Attachment 11 - Geotechnical Data Report Friant-Kern Canal Middle Reach Capacity Correction Project.pdf

GEOTECHNICAL DATA REPORT

Friant-Kern Canal Middle Reach

Capacity Correction Project

Tulare & Kern Counties, CA

Prepared for:

Friant Water Authority

854 N. Harvard Avenue

Lindsay, CA 93247

Prepared by:

Stantec Consulting Services Inc.

3301 C Street, Suite 1900

Sacramento, CA 95816

May 20, 2020

Stantec Consulting Services Inc.

3301 C St Suite 1900, Sacramento CA 95816-3394

May 20, 2020 rpt_001_184031016

Attn: Mr. Doug DeFlitch Friant Water Authority 854 N. Harvard Avenue Lindsay, CA 93247

RE: Geotechnical Data Report Friant-Kern Middle Reach Capacity Correction Project Tulare and Kern Counties, California

Dear Mr. DeFlitch, Stantec Consulting Services Inc. (Stantec) is pleased to provide the following Geotechnical Data Report (GDR) for the above referenced project. This report presents the geotechnical data and other factual information for the project.

Stantec appreciates the opportunity to provide these engineering services for Friant Water Authority. If you have any questions or require additional information, please contact our office.

Sincerely, Sincerely, STANTEC CONSULTING SERVICES INC.

Maurice Amendolagine, PE, GE Janet Atkinson, PE, PMP Senior Geotechnical Engineer Chief Civil Conveyance Engineer Principal Vice President

Phone: (858) 633-4296 Phone: (916) 418-8231 Email: Maurice.Amendolagine@Stantec.com Email: Janet.Atkinson@Stantec.com

This document entitled GEOTECHNICAL DATA REPORT – Friant-Kern Canal Middle Reach Capacity Correction Project was prepared by Stantec Consulting Services Inc. (“Stantec”) for the account of Friant Water Authority (the “Client”). Any reliance on this document by any third party is strictly prohibited. The material in it reflects Stantec’s professional judgment in light of the scope, schedule and other limitations stated in this report and in the contract between Stantec and the Client. The opinions in the document are based on conditions and information existing at the time the document was published and do not take into account any subsequent changes. In preparing the document, Stantec did not verify information supplied to it by others. Any use which a third party makes of this document is the responsibility of such third party. Such third party agrees that Stantec shall not be responsible for costs or damages of any kind, if any, suffered by it or any other third party as a result of decisions made or actions taken based on this document.

(signature) Prepared by

Jordan Keeney, PE

Checked by (signature)

Maurice Amendolagine, PE, GE

(signature) Reviewed by

Dan Back, PE, GE

GEOTECHNICAL DATA REPORT

Sign-off Sheet

LIST OF ACRONYMS ................................................................................................................. III

1.0 INTRODUCTION

1.1 SCOPE OF WORK

1.2 PROJECT DESCRIPTION

1.3 CANAL HISTORY AND DESCRIPTION

2.0 SUBSURFACE INVESTIGATION

2.1 GENERAL

2.2 BORING/CPT SURVEY

2.3 UNDERGROUND UTILITY CLEARANCE

2.4 PRIVATE LAND ACCESS AGREEMENTS

2.5 COUNTY ROW ENCROACHMENT PERMITS

2.6 TRAFFIC CONTROL

2.7 DRILLING, SAMPLING, AND LOGGING

2.8 DRILLING

2.9 SAMPLING PROCEDURES

2.10 SAMPLE QUALITY AND DISTURBANCE

2.11 SAMPLE HANDLING AND STORAGE PROCEDURES

2.12 CONE PENETRATION TESTING

2.13 COMPLETION AND BACKFILLING

2.14 PIEZOMETER INSTALLATION

2.15 EXCESS SOIL

3.0 SUBSURFACE CONDITIONS

3.1 TILL ZONE

3.2 FILL

3.3 ALLUVIUM

3.4 OBSERVED GROUNDWATER CONDITIONS

4.0 LABORATORY TESTING

4.1 GENERAL

5.0 LABORATORY TEST SUMMARY AND DATA PLOTS

6.0 HISTORICAL INFORMATION

6.1 1940S GEOTECHNICAL BORINGS (USBR, 1947)

6.2 1970S LINER RAISE BORINGS (USBR, 1975)

6.3 FWA PUMP BACK STATION BORINGS (BSK, 2018)

6.4 DEID AVENUE 24 AND ROAD 176 BSK RECHARGE BASIN BORINGS (BSK,

2019)

6.5 TBID RECHARGE BASIN TEST PIT LOGS (STANTEC, 2020A)

Table of Contents

GEOTECHNICAL DATA REPORT

Table of Contents i

7.0 CLOSURE

8.0 REFERENCES

LIST OF TABLES

Table 1. In Situ Testing and Sampling Quantities Table 2 Piezometer Locations and/or Observed Groundwater Conditions Table 3. Summary of Laboratory Tests

