have been modified by construction of infrastructure for water diversion related to agricultural, ranching and municipal use. From the late 1880s to the present, the river has been dammed, diverted, and mostly confined to its current channel within levees. By 1916, utility and power companies constructed many dams in the upper SJR and small dams were established at Mendota Dam and Sack Dam sites. Friant Dam was completed by 1942. The Delta-Mendota Canal was completed in 1951, diverting water from the Sacramento and San Joaquin Delta to the Mendota Pool. About 16 major diversion structures for irrigation have been identified in the San Joaquin River Restoration Study Background Report (Ref. 3).

Flood protection levees and diversion structures have also modified the flow and sedimentation of the SJR. By 1894, poorly constructed levees were built by several levee districts, typically composed of private landowners, landowner collectives and irrigation companies. Levee construction and maintenance by private groups continues to the present. Currently, levees constructed and maintained by private groups are referred to as “non-project levees.”

In 1961, the State of California approved the plan for the construction of the Chowchilla Canal Bypass Plan. Construction of the flood bypass system was completed by 1966. State owned levees (project levees) are currently maintained by the State of California and the Lower San Joaquin River Levee District. The flood bypass system includes:

Chowchilla Bypass - bifurcation structure, bypass channel and levees;

Sand Slough Control Structure and associated SJR Headgates; and Eastside and Mariposa Bypass - bifurcation structures, bypass channels and levees, and drop structures.

Additional modification to flow and sedimentation on the SJR resulted from mining activities.

Small scale hydraulic mining activities were conducted on the SJR from the 1850s to 1884.

Gold mining along SJR has been minor in comparison to SJR northern tributaries and the Sacramento River and tributaries.

Portions of Reach 1 have been extensively mined for sand and gravel. Large scale mining operations started in the 1940s and continue today. Cain (1997) reports that 1,669,000 yd3 of sand and gravel have been removed from the active channel and 3,175,000 yd3 from floodplains and terraces between 1939 and 1989 (Ref. 1). Due to the removal of the material within and adjacent to the SJR channel, the channel is degrading. The SJR has captured some abandoned mining pits causing negative impacts on SJR flow and sedimentation leading to a lower availability and replenishment of spawning gravels and elevated water temperatures.

The SJR is crossed by many state and county bridges that constrict flow and modify sedimentation processes. Mining companies have installed culverts to cross the river in Reach 1 and landowners have installed culverts in Reach 4 and the Eastside Bypass. The culverts further constrict flow and modify the sedimentation process.

Sack Dam Test Pitting Investigation

Sack Dam is a low-head earth and concrete structure with wooden slat gates that marks the boundary between Reach 3 and Reach 4A on the San Joaquin River at RM 182, and diverts Delta-Mendota Canal flows into the Arroyo Canal.

Interim flows for the San Joaquin River Restoration Program began in 2009. Previously, all flows up to 600 cfs were diverted to the Arroyo Canal, excepting flood flows.

Five test pits laid perpendicular to the San Joaquin River Channel (east to west) were excavated on October 18, 2012 (Figure 1). The pits were excavated using a John Deere 310J

Excavator operated by a private contractor. A reclamation geologist characterized sediments using USCS (United Soil Classification System) logging.

Excavation of the test pit was executed in a series of stratigraphic level exposures. Soil from each level was placed in a pile for logging and sampling. Excavation was paused at depths of less than 4 feet for a geologist and archeologist to enter the pit and map and log the exposed test pit walls. At depths of greater than 4 feet, the pits were logged from soil piles and a visual examination from ground surface.

The test pits were excavated to the depth at which the water table began to interfere with wall stability.

Test pit logs and diagrams for each test pit are included in Appendix A. A cross section of the five test pits running parallel to the San Joaquin River is included in Appendix B (Figure 3), and photos are included in Appendix C.

The stratigraphy was consistent in each of the five pits. A thin veneer of organic soil development with vegetation covers the ground surface. A two to three foot thick layer of fine to coarse sand with very little fines underlaid the surface soil veneer, and overlaid a 1 to 4 foot thick layer of silty sand, which contained abundant roots and preserved small trees at the upper contact. The silty sand layers overlays a sequence of clean sands, with thin lens up to a foot thick of fine material consisting of clays and silts to sandy clay. The fine material contains abundant woody debris and fibers and was dark gray and reduced, indicating rotting vegetation.

The water table was encountered from 4 feet to 8.5 feet below ground surface, and was lower downstream from the dam. See Figure 3 and Photos 3-7 for a visual depiction.

