final tech memo for additional landside toe explorations project...

2870 Gateway Oaks Drive, Suite 150 Sacramento, CA 95833 Tel: 916.679.2000 Fax: 916.679.2900

Technical Memorandum

Technical Memorandum on Geotechnical Considerations for Clay Core and Shell

1

Prepared For Mike Inamine, PE

SBFCA Christopher Krivanec, PE, GE HDR Engineering, Inc.

Project Feather River West Levee Date May 6, 2013 Subject Additional Explorations for Project Phase C Prepared By Mehrzad Maghsoudlou, PG

Michael Hughes, PE

Reviewed By Khaled Chowdhury, PE, GE

1.0 INTRODUCTION

The HDR team is providing design services to the Sutter Butte Flood Control Agency (SBFCA) for the Feather River West Levee (FRWL) Project. URS Corporation (URS), as a member of the HDR team, has been providing geotechnical engineering services for the FRWL Project.

Based on review comments from DWR, discussions with SBFCA, and evaluation of the existing plans and stick log profiles, the need for three (3) additional explorations in the section of levee within Project Phase C was identified. The purpose of these explorations was to explore the continuity of aquiclude landward of the levee. The location of the three explorations is presented below.

Boring ID Reach Station SM0016_001B 22 1499+00 SM0016_002B 23 1517+00 SM0016_003B 24 1615+00

This memorandum presents the findings of the explorations and presents an interpretation of the data.




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2.0 FIELDWORK AND FINDINGS

Explorations were performed in February of 2013 using a truck mounted hollow stem auger/mud rotary drilling rig. Details of subsurface conditions encountered at each exploration are discussed below. Finalized boring logs, laboratory test results, and profile sheets are included in Attachment A. SM0016_001B (Reach 22, Station 1499+00) The levee at this location is approximately 10 feet to 12 feet high, with a crown elevation of approximately +91.5 feet (NAVD88) and a landside toe elevation of +80 feet. The proposed remediation measure is a soil bentonite cutoff wall keying into a fine grained aquiclude layer at an elevation of approximately +50 feet to +55 feet. The local geology in this area is mapped as Lower Modesto, which primarily comprises sand and silt with occasional layers of clay (Helley and Harwood, 1985). Boring SM0016_001B was drilled at the toe of the levee at Station 1499+00 adjacent to existing crown exploration WM0016_ 010C, which identified an approximately 7 feet thick fine grained aquiclude layer between an elevation of +52 feet and +59 feet. Boring SM0016_001B was drilled to a depth of 46.5 feet below ground surface (bgs). The boring encountered a 10 feet thick clay layer at the surface overlying approximately 12 feet of sand to an elevation of approximately +58 feet. Beneath this, an approximately 6 feet thick zone of silt and clay was encountered between elevation +52 feet and +58 feet. These silt and clay layers tie-in with where the crown CPT indicated the location of an aquiclude layer and therefore confirms the continuity of the aquiclude landward of the levee. SM0016_002B (Reach 23, Station 1517+00) The levee at this location is approximately 10 feet high, with a crown elevation of approximately +91.5 feet (NAVD88) and a landside toe elevation of +82 feet. The proposed remediation measure is a soil bentonite cutoff wall keying into a fine grained aquiclude layer at an elevation of approximately +60 feet. The local geology in this area is mapped as Lower Modesto, which primarily comprises sand and silt with occasional layers of clay (Helley and Harwood, 1985). The geomorphology map also indicates the presence of a crevasse splay in this area. Crevasse splay deposits tend to be coarser-grained and are formed from breaching of river banks or natural levees during high flood stages and deposition on the floodplain via small distributary channels. Boring SM0016_002B was drilled at the toe of the levee at Station 1517+00 adjacent to existing crown exploration WM0016_ 012C, which identified an approximately 9feet thick fine grained aquiclude layer between an elevation of +58 feet and +69 feet. Boring SM0016_002B was drilled to a depth of 51.5 bgs. The boring encountered 5 feet of clay at the surface overlying approximately 15 feet of interbedded sand and silty sand to an elevation of approximately +62 feet. Beneath this, an approximately 18 feet thick zone of silt and clay was encountered between elevation +44 feet and +62 feet. These silt and clay layers are thicker and slightly deeper than those encountered in the adjacent crown CPT. Based on the results of the additional exploration, it is possible that the aquiclude layer identified in the crown CPT is not laterally persistent landward of the proposed cutoff wall and that a silty




