Attachment 12 - Geotechnical Data Report Terra Bella Irrigation District.pdf

GEOTECHNICAL DATA REPORT

Terra Bella Irrigation District, 160 Acre

Parcel, Tulare County, California

Prepared for:

Terra Bella Irrigation District

24790 Avenue 95, Terra Bella, California 93270

Prepared by:

Stantec Consulting Services Inc.

9665 Granite Ridge Drive Suite 220

San Diego CA 92123-2636

February 13, 2020 rpt_000_let_184031016

Attn: Mr. Sean Geivet Terra Bella Irrigation District Via Email sgeivet@ocsnet.net

Re: Geotechnical Data Report Proposed Recharge Basin Terra Bella Irrigation District 160 Acres parcel Deer Creek at Friant Kern Canal Tulare County, California

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

Stantec appreciates the opportunity to provide these engineering services for Terra Bella Irrigation District. If you have any questions or require additional information, please contact our office.

Sincerely, STANTEC CONSULTING SERVICES INC.

Reviewed by:

Jordan Keeney, PE Maurice Amendolagine, PE, GE Associate Civil Engineer Principal Geotechnical Engineer Phone: (916) 250-7751 Phone: (858) 633-4296 Email: Jordan.Keeney@Stantec.com Email: Maurice.Amendolagine@Stantec.com

TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Sign-off Page February 13, 2020

This document entitled GEOTECHNICAL DATA REPORT – Terra Bella Irrigation District was prepared by Stantec Consulting Services Inc. (“Stantec”) for the account of Terra Bella Irrigation District (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.

Prepared by (signature)

Jordan Keeney, PE

Checked by (signature)

Maurice Amendolagine, PE, GE

Reviewed by (signature)

Dan Back, PE, GE

Table of Contents February 13, 2020 gr v:\1755\active\185804626 tbid\report\185804626_tbid_gdr_20200213_draft.docx i

Table of Contents

1.0 INTRODUCTION

1.1 PROJECT DESCRIPTION

1.2 PURPOSE AND SCOPE OF WORK

1.3 SITE DESCRIPTION

2.0 SUBSURFACE INVESTIGATION

2.1 GENERAL

2.2 TEST PIT LOCATIONS AND SUMMARY

2.3 UTILITY CLEARANCE

2.4 TEST PIT OPERATIONS

2.5 BACKFILLING

3.0 SUBSURFACE CONDITIONS

3.1 TILL ZONE

3.2 BURIED TOPSOIL

3.3 ALLUVIUM

3.4 GROUNDWATER CONDITIONS

4.0 LABORATORY TESTING

5.0 CLOSURE

6.0 REFERENCES

LIST OF TABLES

Table 1 Summary of Test Pits Table 2 Summary of Laboratory Tests

LIST OF APPENDICES

APPENDIX A STATEMENT OF GENERAL CONDITIONS

APPENDIX B SITE LOCATION PLAN

APPENDIX C TEST PIT LOCATION PLAN

APPENDIX D GEOLOGIC MAP

APPENDIX E TEST PIT LOGS

APPENDIX F LABORATORY SOIL TESTING RESULTS - AP ENGINEERING AND

TESTING

APPENDIX G TEST PIT PHOTO LOG

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TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

List of Acronyms February 13, 2020

List of Acronyms

CDMG California Division of Mines and Geology FKC Friant-Kern Canal FWA Friant Water Authority GPS Global Positioning System PP Pocket Penetrometer TBID Terra Bella Irrigation District USA North Northern California Underground Service Alert v:\1755\active\185804626 tbid\report\185804626_tbid_gdr_20200213_draft.docx 2

TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Introduction February 13, 2020

1.0 INTRODUCTION

Stantec Consulting Inc. (Stantec) prepared this Geotechnical Data Report (GDR) for the geotechnical investigation services outlined in the contract between Terra Bella Irrigation District (TBID) and Stantec (Professional Services Agreement for TBID Geotechnical Investigation and Data Report dated October 18, 2019). This report provides factual data from the geotechnical investigation.

This report includes a summary of the geotechnical investigation activities, description of sampling and field tests, laboratory test results, and groundwater conditions.

1.1 PROJECT DESCRIPTION

We understand TBID is planning to construct a recharge basin at this project site. Excavated materials from the recharge basin are being considered as a potential borrow source for the adjacent Friant Kern Canal (FKC) Middle Reach Capacity Correction Project. No further information has been provided to us.