LIST OF FIGURES

Figure 1 Existing Canal Embankment Section showing a Typical Boring/CPT in a

1970’s Canal Raise Area

LIST OF APPENDICES

APPENDIX A …………………………………STATEMENT OF GENERAL CONDITIONS

APPENDIX B ……………………………………......EXPLORATION LOCATION MAPS

APPENDIX C ……………………………………………………………GEOLOGIC MAP

APPENDIX D ……………………………………………………………….BORING LOGS

APPENDIX E ………………………………………………...CONE PENETRATION TESTS

APPENDIX F ……..LABORATORY SOIL TESTING RESULTS – AP ENGINEERING AND

TESTING

APPENDIX G ………………………...BORING AND LABORATORY SUMMARY PLOTS

APPENDIX H ……………..HISTORIC REPORTS, BORING LOGS, AND TEST PIT LOGS

APPENDIX I …………………………………………..BORING AND CPT PHOTO LOG

GEOTECHNICAL DATA REPORT

Table of Contents ii iii

List of Acronyms

BGS Below Ground Surface

Cfs Cubic Feet Per Second

CDMG California Division of Mines and Geology

CI Chloride

CME Central Mine Equipment Company

CPT Cone Penetration Testing

CTM California Test Method

DGPS Differential Global Position System

FKC Friant-Kern Canal

FWA Friant Water Authority

GDR Geotechnical Data Report

HSA Hollow-Stem-Auger

LL Liquid Limit

MC Modified California Sampler

MP Milepost

N/E Not Encountered

NP Non-Plastic

PCL Pacific Coast Location

PI Plasticity Index

PL Plastic Limit

PVC Poly vinyl Chloride

Reclamation United States Bureau of Reclamation

RMA Tulare County Resource Management Agency

ROW Right of Way

SO4 Sulphate

SPT Standard Penetration Test

ST Shelby Tube

TMI Traffic Management Inc.

USA North Northern California Underground Service Alert

WATCH Work Area Traffic Control Handbook

GEOTECHNICAL DATA REPORT

Acronyms

Introduction May 20, 2020

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1.0 INTRODUCTION

Stantec Consulting Inc. (Stantec) has prepared this Geotechnical Data Report (GDR) as part of the deliverables for the geotechnical investigation services outlined in the contract between the Friant Water Authority (FWA) and Stantec (Professional Services Agreement for FKC Middle Reach Capacity Correction – Task Orders No. 1, No. 2, and their associated modifications).

General conditions for the report are presented in Appendix A.

This report includes a summary of the geotechnical investigation activities, descriptions of sampling procedures, description of field tests and test results, laboratory test results, and groundwater conditions. Boring and Cone Penetration Testing (CPT) location plans, and boring and CPT logs are presented.

Stantec performed two field investigation phases for the project including the first phase in the Fall of 2018 and the second phase extending from October 2019 through January of 2020. The interpretive information from the analyses and recommendations for the proposed canal modifications are provided in the Draft Geotechnical Interpretive Report (Stantec, 2020c) dated May 5, 2020.

In addition to the geotechnical investigations completed by Stantec in 2018, 2019 and 2020, this report includes additional relevant geotechnical investigations performed by others as described in this report. Overview and exploration location maps showing locations of the Stantec explorations and explorations performed by others are presented in Appendix B.

1.1 SCOPE OF WORK

The scope of work for the GDR consisted of the following:

• Present the data collected from Stantec’s geotechnical investigation. Geotechnical data includes the following:

o Exploration methodology o General subsurface and groundwater conditions o Exploration location maps o Boring logs o CPT soundings o Laboratory test results

• Present existing geotechnical information that may be pertinent to the project.

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For organizational purposes, the geotechnical analyses, interpretation and recommendations are provided in separate Stantec reports.

1.2 PROJECT DESCRIPTION

The primary goal of the FKC Middle Reach Capacity Correction Project (Project) is to restore the FKC capacity through the subsidence area, which encompasses approximately 33 miles of canal (Milepost 88 to 121). The current 30% design includes a northern enlarged canal section, a parallel canal section, and a southern enlarged canal section.

The northern enlarged canal section is proposed from approximate Milepost (MP) 88.2 to MP

95.7 (Segment 1). The parallel canal section is approximately 19 miles long, extending from approximate MP 95.7 to MP 115.8 (Segments 2, 3, and 4A). The Milepost at the southern end of the parallel canal section is being revised for the 60% design submittal. However, the evaluations incorporated into this report have assumed MP 115.8 in accordance with the 30% design as the southern endpoint of the parallel canal.

The southern enlarged canal section incorporated into this report extends from approximate MP 115.8 to MP 119.4. These mileposts are also being revised for the 60% design submittal.

The proposed northern and southern canal enlargement modifications entail a relatively minor embankment and concrete liner raise (less than 3 vertical feet). No modifications to the existing canal are being performed north or south of the proposed enlarged canal sections.

This report incorporates an adjustment to the canal alignment between approximate MP 108.0 and MP 108.6 which was not included in the 30% design report. This alignment revision changes the proposed canal stationing south of this location which is presented in this report. The proposed canal alignment is shown on the maps presented in Appendix B.

1.3 CANAL HISTORY AND DESCRIPTION

The FKC is a 152-mile canal owned by Reclamation and operated by FWA to convey water to augment irrigation capacity in Fresno, Tulare, and Kern counties. The FKC was constructed between 1945 to 1951. The canal lining was raised in some areas in the 1970’s.

The regional setting generally consists of rural agricultural farming communities, with the canal traversing open farmland. There is an assortment of County roadway bridges that cross over the

FKC.

The typical canal section varies throughout its length (depending on whether the canal is in cut or fill areas, or a combination of both). The canal has a trapezoidal shape and is lined with a 3.5-inch thick layer of concrete with longitudinal and transverse joints. The canal includes numerous check structures for flow and water surface elevation control for deliveries to various irrigation

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The canal’s concrete lining has a slope of approximately 1.25H:1V and the canal has a base width of approximately 36 feet. The canal section within the subsidence area consists of embankment heights that range from approximately 5 feet to 16 feet above the original ground with the western side of the canal generally being taller than the eastern side. The outer slopes within the subsidence area range from approximately 1.75H:1V to 2H:1V with some isolated areas that are as steep as 1.5H:1V.

Based on review of the original construction documents and the 1970’s canal raise documents (extents shown on Figure B.1); the canal embankment consists partially of compacted (i.e.

engineered) fill and partially uncompacted (i.e. common) fill. A typical section showing approximate zones of compacted and uncompacted fill in relation to a typical embankment exploration location is presented below. The typical section below in Figure 1 depicts an embankment in a 1970’s canal raise area.