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sand/sand layer is present beneath the wall between approximately elevation +53 feet and +58 feet. As such, some sensitivity analyses were run modeling a sand layer beneath the toe of the proposed cutoff wall. A cross section at Station 1522+00 was selected for analysis, because the main channel is closest to the levee at this location. At Station 1522+00, there is a waterside bench approximately 100 feet wide and there is a canal on the landside at a distance of approximately 500 feet. Based on the assumption of pancake layering, the canal penetrates through the blanket layer in this area. For the ditch present condition, the analysis results show that underseepage meets criteria for both the 200 year + 1 foot WSE and 200 year + 4 foot WSE. Assuming the ditch is not present, the exit gradient at the 200 year + 1 foot WSE meets criteria, while the gradient at the 200 year + 4 foot WSE has a gradient of 0.66. An analysis cross-section and screen shots of the seepage runs are attached in Appendix A4. Given the results of the sensitivity analysis, the fact that the aquiclude may or may not be laterally persistent on the landside and taking into account there has been no reported distress on the landside of the levee, it is considered that the proposed wall toe elevation of +60 feet is OK. SM0016_003B (Reach 24, Station 1615+00) The levee at this location is approximately 10 feet high, with a crown elevation of approximately +94 feet (NAVD88) and a landside toe elevation of +84 feet. The proposed remediation measure is a soil bentonite cutoff wall keying into a fine grained aquiclude layer at an elevation of approximately +30 feet. The local geology in this area is mapped as Lower Modesto, which primarily comprises sand and silt with occasional layers of clay (Helley and Harwood, 1985). The geomorphology map also indicates the presence of a crevasse splay in this area. Crevasse splay deposits tend to be coarser-grained and are formed from breaching of river banks or natural levees during high flood stages and deposition on the floodplain via small distributary channels. Boring SM0016_003B was drilled at the toe of the levee at Station 1615+00 adjacent to existing crown boring WM0016_ 020B, which identified a clay aquiclude layer at a depth of approximately 50 feet below the landside toe (elevation of +32 feet). Boring SM0016_003B was drilled to a depth of 72 feet bgs. The boring encountered approximately 40 feet of interbedded silt, clay, silty sand and clayey sand to an elevation of approximately +48 feet overlying approximately 15 feet of gravel to an elevation of +33 feet. Beneath this, an approximately 16 feet thick zone of silt and clay was encountered between elevation +33 feet and the bottom of the boring. Thin interbeds of silty sand and clayey sand,1.5 feet to 2.5 feet thick, were encountered within this zone. This layer provides a suitable tie-in layer for the cutoff wall and confirms the continuity of the aquiclude landward of the levee.




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3.0 RECOMMENDATIONS

Based on the findings of the additional explorations performed in Reach 22, Station 1499+00, and Reach 24, Station 1615+00, in Project Phase C, it is considered that the landward continuity of the aquiclude has been confirmed. Therefore, the existing analyses performed as part of the final GDRR are valid and there is no need for additional analysis or change to the proposed design.

Based on the findings of the additional exploration performed in Reach 23, Station 1517+00, and the sensitivity analyses that were performed, it is considered that the landward continuity of the aquiclude is not critical in this location. Therefore, the existing analyses performed as part of the final GDRR are valid and there is no need for additional analysis or change to the proposed design.

4.0 LIMITATIONS

This technical memorandum was prepared in accordance with the standard of care commonly used as the state-of-practice in the engineering profession. Standard of care is defined as the ordinary diligence exercised by fellow practitioners in this area performing the same services under similar circumstances during the same period. The limitations section of the final GDRR for the FRWL is applicable for this technical memorandum also.