1.2 PURPOSE AND SCOPE OF WORK

The purpose of this report is to determine the subsurface conditions at 12 selected locations. Our scope of work did not include geotechnical evaluation, analysis, or recommendations for the proposed recharge basin or for suitability of use in the proposed modifications to the FKC.

Our scope of work consisted of the following:

• Perform a site reconnaissance to evaluate general site conditions,

• Perform a field subsurface exploration program consisting of excavating 12 test pits to depths of up to approximately 12 feet below ground surface.

• Perform geotechnical laboratory tests on selected samples,

• Preparation of this Geotechnical Data Report summarizing the investigation and presentation of laboratory test results.

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TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Introduction February 13, 2020

1.3 SITE DESCRIPTION

The regional setting at the project site generally consists of rural agricultural farming communities. The project site is approximately rectangular in shape and encompasses approximately 160 acres. The property is being considered as a recharge basin and as a potential borrow source for future modifications to the adjacent Friant Kern Canal (FKC). The site is bounded to the west by the FKC, to the south by existing recharge basins and Deer Creek, and to the north and east by existing farmland. The site was fallow and was not being used as farmland at the time of the geotechnical investigation.

Based on a review of geologic maps, subsurface conditions in the site vicinity includes Pleistocene and Pleistocene-Holocene Alluvium of the Quaternary Period (California Geological Survey, 2017 and California Division of Mines and Geology, 1964).

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TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Subsurface Investigation February 13, 2020

2.0 SUBSURFACE INVESTIGATION

2.1 GENERAL

The geotechnical investigation was performed between November 7 and November 15, 2019 and included excavation of 12 test pits using track mounted excavators.

A site location plan showing the project site in relation to nearby cities and topographic features is presented in Appendix B. A test pit location plan showing the approximate test pit locations is presented in Appendix C. A geologic map of the project area, prepared by the California Division of Mines and Geology (CDMG) is presented in Appendix D. Test pit logs and lab testing results are presented in Appendices E and F, respectively. Select photos showing some of the investigation activities are presented in Appendix G.

2.2 TEST PIT LOCATIONS AND SUMMARY

Subsurface exploration coordinates and their approximate locations were predetermined by Stantec to obtain general coverage of the project site and were located and staked in the field using handheld a global positioning system (GPS) device. Elevations of the test pits were obtained using the approximate exploration locations in Google Earth™. A summary of the test pit locations, elevations and excavation depths are presented in Table 1.

Table 1 Summary of Test Pits

Test Pit ID

Latitude

Longitude (°) Northing (ft) Easting (ft)

Ground Elevation**

(ft) Depth

(ft)

TP-1 35.98498 -119.105 6530633 1877666 398 12.5

TP-2 35.98486 -119.101 6531697 1877618 403 12.0

TP-3 35.98483 -119.097 6532847 1877608 406 12.0

TP-4 35.98486 -119.094 6533786 1877598 411 12.0

TP-5 35.98483 -119.091 6534766 1877606 412 11.7

TP-6 35.98334 -119.105 6530619 1877067 400 11.0

TP-7 35.98331 -119.101 6531678 1877057 401 12.5

TP-8 35.98329 -119.097 6532842 1877048 408 12.0

TP-9 35.98329 -119.094 6533800 1877046 404 11.8

TP-10 35.98324 -119.091 6534733 1877029 415 11.0

TP-11 35.98213 -119.093 6534211 1876622 412 11.0

TP-12 35.98156 -119.091 6534733 1876414 412 11.7

* Northings and Easting are provided in CA State Plane Zone 4 coordinates.

** Test Pit elevations were obtained using Google Earth™ and should be considered approximate.

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TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Subsurface Investigation February 13, 2020

2.3 UTILITY CLEARANCE

After the staking of the proposed test pit locations and prior to commencing excavation of test pits, 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 locations were then checked by the relevant public utility locators and no underground utility conflicts were reported to us.

2.4 TEST PIT OPERATIONS

Test pit excavations were performed with tracked excavators. A Stantec geologist collected, logged, and secured samples from the test pits in general accordance with ASTM D2488 and D5434, as applicable.