Figure 1 Existing Canal Embankment Section showing a Typical Boring/CPT in a 1970’s Canal Raise Area

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2.0 SUBSURFACE INVESTIGATION

2.1 GENERAL

The geotechnical field investigation for the FKC Middle Reach Capacity Correction Project was performed between September 11, 2018 and January 15, 2020, and consisted of the following:

• One hundred thirty-eight hollow-stem auger (HSA) borings with Standard Penetration Testing (SPT), Modified California Sampling (MC), and Shelby Tube Sampling (ST).

• Twenty-seven Cone Penetration Tests (CPTs).

• Sixteen standpipe piezometers were installed in hollow stem auger borings during the investigation. Six piezometers were installed after encountering groundwater and 10 piezometers were installed after observing dry conditions.

One hundred thirty-six geotechnical borings were performed by Moore Twining Associates out of Fresno, California with truck-mounted Central Mine Equipment Company (CME) 75 drill rigs. Two geotechnical borings were performed by ABC Liovin Drilling, Inc. out of Long Beach, California with a Limited Access Track Rig.

The CPT’s were performed by Middle Earth Geo Testing out of Orange, California using a 25-ton direct push truck.

The geotechnical explorations were grouped based on their respective purpose in relation to the overall project when initially planned, and consisted of the following:

• Seventeen Initial Characterization Borings and CPTs

• Fourteen Borrow Borings and CPTs (100 series)

• Fifty-five Canal Enlargement Borings and CPTs (200 series)

• Forty-five Siphon Road Crossing Borings and CPTs (300 series)

• Twenty-nine Parallel Canal Borings and CPTs (400 series)

• Five Check Structure Borings and CPTs (500 series)

A summary of the type of in situ testing, sampling method and number of samples obtained from the borings are shown in Table 1.

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Table 1. In Situ Testing and Sampling Quantities

Test Number of Tests/Samples

Cone Penetration Test (CPT) 27 soundings

Shelby Tube (ST) 6 samples

Standard Penetration Test (SPT) 506 tests

Modified California Sampling (MC) 410 tests

Bulk Sample (BULK) 131 samples

The approximate boring and CPT locations are shown on the Exploration Location Maps in Appendix B. A geologic map of the project area prepared by the California Division of Mines and Geology (CDMG, 1964), is presented in Appendix C. Boring logs, CPT logs, and lab testing results are presented in Appendix D, Appendix E, and Appendix F respectively.

2.2 BORING/CPT SURVEY

Subsurface exploration locations and their approximate coordinates were predetermined by Stantec. In general, the exploration locations had a maximum spacing of approximately 0.5 miles and focused on the six purposes discussed in Section 2.1. Prior to performing the explorations, Stantec visited the project site to stake the locations and verify drill and CPT rig access.

After the initial staking, several borings and CPTs were moved to avoid environmental setback zones and/or potential overhead and underground utility conflicts. The final subsurface exploration locations were located using a handheld global positioning system (GPS) device.

The approximate GPS locations were then used in conjunction with the 2018 Lidar Mapping by Towill, Inc. of Concord, CA to determine the approximate exploration elevations.

The horizontal and vertical datums used in the 2018 Lidar Mapping are NAD83 California State Plane Zone 4 and NAVD 88, respectively. Point and ground control data for the lidar survey was collected using real time kinematic (RTK) GPS. Due to ongoing regional subsidence in the project area, exploration elevations presented in this report may not match elevations at the same locations in the future.

The approximate locations and elevations of the borings and CPTs are presented in the Table D.1 and on the boring logs in Appendix D.

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2.3 UNDERGROUND UTILITY CLEARANCE

After staking the proposed boring and CPT locations and prior to commencing field work, Stantec contacted the Northern California Underground Service Alert (USA North) to have underground utility locations marked at the site at least 48-hours prior to mobilization. All of the staked boring and CPT locations were then checked by the relevant public utility locators.

In addition to the public utility locating, select exploration locations were also checked for buried utilities by Pacific Coast Locators (PCL), a private utility locating company of La Crescenta- Montrose, CA.

Where potential utility conflicts were identified by either the public or private utility locators, the explorations were shifted to avoid damage to the underground utilities.

2.4 PRIVATE LAND ACCESS AGREEMENTS

Seven (7) geotechnical explorations (B-310, B-327, B-328, B-336, B-423, B-503, and B-505) were located within Private Land Right of Way (ROW) due to site constraints. The individual private landowners for each of the respective parcels were contacted and access agreements were implemented prior to accessing the private lands. The explorations within private land were completed between Wednesday, December 4, 2019 and Friday, December 6, 2019.

2.5 COUNTY ROW ENCROACHMENT PERMITS

Eight (8) geotechnical explorations (B-307, B-315, B-325, B-326, B-331, B-333, B-335, and B-419) were located within County (ROW) due to site constraints. Encroachment permits ENC1900383 through ENC1900390 were obtained from the Tulare County Resource Management Agency (RMA) for the explorations within County ROW.

2.6 TRAFFIC CONTROL

Seven (7) geotechnical explorations required traffic control due to being directly in or within close proximity to existing drive lanes. Four (4) of the explorations (B-307, B-315, B-331, and B-333) required a single lane closure while the remaining three explorations (B-419, B-325, and B-326) required shoulder closures. Traffic Management Inc. (TMI) of Bakersfield, CA performed the single lane and shoulder closures in general accordance with the Work Area Traffic Control Handbook (WATCH) between Tuesday, October 22, 2019 and Thursday, October 24, 2019.

2.7 DRILLING, SAMPLING, AND LOGGING

A field crew comprised of Stantec, Moore Twining Associates, ABC Liovin Drilling, Inc., and Middle Earth Geo Testing personnel executed the drilling, sampling and CPT operations. The field crew included a driller and driller’s helper for Moore Twining Associates, ABC Liovin Drilling, Inc., \\us0385-ppfss01\workgroup\1755\active\184031016 friant-kern canal\task 2\clerical\gdr\gdr_final_20200519\184031016_fkc_gdr_final_20200519.docx and Middle Earth Geo Testing, and a Stantec field engineer to log soil materials and supervise drilling/testing operations. The sampling and logging were performed in general accordance with ASTM D2488 and D5434, as applicable.