This technical memorandum is for the use and benefit of the HDR design team and SBFCA. Use by any other party is at their own discretion and risk.

APPENDIX A

A1 – Boring Logs A2 – Laboratory Results A3 – Plan and ProfilesA4 – Sensitivity Analysis

APPENDIX A1 Boring Logs

APPENDIX A2 Laboratory Results

APPENDIX A3 Plan and Profiles

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NOTES:1. Elevations of levee crown and landside toe are approximate. These elevations were obtained from DWR CVFED or ULE LiDAR data and used for geotechnical analyses and report purpose only. For detail crown elevation and landside toe information, please refer to the FRWL Project civil drawings. 2. The water surface elevations are based on information provided by Peterson Brustad, Inc. in their July 26, 2012 report entitled “Design Water Surface Profiles for the Feather River West Levee Rehabilitation Project Addendum #1".3. Locations of explorations are approximate. Stick logs represent general soil conditions encountered at the time of exploration. For more detailed information on the materials encountered, refer to boring and CPT logs in the Geotechnical Data Report for the FRWL Project. No warranty is provided regarding the continuity of soil conditions between individual explorations.4. When reported, N60(ASTM), refers to N60(ASTM) = Nfield * Hammer Efficiency (%). See Geotechnical Data Report for the FRWL Project for hammer efficiency data for individual borings. 5. These drawings do not include all historical explorations on the profile view. Historical explorations from the DWR ULE project are shown; “other” historical explorations are identified by an asterisk (*) in the exploration ID. For these “other” historical borings, blow counts are field blow counts (Nf) and USCS classifications are visual classifications. 6. USCS classification labels are not presented on the stick logs for soil lenses (thickness less than 1.5 feet).7. This is a color figure. Black and white reproduction should not be relied upon as data will be lost.8. To prevent scale distortion, this map should be printed on a “D” size sheet (22x34 inches).9. Surficial geology was mapped at 1:20,000 scale. (Source: SGDR for DWR ULE Project, URS,2010).10. The information provided in these plans and stick-log plates has been compiled from a variety of sources. URS does not attest to the accuracy, completeness, or reliability of geotechnical exploration and other subsurface data by others that are included or referenced in these plates.11. These plans and stick-log plates are for the use and benefit of HDR, SBFCA, and their consultants in connection with the execution of the FRWL Project. Use by any other party is at their own discretion and risk. These figures should not to be used as the sole basis for design, construction, remedial action, or major capital spending decisions.12. The canal/ditch elevations are approximate. These elevations were estimated from the topography.

Legend

Plate Location

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Geotechnical DesignRecommendations Report

AppendixA32

FRWL Project Plan Views and Stick Log FiguresFRWL Project: Station 1460+00 to Station 1510+00

Sutter Butte Flood Control AgencyFEATHER RIVER WEST LEVEE PROJECT

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SW-SM

CL

MLML

SMSC-SM

SC-SM

SM

CL

TD Elev. 28.81 ft

GS

Ele

v. 9

3.8

ft

WM

001

6_0

20B

80

85

7.9

81

437.2

34

94

77

17

20

56

15

60

31

34

42

48

22

29

67

49

59

63

112

38

55

42

49

ML

CL

MLCLML

CLCL

SP-SM

SCML

SM

SW

SM

SWCH

CH

CL

CL

SC

SC

SP

SW

SP

SW

SW

SC

TD Elev. -10.42 ft

% Fines N60(ASTM)

75

42

6.6

3.7

7.5

62

55

15

CL

ML

ML

SC

SP-SM

GP

GP

SP-SC

CL

CLCL

CL

SC

CL

SC

SC

CLSP-SC

CL

CL

TD Elev. -45.63 ft

% Fines

GS

Ele

v. 9

4.4

ft

WM

001

6_0

04S

69

82

89

40

55

7.2

22

8

14

13

89

43

31

43

56

59

91

ML

ML

CL

CL

ML

MLSC-SM

SCSM

CH

ML

GP-GM

GP-GM

CH

TD Elev. 29.96 ft

% Fines N60(ASTM)