2.5 BACKFILLING

Test pits were backfilled with the native soil from the excavations. Limited compaction of the backfill was performed every 1-2 feet with the bucket of the excavator.

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TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Subsurface Conditions February 13, 2020

3.0 SUBSURFACE CONDITIONS

The following is a brief summary of the observed subsurface conditions. For detailed subsurface conditions, refer to the test pit logs in Appendix E.

3.1 TILL ZONE

A till zone was encountered at all 12 of the test pit locations. 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 till zone at the project site was observed to be up to approximately 1.5 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 BURIED TOPSOIL

Buried topsoil was encountered below the till zone at one (1) of the 12 test pit locations. The buried topsoil was observed from approximately 1.5 to 2 feet below the ground surface within the TP-11 excavation and consisted of a dark brown to black mass of fine roots and organic soil.

3.3 ALLUVIUM

Underlying the till zone and buried topsoil (where applicable), alluvium soils were encountered at all 12 of the test pit locations. The alluvium soils were observed to be variable both horizontally and by depth. A wide range of soil types were observed ranging from clean sands to clayey soils. Soil consistency was estimated by the use of a pocket penetrometer (PP) and relative difficulty in excavation. The soil consistency generally ranged from stiff to hard in cohesive soils, or loose to very dense in non-cohesive soils across the site. Additionally, cemented material was observed in 10 of the 12 test pits with varying depths, consistency, and thicknesses.

3.4 GROUNDWATER CONDITIONS

Groundwater was not observed in any of the test pits performed during this investigation.

Although groundwater was not observed, seasonal groundwater conditions may vary at the project site due to the proximity to Deer Creek.

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4.0 LABORATORY TESTING

Laboratory testing was performed on selected samples to supplement the visual soil classification and to estimate the pertinent soil engineering properties. Geotechnical laboratory testing was performed in accordance with applicable ASTM International procedures and/or laboratory equipment manufacturer’s recommended test procedures. Laboratory testing was performed by AP Engineering and Testing, Inc. in Pomona, CA. Laboratory test results are presented in Appendix F.

A summary of laboratory testing completed for the investigation is presented in Appendix F.

Table 2 Summary of Laboratory Tests

Laboratory Test Number of Tests

Moisture Content 18

Remolded Moisture Density Relationships 3

Grain Size - Sieve 13

Grain Size – #200 Wash 3

Atterberg Limits 8

Direct Shear 3 pH 3

Conductivity 3

Sulphate 3

Chloride 3

Organic Content 2 v:\1755\active\185804626 tbid\report\185804626_tbid_gdr_20200213_draft.docx 8

TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

Closure February 13, 2020

5.0 CLOSURE

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.

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TERRA BELLA IRRIGATION DISTRICT, 160 ACRE PARCEL, TULARE COUNTY, CALIFORNIA

References February 13, 2020

6.0 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.

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)

Appendix A Statement of General Conditions

Appendix A STATEMENT OF GENERAL CONDITIONS

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, tender, 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 Site Location Plan

Appendix B SITE LOCATION PLAN

Fr ia n t K er n C a n a l

CA

-6

U:\184031016\gis\_MXDs\20200108_TBID_Geotech_Jordan\TBID_Geotech.aprx Revised: 2020-02-07 By: sprice o Disclaimer: Stantec assumes no responsibility for data supplied in electronic format. The recipient accepts full responsibility for verifying the accuracy and completeness of the data. The recipient releases Stantec, its officers, employees, consultants and agents, from any and all claims arising in any way from the content or provision of the data.

Terra Bella Irrigation District Geotechnical Data Report

Site Location

Client/Project

Figure No.

Title

0 10,000 20,000 Feet

1: 24,000 (At original document size of 11x17)

February 07, 2020 Date:

Service Layer Credits: USA Topo Maps: Copyright:© 2013 National Geographic Society, i-cubed; NAIP 2016

TERRA BELLA IRRIGATION DISTRICT

Geotechnical Data Report

Project Location Tulare County, CA

7.5' USGS Quadrangles Ducor, California (1972)

185804626 Prepared by SCP

(2019-12-08)

Friant-Kern Canal

Site Location

Site Location

Delano

Earlimart

Pixley

Tipton

Porterville

Terra Bella

Lake Woollomes

Appendix C Test Pit Location Plan

Appendix C TEST PIT LOCATION PLAN

TP-1 TP-2 TP-4TP-3 TP-5

TP-6 TP-7 TP-8 TP-9

TP-10

TP-11

TP-12

Fria nt

K ern

C a n a l

U:\184031016\gis\_MXDs\20200108_TBID_Geotech_Jordan\TBID_Geotech.aprx Revised: 2020-02-07 By: sprice o Disclaimer: Stantec assumes no responsibility for data supplied in electronic format. The recipient accepts full responsibility for verifying the accuracy and completeness of the data. The recipient releases Stantec, its officers, employees, consultants and agents, from any and all claims arising in any way from the content or provision of the data.