2.8 DRILLING

Borings were completed using HSA techniques. Three-and-a-quarter-inch inner diameter hollow-stem augers were used for the majority of the project borings. Four-and-a-quarter-inch inner diameter augers were used at piezometer installation locations to support the installation of the 2-inch piezometers. Refer to Section 2.14 for more information regarding the installation of the piezometers.

At the desired sample depth, the center plug was withdrawn, and a sampler (such as an SPT, MC, or Shelby Tube) was lowered down to the drilled depth and advanced to collect the desired soil samples.

2.9 SAMPLING PROCEDURES

Disturbed SPT and relatively undisturbed MC samples were collected during the advancement of borings B-1 through B-505. A total of five hundred six (506) SPT and four hundred ten (410) MC samples were collected. Additionally, one hundred thirty-one (131) bulk samples were collected in the upper five feet of each boring. The SPT and MC sampling were performed in general accordance with ASTM D1586 and D3550, respectively. The majority of the SPT and MC samples were completed at approximately 5-foot intervals. The SPT and MC samples were driven 18-inches with a 140-pound automatic hammer with a drop height of 30-inches.

Hammer energy measurements are periodically performed on the drill rigs that were used on this project. The hammer energy was measured within 12 months of the explorations. The average hammer efficiencies in the reports provided to us were between approximately 79% and 89%.

The specific average hammer efficiencies for each drill rig used for the geotechnical borings are shown on the boring logs in Appendix D.

The average hammer efficiency for each drill rig was used to convert the raw field SPT N-Values (blows/foot) to SPT N60 N-Values (blows/foot standardized for 60% energy efficiency). This N60 value was used to estimate the in situ consistency of cohesive soils and the apparent density of granular soils. Due to the larger diameter of the MC sampler, the Burmister (1948) energy-area equation was used to calculate a correction factor of 0.65 to correlate the MC’s N60 value to an SPT N60 value.

A total of six (6) undisturbed Shelby tube samples were obtained at selected intervals in six borings (B-2, B-4, B-7A, B-201, B-301A, and B-322) for subsequent laboratory testing. Shelby tube sampling was performed within the fill and alluvium in accordance with ASTM D1587 by mechanically pushing a 30-inch long steel, thin-walled Shelby tube with sharpened cutting

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2.10 SAMPLE QUALITY AND DISTURBANCE

The six (6) Shelby tube samples from the investigation typically achieved moderate to good recovery (approximately 1.0 to 2.0 feet of recovery). The majority of SPT and CM samples also had moderate to full recovery.

2.11 SAMPLE HANDLING AND STORAGE PROCEDURES

Handling, transportation and storage of soil samples was undertaken in general accordance with ASTM D4220 to reduce disturbance. The Shelby tube samples were capped and sealed at both ends with plastic end caps and electrical tape. The Shelby tube samples were kept in the vertical position during transportation and storage. Samples obtained from the SPT and MC samplers were immediately placed in sealed plastic bags and plastic MC sample containers, respectively, to reduce the potential for drying. All samples were transported to a Stantec sample storage location in Porterville, CA or San Diego, CA and samples assigned for testing were then taken to AP Engineering and Testing, Inc. in Pomona, CA.

2.12 CONE PENETRATION TESTING

Cone Penetration Testing (CPT) was performed in general accordance with ASTM D5778. The CPT involves hydraulically pushing a stainless steel cone with a cross sectional area of 15 cm2 attached to 38 mm diameter rods into the ground at a rate of 2 cm/s. The CPTs were advanced using a 25-ton truck. Relatively continuous tip, side friction, and dynamic pore pressure data were collected at each CPT sounding. Pore pressure dissipation tests were completed at select CPT locations to approximate the ground water depths, as applicable. A summary of information pertaining to the CPTs are presented in Appendix D. The CPT logs are presented in Appendix E.

2.13 COMPLETION AND BACKFILLING

Borings were backfilled with neat cement grout or cement bentonite grout and the CPTs were backfilled with bentonite pellets or cement bentonite grout immediately upon completion of the explorations. Borings and CPTs were completed at the surface with either cold patch asphalt where asphalt was present, quick set (DOT approved) concrete painted black when in a county drive lane, or auger cuttings to match existing and surrounding surface conditions, as applicable.

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2.14 PIEZOMETER INSTALLATION

Sixteen standpipe piezometers were installed during the investigation. Six were installed after encountering groundwater and 10 were installed after observing dry conditions. Piezometers were installed with 2-inch diameter polyvinyl chloride (PVC) risers, 10-foot 0.020-inch slotted PVC screen, backfilled around the screen with No. 3 manufactured sand, sealed with a 2-foot thick bentonite seal above the screen, backfilled around the riser pipe with neat cement grout, and finished at the surface with a traffic rated flush mount metal manhole cover. A typical piezometer installation detail is shown in Appendix D and specific installation depths/dimensions are shown on the boring logs.

2.15 EXCESS SOIL

Investigation derived soil materials (auger cuttings) were spread in a thin layer near each exploration location as conveyed to FWA personnel, Tulare County RMA personnel, and private landowners.

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3.0 SUBSURFACE CONDITIONS

The material encountered in the borings and CPT soundings consisted of Fill and Alluvium. The following is a brief summary of the observed subsurface conditions. For detailed subsurface conditions, refer to the boring logs in Appendix D. For interpretation of the subsurface conditions and discussion of the general subsurface trends, refer to the GIR (Stantec, 2020c).

3.1 TILL ZONE

A till zone was encountered at borings B-402 and B-426 as presented in Figures B.2.3 and B.2.10, respectively. The till zone is the surficial soil zone that has been tilled with mechanical agricultural equipment to produce soil characteristics conducive to crop growth. Till zone typically includes organic materials such as topsoil, roots from previously harvested crops, and other fertilizers/additives. The limited till zone encountered at the project site was observed to be up to approximately 0.5 feet thick and consisted of loose, light brown to dark brown soil with varying amounts of sand, clay, silt, gravel, and trace organics.