63

93

24

28

25

6.0

ML

CL

SP-SM

ML

SC-SM

SM

GW

GP-GM

MH

SW

TD Elev. 34.45 ft

% Fines

GS

Ele

v. 9

4.5

ft

WM

001

6_0

22S

1615+00 1620+00 1625+00 1630+00 1635+00 1640+00 1645+00 1650+00

STATIONING, feet

1655+00 1660+00

GS

Ele

v. 8

9.1

0 ft

WM

001

6_0

06C

66

70

59

12

83

31

16

33

% Fines N60(ASTM)

010 Rf,% 500

TD Elev. 52.03 ft

qt

1610+00

GS

Ele

v. 9

5.0

ft

WM

001

6_0

21B

GS

Ele

v. 9

4.6

ft

WM

001

6_0

01B

qc

TD Elev. 68.88 ft

500

GS

Ele

v. 9

4.3

0 ft

Off

set:

-0.

75

ft

CF

-88

-40*

0fs10

1955/1957 YR WSE

200 YR WSE

LEVEE CREST

LANDSIDE LEVEE TOE

500

GS

Ele

v. 9

0.2

ft

Off

set:

-10

0.0

0 ft

qt

SM

001

6_00

9C

TD Elev. 41.34 ft

10 0Rf,%

500

GS

Ele

v. 9

4.9

ft

Off

set:

0.0

0 ft

qt

SM

001

6_00

8C

TD Elev. 62.91 ft

10 0Rf,%

REACH 24 REACH 25

REACH 24 REACH 25

0 100 200 300 400 500

EL

EV

AT

ION

, fe

et

DISTANCE, feet

0

20

30

40

10

-80

-60

-40

-20

20

40

60

80

100

120

-80

-60

-40

-20

0

20

40

60

80

100

120

0ELE

VA

TIO

N, F

eet

(NA

VD

88)

ELE

VA

TIO

N, F

eet

(NA

VD

88)


UNLINED LANDSIDE DITCH/CANALDISTANCE FROM LS TOE:0 TO 50 FT (STA 1610+00 TO 1610+50)0 FT (STA 1610+50 TO 1623+00)0 TO 70 FT (STA 1623+00 TO 1624+00)70 TO 825 FT (STA 1624+00 TO 1660+00)

APPROX. BOTTOM OFLATERAL DITCH/CANAL


SM

SCSC

SM

SC

CL

ML

ML

MLSMMLSM

SMGP-GM

SP-SMMHCLSCSMCLSMCLCL

8

5

5

7

9

39

16

19

26

22

32

60

67

37

71

68

266

99

79

32

36

TD Elev. 12.00 ft

% Fines

GS

Ele

v. 8

4.0

ft

N60(ASTM)

SM

001

6_00

3B

DETAIL AREA

¯

L:\P

roje

cts\

SB

FC

A\A

rcM

aps\

SB

FC

A_P

nP_M

apbo

ok.m

xd R

K 2

8 M

ar 2

013

SA

C

0 100 200

Feet

¯


Legend

Plate Location

1605+00

1610+00

1615+00

1620+00

162 5

+ 00

1 630

+00

1635

+00

1640

+00

1645

+00

1650

+00

1655

+00

1660

+00

?

?

?

?

!(

Ç(#

!

!

!

!

!

!

!

A

A

A

A

A

A

A

Ç(#

Ç(#

Ç(#

CF-88-40WM0016_006C

WM0016_001B

WM0016_022S

WM0016_021B

WM0016_020B

WM0016_019S

WM0016_004S

SM0016_009C

SM0016_008C

SM0016_011C

!ASM0016_003B

Reach 25

Reach 24

CAMPBELL RD

07773

M.A.16

L

Ra

Qml

Rch

Rcs

Rob

W 1937


AppendixA35



APPENDIX A3 Plan and Profiles

APPENDIX A4

Sensitivity Analysis

final tech memo for additional landside toe explorations project...

Documents