Terra Bella Irrigation District Geotechnical Data Report

Test Pit Locations

Client/Project

Figure No.

Title

0 500 1,000 Feet

1: 6,000 (At original document size of 11x17)

February 07, 2020 Date:

Service Layer Credits: Bing Maps Hybrid: © 2020 Microsoft Corporation © 2019 DigitalGlobe ©CNES (2019) Distribution Airbus DS © 2019 HERE; NAIP 2016

!. Approximate Test Pit Location Friant-Kern Canal

TERRA BELLA IRRIGATION DISTRICT

Geotechnical Data Report

Project Location Tulare County, CA

7.5' USGS Quadrangles Ducor, California (1972)

185804626 Prepared by SCP

(2019-12-08)

TP-12

Appendix D Geologic Map

Appendix D GEOLOGIC MAP

TP-1 TP-2 TP-4TP-3 TP-5

TP-6 TP-7 TP-8 TP-9

TP-10

TP-11

TP-12

Fria nt

K ern

C a n a l

U:\184031016\gis\_MXDs\20200108_TBID_Geotech_Jordan\TBID_Geotech.aprx Revised: 2020-02-13 By: sprice o Disclaimer: Stantec assumes no responsibility for data supplied in electronic format. The recipient accepts full responsibility for verifying the accuracy and completeness of the data. The recipient releases Stantec, its officers, employees, consultants and agents, from any and all claims arising in any way from the content or provision of the data.

Terra Bella Irrigation District Geotechnical Data Report

Geologic Map

Client/Project

Figure No.

Title

0 500 1,000 Feet

1: 6,000 (At original document size of 11x17)

February 13, 2020 Date:

Service Layer Credits: Bing Maps Hybrid: © 2020 Microsoft Corporation © 2020 DigitalGlobe ©CNES (2020) Distribution Airbus DS © 2020 HERE; NAIP 2016

TERRA BELLA IRRIGATION DISTRICT

Geotechnical Data Report Project Location Tulare County, CA

7.5' USGS Quadrangles Ducor, California (1972)

185804626 Prepared by SCP

(2019-12-08)

Qoa:

Marine and nonmarine

(continental) sedimentary rocks

(Pleistocene) - Older alluvium, lake, playa, and terrace deposits.

Qoa:

Marine and nonmarine

(continental) sedimentary rocks (Pleistocene) - Older alluvium, lake, playa, and terrace deposits.

Q:

Marine and nonmarine

(continental) sedimentary rocks (Pleistocene-Holocene) - Alluvium, lake, playa, and terrace

!. Approximate Test Pit Location Friant-Kern Canal

Q : Marine and nonmarine (continental) sedimentary rocks

Qoa : Marine and nonmarine (continental) sedimentary rocks (Pleistocene)

Parcel Boundary

TP-12

APN : 302-170-011

Appendix E Test Pit Logs

Appendix E TEST PIT LOGS

>50% OF COARSE

FRACTION PASSES

ON NO 4. SIEVE

WELL-GRADED GRAVEL

POORLY-GRADED GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

WELL-GRADED SAND

POORLY-GRADED SAND

SILTY SAND

CLAYEY SAND

LEAN CLAY

SILT

ORGANIC CLAY OR SILT

FAT CLAY

ELASTIC SILT

ORGANIC CLAY OR SILT

GW

GP

GM

GC

SW

SP

SM

SC

CL

ML

OL

CH

MH

OH

*CLEAN

GRAVELS <5%

FINES

PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR

*GRAVELS WITH

FINES >12% FINES

HIGHLY ORGANIC SOILS

C O

AR

SE

-G R

AI

N

ED

SO

IL

S

>5 0%

R

ET

AI

N

ED

O

N N

O . 2

SI

EV

E

FI

N

E- G

R

AI

N

ED

SO

IL

S >5

0%

PA

SS

ES

N O

. 2

SI

EV

E

"A"LINE

PEAT

SILTS AND CLAYS

LIQUID LIMIT<50

SILTS AND CLAYS

LIQUID LIMIT>50

LIQUID LIMIT (%)