3.2 FILL

Fill was observed within 82 of the 138 borings. Fill was typically encountered at explorations advanced through the existing canal embankment and at the existing canal crossing roadway approaches. The fill soils were observed to be variable both laterally and vertically. A wide range of soil types were observed ranging from clean sands to clayey soils with the predominant material being clayey sand. Soil consistencies (fine grained soil) and apparent densities (coarse grained soil) were based on the SPT and MC blow counts. The soil consistency generally ranged from very soft to hard, and the apparent density generally ranged from very loose to very dense.

3.3 ALLUVIUM

Underlying the till zone or fill (where applicable), alluvium was encountered at all 138 boring locations. The alluvium was observed to be variable both laterally and vertically. A wide range of soil types were observed within the alluvium ranging from clean sands to clayey soils. Soil consistencies (fine grained soil) and apparent densities (coarse grained soil) were based on the SPT and MC blow counts. The soil consistency generally ranged from very soft to hard, and the apparent density generally ranged from very loose to very dense. Additionally, cemented alluvial material was observed in 78 borings with varying depths, consistency, and thicknesses.

3.4 OBSERVED GROUNDWATER CONDITIONS

Groundwater was observed at eight (8) exploration locations (six borings and two CPTs) during drilling operations and 2-inch diameter standpipe piezometers were installed either at the completion of the exploration or within nearby borings shortly thereafter. Five (5) of the eight (8) exploration locations that encountered groundwater (B-229B, B-231A, B-401, B-301A, and CPT-

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302) were located near Tule River and had a minimum depth to water level of 31 feet BGS.

Stantec personnel observed ongoing water deliveries from the FKC to Tule River during the initial drilling and the December 2019 water level readings, however, water deliveries were not observed at Tule River during the January 2020 water level readings. Three of the eight exploration locations that encountered groundwater (B-410, B-501, and CPT-501) were located at or near Deer Creek and had a minimum depth to water level of 10.7 feet BGS. Water deliveries at Deer Creek were ongoing at the time of the investigation and water deliveries stopped on December 31, 2019.

Stantec personnel obtained additional groundwater level measurements on December 4 and 5, 2019 and January 14, 2020. During the December 4 and 5, 2019 readings, the groundwater levels were generally similar to those observed during drilling. During the January 14, 2020 readings, only B-401/P-401 (located 0.06 miles south of Tule River) had measurable groundwater at a depth of 32.4 feet BGS. Several of the piezometers were installed in dry borings in anticipation that groundwater may potentially be present in the future.

In addition to the groundwater levels discussed above, several samples had near 100% saturation based on the observed densities, observed moisture contents, and assumed specific gravity. The moisture content of these samples could be indicative of perched groundwater conditions within the embankment fill or underlying alluvial materials. A summary plot showing samples with saturation levels of 95% and greater is provided in Figure G.14 in Appendix G.

A summary of the piezometer locations and observed groundwater conditions is presented in Table 2. Piezometer details are shown on the boring logs presented in Appendix D.

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Table 2 Piezometer Locations and/or Observed Groundwater Conditions

Boring, Piezometer or CPT3/Canal Segment4

Approx.

Canal MP

Northing1

(ft) Easting1

(ft)

Ground Elevation1

(ft)

Canal Invert Elevation1/5

(ft)

Groundwater Elevation (ft)2

Exploration Date

During Drilling

Dec. 4 or 5, 2019

Jan. 14, B-229/EC 94.96 1913186 6537389 415.4 394.3 11/4/2019 379.9 N/E N/E

B-229B/P-

229B/EC 94.96 1913181 6537386 415.3 394.3 11/19/2019 N/E N/E N/E

B-231/EC 95.47 1910866 6536024 414.8 393.6 11/4/2019 383.8 N/E N/E

B-231A/P-

231A/EC 95.47 1910858 6536019 414.8 393.6 11/14/2019 382.3 381.8 N/E

B-238/P-

238/EC 120.49 1788613 6507483 404.6 383.6 11/12/2019 N/E N/E N/E

B-244/P-

244/EC 115.85 1812582 6508846 406.4 383.3 11/12/2019 N/E N/E N/E

B-252/P-

252/EC 119.23 1794908 6508961 395.6 384.1 11/5/2019 N/E N/E N/E

B-301A/P-

301A/PC 96.24 1907186 6534323 406.6 390.1 11/13/2019 373.6 N/E N/E

CPT-302/PC 96.27 1907037 6534314 413.2 390.1 11/14/2019 377.2 N/A N/A

B-303/P-

303/PC 97.35 1901812 6533073 409.4 389.7 10/25/2019 N/E N/E N/E

B-306/P-

306/PC 98.36 1896475 6532909 408.6 389.3 10/28/2019 N/E N/E N/E

B-311/P-

311/PC 101.64 1880740 6530102 405.7 388.1 10/28/2019 N/E N/E N/E

B-318/P-

318/PC 103.76 1869591 6529828 397.2 385.0 11/4/2019 N/E N/E N/E

B-320/P-

320/PC 104.96 1864842 6525890 402.6 384.6 10/28/2019 N/E N/E N/E

B-330/P-

330/PC 110.57 1838480 6514699 406.2 384.5 11/6/2019 N/E N/E N/E

B-337/P-

337/EC 114.72 1817548 6511505 406.4 383.7 11/11/2019 N/E N/E N/E

B-401/P-

401/PC 95.77 1909402 6535371 414.5 390.3 10/29/2019 381.5 385.0 381.5

B-410/P-

410/PC 102.49 1876263 6530172 404.7 385.8 11/7/2019 378.7 379.7 N/E

B-501/P-

501/PC 102.70 1875157 6530163 403.8 385.7 11/7/2019 388.8 385.9 N/E

CPT-501/PC 102.70 1875148 6530160 403.9 385.7 11/15/2019 393.1 N/A N/A

1. Northings and Eastings are provided in CA State Plane Zone 4 and elevations are provided in NAVD 88.

Refer to Section 2.2 for information regarding the approximate exploration locations and elevations.