A second cross section, showing the geology perpendicular to the river about 1.37 miles downstream of Sack Dam at RM 183.5, from 4 previously drilled borings, is also included in Appendix B (Figures 2 and 4). The cross section runs through four 30-foot deep monitoring wells and bisects the SJR in a meander loop, and shows the fine to coarse deposits of the older flood plain on the west side of the river that developed prior to levying the river, and the river bank deposition sequence on the east side of the river. The drill logs are included in Appendix D for reference (Refs 4 and 5).

Geomorphologic Analysis

The recent geomorphology at Sack Dam is the result of both natural and manmade processes, and so a description of recent events from the last two centuries is necessary to explain the geology at the site. The extent of the text pits ended in flood sediments and over bank deposits that were deposited in the last century in a half, after the river channel was levied.

The geologic and anthromorphic sequence of events at Sack Dam appear to be:

1. Pleistocene Era: Glaciation in the Sierra Nevada feeds sediments and water to the upper San Joaquin, and the lower part of the river where Sack Dam lies meanders over the wide, flat San Joaquin Valley, depositing sediments. Periodic glacial melting causes the San Joaquin Basin to flood with an inland sea, which deposits lacustrine sediments in the Tulare Formation.

The Tulare Formation was not encountered in the test pits dug at Sack Dam. The sediments underlying the lower San Joaquin River Pleistocene deposits are Cenozoic alluvial deposits and older marine deposits up to 10 miles thick (Ref 3).

2. Holocene Era: Glaciation in the Sierra Nevada recedes, leading to isostatic rebound and uplift. The ancestral San Joaquin establishes the meandering path it follows today, and continues depositing alluvium (Ref 3). Meander scars can be seen on present day aerial photos, and channel deposits of coarse sand are encountered in subsurface investigation (Figs 2 and 4).

3. Mid-1800’s: Agricultural settlement in the San Joaquin Valley leads to levee construction along the lower San Joaquin River, leading to narrower channels and sediment deposition confined to within levee valley and not in the flood plain, causing a quicker and thicker accumulation of sediments. Seepage underneath the levees leads to a washing of fines from sandy deposits adjacent to the river.

4. 1850-1879: Hydraulic gold mining spoils from the Sierra Nevada wash down the channel and cause further shallowing of the SJR channel from coarse sediment deposition.

5. 1910: The first congressional flood management plan for the Central Valley mandates levee construction, flood conveyance bypasses and hydraulic control structures to divert water from the main channel of the San Joaquin River, further constricting the channel and causing accumulation of sediment within levee walls.

6. 1941: Friant Dam is constructed to divert water from the lower San Joaquin River, limiting floodplain inundation, base flows, and flood flow regime at Sack Dam, and reducing sediment load in San Joaquin River.

7. 1946: Best estimate of when Sack Dam was poured, based on SLCC water master records.

Prior to this time the dam may have existed as a pile of cement sacks in the SJR channel (Ref 6).

8. 1944 to 1966: The Flood Control Act, SJRTP (ref 2)and other projects continue to divert water from the SJR and confine the canal through construction of diversions and levees. By this time, the Sack Dam area is fully levied and little water passes through the natural channel into Reach 4 except in flood events.

9. 1970, 1974, 1983, 1986, 1995, and 1997 (Ref 2): Major flood events cause coarse sediment deposition and subsequent overbank deposits and re-vegetation adjacent to the Sack Dam.

The most recent overbank deposit can be seen 2 to 3 feet below the ground surface and is 2 to 4 feet thick. This deposit consists of silty sand, and contains numerous roots and preserved vegetation. Previous sand and over bank deposits underneath this layer have been washed of fines from seepage underneath the levee and present as clean sand with small lenses of fines and rotten vegetation.

10. April 2011: Flood occurs that overtopped Sack Dam and deposited a two to three-foot thick bed of poorly sorted coarse sand at the surface. Thick vegetation has began to grow on this layer.

Two samples of charred material were taken from the two deepest sand layers for radiocarbon dating analysis from TP-12-5. The material is estimated to be about 60 years old. This age is consistent with the above analysis of rapid sediment deposition in the Sack Dam area since the constriction of the San Joaquin River in the last century.

Conclusions

The 2 to 3-foot thick layer of fine to coarse sand at the surface of the project area was deposited in 2011 by a flood event.

The coarse sand layer overlies a 1 to 4-foot layer of silty sand, which was an active soil horizon between 1997 and 2011, as evidenced by in-place vegetation and roots covered by the surface sand layer.

The sands and vegetation underlying the silty sand layer that extend to the total depth of the test pits were deposited in flood events and overbank accumulation between the…