CH

CL OH & MH

*CLEAN SANDS

<5% FINES

*SANDS AND

FINES >12% FINES

INORGANIC

>50% OF COARSE

FRACTION RETAINED

ON NO 4. SIEVE

SOIL GROUP NAMES & LEGEND

PLASTICITY CHART

CL-ML

SANDS

0 - 0.25

0.25 - 0.5

0.5-1.0

1.0 - 2.0

2.0 - 4.0

OVER 4.0

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

POCKET PENETROMETER RESISTANCE

SILT & CLAY

PT

CONSISTENCY

PL

AS

TI

C

IT

YI

N D

EX

* Dual symbols required for fines content between 5% and 12%

UNIFIED SOIL CLASSIFICATION (ASTM D-2487)

FINES CLASSIFY AS ML OR NP

FINES CLASSIFY AS CL OR CH

PI>7 AND PLOTS>"A" LINE

PI>4 AND PLOTS<"A" LINE

LL (oven dried)/LL (not dried)<0.75

PI PLOTS >"A" LINE

PI PLOTS <"A" LINE

LL (oven dried)/LL (not dried)<0.75

Cu>4 AND 1<Cc<3

Cu>4 AND 1>Cc>3

FINES CLASSIFY AS ML OR NP

FINES CLASSIFY AS CL OR CH

Cu>6 AND 1<Cc<3

Cu>6 AND 1>Cc>3

ORGANIC

INORGANIC

ORGANIC

GRAVELS

MATERIAL

TYPES CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP

SYMBOL

LEGEND TO TEST PIT LOGS AND SOIL DESCRIPTIONS

COMPRESSIVE STRENGTH (TSF)

10 20 30 40 50 60 70 80 90 100 110 120

Trace Little Some With "-y"

0% to 5% 6% to 10% 11% to 15% 16% to 25% 26% to 49%

SOIL DESCRIPTIONS

ADDITIONAL TESTS

-CHEMICAL ANALYSIS (CORROSIVITY)

CONSOLIDATED DRAINED TRIAXIAL

CONSOLIDATION

CONSOLIDATED UNDRAINED TRIAXIAL

DIRECT SHEAR

FLEXIBLE WALL PERMEABILITY

PERCENT PASSING #200 SIEVE

STANDARD PROCTOR

SIEVE ANALYSIS/HYDROMETER ANALYSIS

WATER LEVEL

COR -

CD

CN

CU

DS

P

#200

MAX

SA/HA

UU

PLASTICITY INDEX

EXPANSION INDEX

ATTERBERG LIMITS

TORVANE SHEAR

UNCONFINED COMPRESSION

IN-SITU MOISTURE CONTENT/

DRY DENSITY

UNCONSOLIDATED

UNDRAINED TRIAXIAL

ORGANIC CONTENT

PINHOLE DISPERSION

POCKET PENETROMETER

TONS PER SQUARE FOOT

NON-PLASTIC

EI

ATT

TV

UC

M/D

PI

-OC

-PIN

-PP

-TSF

-NP

SM

ML

CL

TILL ZONE - 12 Inches SILTY SAND; dark brown; dry; fine gravel; very fine to fine grained sand; non-plastic fines; with trace organics

ALLUVIUM;

SILTY SAND; dark brown; dry; 3% fine gravel; 54% very fine to fine grained sand; 43% non-plastic fines

@ 3 feet; moist; light brown; moderate cementation from 3 to 5 feet

SANDY SILT; light brown; moist; very fine grained sand; low plasticity fines

@ 9 feet; thin layer of rounded cobbles

SANDY LEAN CLAY; orangish brown; moist; very fine to fine grained sand; medium plasticity fines

Test pit terminated at 12.5 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

SA

DS

COR

MAX

M

BULK

BULK

BULK

BULK

LONGITUDE: -119.104887

11/7/201911/7/2019

TEST PIT DEPTH (ft): 12.5INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-1

LATITUDE: 35.984984

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,530,634

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,666STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 398

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

G

EO

F O

R M

T

BI

D _T

ES

T

PI

T

LO

G

S.