2. N/E = Not Encountered; N/A = Not Applicable

3. Highlighted locations are near Tule River

4. EC = Enlarged Canal; PC = Parallel Canal

5. Existing invert elevation in EC section, Proposed invert elevation in PC section

Laboratory Testing

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4.0 LABORATORY TESTING

4.1 GENERAL

A geotechnical laboratory testing program was performed to supplement the visual classifications of the soil samples and to measure pertinent engineering properties of the soil samples. Geotechnical laboratory testing was performed in accordance with applicable ASTM International procedures and/or laboratory equipment manufacturer’s recommended test procedures. The laboratory test results are presented in Appendix F.

An overview of the laboratory testing completed for the borings is presented in Table 3. A detailed summary of the laboratory testing is presented in Table F.1 of Appendix F.

Laboratory Testing May 20, 2020

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Table 3. Summary of Laboratory Tests

Laboratory Test Number of Tests Applicable Test Standard

In-Situ Water Content 519 ASTM D2216

In-Situ Unit Weight of Soil 182 ASTM D7263

Remolded Moisture Density Relationships 31 ASTM D698 and D1557

Grain Size - Sieve and Hydrometer 79 ASTM D6913 and D7928

#200 Wash 187 ASTM 1140

Atterberg Limits 137 ASTM D4318 (Method A)

Direct Shear 77 ASTM D3080

Flexible Wall Hydraulic Permeability 5 ASTM D5084 Method A

Rigid Wall Hydraulic Conductivity 1 ASTM D2434 pH 31 CA DOT #643

Sulphate 31 CA DOT #417

Chloride 31 CA DOT #422

Minimum Resistivity 31 CA DOT #643

Consolidation 10 ASTM D2435

R-Value 18 ASTM D2844

Pinhole Dispersion 3 ASTM 4647 (Method A)

Expansion Index 7 ASTM D4829

Unconsolidated Undrained (UU) Triaxial 1 ASTM D2850

Laboratory Pocket Penetrometer 1 ASTM WK27337

Laboratory Torvane 1 ASTM D8121

Laboratory Test Summary and Data Plots May 20, 2020

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5.0 LABORATORY TEST SUMMARY AND DATA PLOTS

A summary of completed lab tests and their results (as applicable) are presented in Table F.1 of Appendix F. To better visualize the data obtained from the geotechnical explorations and lab testing, 15 summary plots (Figures G.1 through G.16) have been developed to show boring and laboratory data on elevation vs proposed stationing plots. These summary plots are presented in Appendix G.

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GEOTECHNICAL DATA REPORT

Historical Information May 20, 2020

6.0 HISTORICAL INFORMATION

Available historical geotechnical information has been compiled and is included in Appendix H.

The following sections include brief descriptions of the historical information. The approximate locations of these explorations are shown on the Exploration Location Maps presented in Appendix B.

6.1 1940S GEOTECHNICAL BORINGS (USBR, 1947)

As part of the 1940s FKC design, 36 borings were conducted at select locations within the project extents (MP 88.2 to 119.4). These borings are presented in the original canal construction documents. The actual locations of the borings are not identified on the construction documents. We have assumed the borings are located in the center of the canal and have located them as such on the Exploration Location Maps in Appendix B.

The borings are not labeled but are identified in the construction drawings with canal station numbers. We have converted these canal station numbers to canal mileposts and have identified each boring with its milepost designation. For example, the most northerly historical boring within the project limits is located at approximate milepost 88.7. This boring is labeled H-88.7 on the Exploration Location Maps at that particular milepost. Table H.1 presented in Appendix H correlates the canal station identified on the historical boring logs to the milepost where the historical boring has been located on the Exploration Location Maps.

6.2 1970S LINER RAISE BORINGS (USBR, 1975)

Thirteen bucket auger borings were conducted on the west side of the existing canal near MP 100 to characterize the borrow source for the 1970s liner raise. This borrow area later became and is now the Mid Valley Disposal Site landfill.

6.3 FWA PUMP BACK STATION BORINGS (BSK, 2018)

Nine borings were conducted by BSK Associates in 2018 for FWA on the east side of the canal near Deer Creek and the west side of the canal near Lake Woollomes for the proposed pump back station(s).

6.4 DEID AVENUE 24 AND ROAD 176 BSK RECHARGE BASIN

b BORINGS (BSK, 2019)

Eighteen borings were conducted by BSK Associates for the Delano Earlimart Irrigation District (DEID) in August of 2019 on the west side of the canal near MP 115 for a proposed recharge basin. The site is located at the southwest corner of the intersection of Avenue 24 and Road 176.

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GEOTECHNICAL DATA REPORT

Historical Information May 20, 2020

6.5 TBID RECHARGE BASIN TEST PIT LOGS (STANTEC, 2020a)

Thirteen test pits were conducted by Stantec in November 2019 for the Terra Bella Irrigation District (TBID) on the east side of the canal near MP 102 (just north of Deer Creek). The test pits were conducted for a potential recharge basin and the site is also being considered as a borrow source for the proposed FKC Middle Reach Capacity Correction modifications.

Closure

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7.0 CLOSURE

This report was prepared for the exclusive use of Friant and their agents for specific application to the FKC Middle Reach Capacity Correction Project. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Stantec.

We trust that this report meets your present requirements. If you have any questions or require additional information, please do not hesitate to contact our office.

References

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8.0 REFERENCES

American Society for Testing and Materials (ASTM), 2008, Annual Book of ASTM Standards, Volume 04.08, Construction: Soil and Rock (I), Standards D 420 - D 5876.