G

PJ

S

EC

O

R

IN

TL

.G

D T

/1

0/

G eo te ch ni ca l La b Te st in g

Sa m pl e

D ep th (fe et

PROJECT:TBID Geotechnical Data Report LOCATION: Tulare County

PROJECT NUMBER: 185804626

SC

TILL ZONE - 12 Inches;

SILTY SAND; brown; dry; very fine to fine grained sand; non-plastic fines; with trace organics

ALLUVIUM;

SILTY SAND; brown; dry; fine gravel; very fine to coarse grained sand; 46% non-plastic fines; moderate cementation from 2 to 6 feet; PP = 4.5+ TSF

@ 4 feet; 18% fine gravel; 51% very fine to coarse grained sand; 31% non-plastic fines;

CLAYEY SAND; orangish brown; moist; fine gravel; fine to coarse grained sand; low plasticity fines

@ 11.5 feet; light brown; very fine to medium grained sand; increase in fines content

Test pit terminated at 12 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

ATT

#200

M

SA

BULK

BULK

BULK

BULK

LONGITUDE: -119.101293

11/15/201911/15/2019

TEST PIT DEPTH (ft): 12.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-2

LATITUDE: 35.984856

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,531,697

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,619STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 403

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: Case CX1450SR Trackhoe

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PROJECT:TBID Geotechnical Data Report

SC

ML

SM

TILL ZONE - 12 Inches;

CLAYEY SAND; dark brown; moist; very fine to fine grained sand; low plasticity fines; with 2.3% organic content

ALLUVIUM;

SANDY SILT; light brown; dry; 40% very fine to fine grained sand; 60% non-plastic fines; moderate to strong cementation from 1 to 6 feet

SILTY SAND; brown; moist; very fine to fine grained sand; low plasticity fines

@ 11.5 feet; light brown

Test pit terminated at 12 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

OC

M

SA

M

BULK

BULK

BULK

BULK

BULK

LONGITUDE: -119.101293

11/15/201911/15/2019

TEST PIT DEPTH (ft): 12.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-3

LATITUDE: 35.984831

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,531,697

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,610STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 406

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: Case CX1450SR Trackhoe

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PROJECT:TBID Geotechnical Data Report

SW-

SM

TILL ZONE - 12 Inches;

SILTY SAND; brown; dry; very fine to fine grained sand; non-plastic fines; with trace organics

ALLUVIUM;

WELL-GRADED SAND with SILT and GRAVEL; light brown; dry; 31% sub-rounded fine gravel; 58% very fine to coarse grained sand; 11% non-plastic fines; moderate cementation from 1.0 to 6.5 feet; PP = 4.5+ TSF

@ 6.5 feet; grayish brown; moist; increase in sand content

Test pit terminated at 12 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

ATT

SA

COR

BULK

BULK

BULK

BULK

LONGITUDE: -119.094231

11/15/201911/15/2019

TEST PIT DEPTH (ft): 12.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-4

LATITUDE: 35.984807

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,533,787

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,599STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 411

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: Case CX1450SR Trackhoe

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PROJECT:TBID Geotechnical Data Report

SW

ML

SC

TILL ZONE - 12 Inches;

WELL-GRADED SAND; light brown; dry; very fine to medium grained sand; non-plastic fines; with trace organics

ALLUVIUM;

WELL-GRADED SAND; light brown; dry; very fine to medium grained sand; 4% non-plastic fines; weak to moderate cementation from 1 to 3 feet

@ 3 feet; PP = 4.5 TSF

SANDY SILT; brown; moist; 2% fine gravel; 41% very fine to coarse grained sand; 57% non-plastic fines

CLAYEY SAND; brown; moist; very fine to medium grained sand; low plasticity fines

Test pit terminated at 11.7 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

ATT

#200

M

SA

BULK

BULK

BULK

BULK

BULK

LONGITUDE: -119.090919

11/7/201911/7/2019

TEST PIT DEPTH (ft): 11.7INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-5

LATITUDE: 35.984832

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,534,767

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,607STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 412

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

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PROJECT:TBID Geotechnical Data Report