BSK Associates – Tulare County, California. “Friant-Kern Canal Pump Back Station Boring Logs” (2018)

BSK Associates – Tulare County, California. “Delano Earlimart Irrigation District (DEID) Recharge Basin Boring Logs” (2019)

Burmister, D. M., “The Importance and Practical Use of Relative Density in Soil Mechanics:

Proceedings ASTM, Vol. 48, p. 1249.” (1948)

California Department of Transportation. “California Test 417 - Method of Testing Soils and Waters for Sulfate Content” (2014)

California Department of Transportation. “California Test 422 - Method of Testing Soils and Waters for Chloride Content” (2014)

California Department of Transportation. “California Test 643 - Method for Determining Field and Laboratory Resistivity and pH Measurements for Soil and Water” (2007)

California Division of Mines and Geology. “Geologic Map of California: Bakersfield Sheet” (1964)

California Division of Mines and Geology. “Geologic Map of California: Fresno Sheet” (1965)

Stantec – Tulare County, California. “Terra-Bella Irrigation District Recharge Basin Geotechnical Data Report.” (2020a)

Stantec – Tulare County, California. “Friant-Kern Canal Middle Reach Capacity Correction Draft Geotechnical Interpretive Report.” (2020c)

United States Department of Agriculture. “Tulare County, Western Part, California (CA659)” (2018)

United States Department of the Interior Bureau of Reclamation - Central Valley Project - California. “Friant-Kern Canal – STA. 4646+06 to STA 6011+89” (1947)

United States Department of the Interior Bureau of Reclamation - Central Valley Project - California. “Friant-Kern Canal – Lining Rehabilitation at Bridges and Bridge Raise” (1975)

Appendix A

STATEMENT OF GENERAL CONDITIONS

USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Stantec and the Client.

Any use which a third party makes of this report is the responsibility of such third party.

BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Stantec’s present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Stantec is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions.

STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state or province of execution for the specific professional service provided to the Client. No other warranty is made.

INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Stantec at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use.

VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Stantec must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Stantec will not be responsible to any party for damages incurred as a result of failing to notify Stantec that differing site or sub-surface conditions are present upon becoming aware of such conditions.

PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Stantec, sufficiently ahead of initiating the next project stage (property acquisition, bidding, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub-subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Stantec cannot be responsible for site work carried out without being present.

jkeeney Image

Appendix B

EXPLORATION LOCATION MAPS

Appendix C

GEOLOGIC MAP

Ave 192

L

Porterville m grMz m grMz m

Poplar Ave/ Ave 144 (CA-190)

Pacific

Ocean

E Terra Bella Ave (J24)

Nevada

Q

Sierra Ave/ Ave 56 J22

= Project Area - Canal Enlargement

= Project Area - Canal Realignment

--- Canal/Conveyance

Major Highway

County Boundaries tJ

Check Station

Cities

Mile Marker

Oiscbimer: SIOJYl&e assumes no res,»Mibiity lo, dolO suppled in el&cl'onle lormot Ille recipient ocoepts lul re1-ponSibilry tor -.erlfying the ¢C¢uf0C)' On(:I «,mp�l¢nC1-'$ C)I lhe d(llO, lhe ted�t f¢1e�S Stont«:, itsolfieen, ¢Mpk)yee-1, CQn$\11onh and ogent,. lre)m c,ny(ltl(:I Olcklm, OnSing in anyway t,¢,m lhC contenl o, �.,;)Ion of 1he dolo.

Q

0 0.5

Qoa a

Qoa

Ave 8

Staniec (2018) Geotechnical Borings & CPTs

Staniec (2019 & 2020) Geotechnical Borings & CPTs

Mlle, N

1:157,424 (At Otlginol document ,;ze of 11 x 17) m mv grMz

Terra Bella

QPc m grMz

Qoa - Older alluvium, lake, playa, and terrace deposits.

Q - Alluvium, lake, playa, and terrace deposits;

unconsolidated and semi-consolidated.

QPe - Pliocene and/or

Pleistocene sandstone. shale.

and gravel deposits; mostly loosely consolidated.

Tc - Undivided Tertiary sandstone. shale.

co nglomerate. breccia, and ancient lake deposits.

QP

M • Sandstone, shale, siltstone, conglomerate. and breccia; moderately to well consolidated.

mv • Undivided pre-Cenozoic metavolcanic rocks. Includes latite, dacite, tuff, and greenstone: commonly schistose.

grMz - Mesozoic granite, quartz monzonite, granodiorite, and quartz diorite.

um • Ultramafic rocks, mostty serpentine. Minor peridotite.

gabbro, and diabase: chiefly Mesozoic.

gb - Gabbro and dark dioritic rocks; chiefly Mesozoic.

m - Undivided pre-Cenozoic metasedimentary and metavolcanic rocks of great variety.

() Stantec ,,iant WA.TIii A.UTHOIIITT

C.1 - Geologic Map

"'<>.I•<• to,cotlon lulOfe ond K;em COVflfle'$. CA 7,5' USGS Quadrangles

Porte,vrue. Col,Yomlo /1971/ SousoJito School Colffomio (1971} Ducor, Califomio I 1972)

Client/Projeet

Frianl Water Authority

18�1016

Preporec:t by SC Pon 2019.10,29 UpdOfed by SC Pon 2020-04·22

Friont-Kern Canal Middle Reach Capacity Correction

Project

Notes 1. Coar<1no1e Sy\sem: CA SP zone .t

2. $tonlec;, 2020. tsltl Mqof �ods. ESRI fflOgCfY

Appendix D

BORING LOGS

Table D.1- Boring and CPT Location Summary

Exploration Segment Purpose Exploration Depth

(ft)* Fill Depth

(ft)* Original

Mile Post* Northing (ft)* Easting (ft)* Elevation (ft)*

B-1 2 Initial Characterization 36.5 9.5 97.63 1900361 6532886 409.8 B-2 3 Initial Characterization 36.5 14.5 104.03 1868950 6528579 404.5 B-3 3 Initial Characterization 36.5 15.5 106.07 1860142 6522388 404.9 B-4 3 Initial Characterization 46.5 12.7 107.26 1854660 6519363 405.1 B-5 3 Initial Characterization 36.5 9.5 108.90 1846568 6517622 405.9 B-6 3 Initial Characterization 36.5 10.5 108.91 1846561 6517737 405.6 B-7 3 Initial Characterization 11.5 12.0 110.34 1839679 6514773 407.7

B-7A 3 Initial Characterization 36.5 12.0 110.34 1839674 6514772 407.7 B-8 4A Initial Characterization 36.5 12.0 115.61 1813876 6508708 407.5 B-9 4A Initial Characterization 21.5 N/A 115.61 1813874 6508667 397.9

CPT-1 2 Initial Characterization 38.1 9.5 97.62 1900369 6532886 409.8 CPT-2 3 Initial Characterization 38.1 14.5 104.03 1868954 6528583 404.5 CPT-3 3 Initial Characterization 37.9 15.5 106.07 1860147 6522392 405.0 CPT-4 3 Initial Characterization 47.2 12.7 107.26 1854665 6519370 405.1 CPT-5 3 Initial Characterization 37.7 12.0 110.34 1839691 6514776 407.7 CPT-6 4A Initial Characterization 37.9 12.0 115.61 1813882 6508707 407.5 CPT-7 4A Initial Characterization 21.5 N/A 115.61 1813883 6508666 398.0 B-116 2 Borrow 16.5 8.1 95.97 1908525 6534775 413.6 B-117 2 Borrow 16.5 9.3 96.81 1904686 6532917 412.2 B-118 2 Borrow 16.5 6.3 98.99 1893138 6532736 408.7 B-119 2 Borrow 16.5 13.9 100.54 1886544 6529984 407.3 B-120 2 Borrow 16.5 10.6 102.00 1878843 6529977 406.4 B-121 3 Borrow 16.5 10.9 103.50 1870910 6530047 405.0 B-122 3 Borrow 16.5 10.9 105.00 1864777 6525600 404.2 B-123 3 Borrow 16.5 13.5 107.00 1855785 6520090 405.2 B-124 3 Borrow 16.5 14.1 107.88 1851575 6518849 405.0 B-125 3 Borrow 16.5 9.6 110.03 1841237 6515262 407.1 B-126 3 Borrow 16.5 14.7 111.00 1836312 6514061 406.8 B-127 3 Borrow 16.5 7.0 112.00 1831115 6513669 405.3 B-128 4A Borrow 16.5 7.3 114.00 1821089 6512178 406.4 B-129 4A Borrow 16.5 8.7 115.00 1816334 6510700 407.5 B-201 1 Canal Enlargement 36.4 N/A 88.23 1943701 6544320 416.5 B-202 1 Canal Enlargement 36.4 4.2 88.23 1943702 6544348 420.7 B-203 1 Canal Enlargement 36.5 7.5 88.49 1942368 6544503 422.1 B-204 1 Canal Enlargement 16.5 N/A 88.49 1942366 6544542 414.6 B-205 1 Canal Enlargement 16.5 N/A 89.00 1939662 6544396 410.8 B-206 1 Canal Enlargement 36.5 9.3 89.00 1939657 6544435 420.1 B-207 1 Canal Enlargement 36.3 5.1 89.50 1938033 6545917 421.2 B-208 1 Canal Enlargement 16.5 N/A 89.50 1938074 6545912 416.1 B-209 1 Canal Enlargement 16.5 N/A 90.00 1935900 6547190 407.3 B-210 1 Canal Enlargement 36.4 11.9 90.00 1935912 6547227 419.2 B-211 1 Canal Enlargement 36.5 6.3 90.45 1933753 6546487 419.3 B-212 1 Canal Enlargement 16.5 N/A 90.45 1933725 6546533 413.0 B-213 1 Canal Enlargement 36.5 8.2 91.00 1931292 6545141 418.3 B-214 1 Canal Enlargement 36.3 7.4 91.00 1931299 6545268 418.3 B-215 1 Canal Enlargement 36.3 7.9 91.63 1927955 6545003 417.7 B-216 1 Canal Enlargement 17.8 N/A 91.63 1927943 6545036 409.8 B-217 1 Canal Enlargement 15.9 9.5 92.00 1926096 6544513 418.2 B-218 1 Canal Enlargement 36.4 8.9 91.95 1926322 6544673 416.9 B-219 1 Canal Enlargement 36.4 12.3 92.48 1923541 6544618 416.8 B-220 1 Canal Enlargement 16.5 N/A 92.48 1923539 6544648 405.0 B-221 1 Canal Enlargement 15.8 N/A 93.00 1920934 6543907 408.2 B-222 1 Canal Enlargement 36.5 8.4 93.00 1920921 6543930 416.6 B-223 1 Canal Enlargement 36.5 7.3 93.59 1918794 6541800 416.6 B-224 1 Canal Enlargement 16.5 N/A 93.59 1918763 6541834 409.4 B-225 1 Canal Enlargement 16.5 N/A 93.98 1917029 6540824 408.8 B-226 1 Canal Enlargement 36.5 8.5 93.98 1917002 6540855 417.3 B-227 1 Canal Enlargement 36.5 6.0 94.49 1915021 6539033 416.3 B-228 1 Canal Enlargement 16.5 N/A 94.49 1914989 6539064 410.3 B-229 1 Canal Enlargement 36.5 8.4 94.96 1913186 6537389 415.4

B-229A 1 Canal Enlargement 2.4 8.4 94.96 1913177 6537383 415.3 B-229B/P-229B 1 Canal Enlargement 35.0 8.4 94.96 1913181 6537386 415.3

B-230 1 Canal…