TILL ZONE - 12 Inches;

SILTY SAND; light brown; dry; very fine to medium grained sand; non-plastic fines; with trace organics

ALLUVIUM;

WELL-GRADED SAND; light brown; moist; 3% fine gravel; 94% very fine to coarse grained sand; 3% non-plastic fines

Test pit terminated at 11 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

SA

BULK

BULK

BULK

LONGITUDE: -119.104935

11/8/201911/8/2019

TEST PIT DEPTH (ft): 11.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-6

LATITUDE: 35.98334

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,530,619

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,068STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 400

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

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PROJECT:TBID Geotechnical Data Report

CL

TILL ZONE - 12 Inches;

CLAYEY SAND; brown; dry; very fine to fine grained sand; low plasticity fines; with trace organics

ALLUVIUM;

CLAYEY SAND; light brown; dry; very fine to fine grained sand; low plasticity fines; weak cementation from 2 to 4 feet

SANDY LEAN CLAY; brown; moist; 39% very fine to fine grained sand; 61% low plasticity fines; PP = 1.75

TSF

@ 11.5 feet; 43% very fine to fine grained sand; 57% low plasticity fines; weak cementation; PP = 2.0 TSF

Test pit terminated at 12.5 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

SA

M

ATT

SA

BULK

BULK

BULK

LONGITUDE: -119.101355

11/7/201911/7/2019

TEST PIT DEPTH (ft): 12.5INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-7

LATITUDE: 35.983314

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,531,678

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,057STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 401

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

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PROJECT:TBID Geotechnical Data Report

CL

SW

TILL ZONE - 12 Inches;

CLAYEY SAND; dark brown; dry; very fine to medium grained sand; low plasticity fines; with trace organics

ALLUVIUM;

SANDY LEAN CLAY; light brown; dry; 47% very fine to fine grained sand; 53% low plasticity fines

WELL-GRADED SAND; light brown; moist; sub-rounded fine gravel; very fine to coarse grained sand;

non-plastic fines;

Test pit terminated at 12 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

ATT

SA

DS

MAX

BULK

BULK

BULK

LONGITUDE: -119.097421

11/15/201911/15/2019

TEST PIT DEPTH (ft): 12.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-8

LATITUDE: 35.983292

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,532,842

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,048STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 408

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: Case CX1450SR Trackhoe

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PROJECT:TBID Geotechnical Data Report

ML

SM

TILL ZONE - 12 Inches;

SANDY SILT; light brown; dry; fine gravel; very fine to fine grained sand; non-plastic fines; with trace organics

ALLUVIUM;

SANDY LEAN CLAY; orangish brown; moist; 1% fine gravel; 40% very fine to fine grained sand; 59% low plasticity fines

@ 5 feet; orangish to dark brown; moderate to strong cementation from 5 to 8 feet

SILTY SAND; brown; moist; very fine to medium grained sand; non-plastic fines

Test pit terminated at 11.8 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

ATT

#200

M

ATT

SA

COR

BULK

BULK

BULK

BULK

LONGITUDE: -119.094182

11/8/201911/8/2019

TEST PIT DEPTH (ft): 11.8INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-9

LATITUDE: 35.983291

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,533,801

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,047STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 404

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

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PROJECT:TBID Geotechnical Data Report

SW-

SM

TILL ZONE - 12 Inches;

SILTY SAND; brown; dry; very fine to medium grained sand; non-plastic fines; with trace organics

ALLUVIUM;

SILTY SAND; dark brown; dry; very fine to medium grained sand; non-plastic fines; strong cementation from 1 to 5 feet; PP = 4.5+ TSF

WELL-GRADED SAND with SILT; dark brown; moist; 2% fine to coarse gravel; 90% very fine to coarse grained sand; 8% non-plastic fines

Test pit terminated at 11 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

SA

BULK

BULK

BULK

BULK

LONGITUDE: -119.091028

11/15/201911/15/2019

TEST PIT DEPTH (ft): 11.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-10

LATITUDE: 35.983245

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,534,734

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,877,029STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 415

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: Case CX1450SR Trackhoe

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PROJECT:TBID Geotechnical Data Report

SC

TILL ZONE - 18 Inches;

SILTY SAND; brown; dry; very fine to medium grained sand; non-plastic fines; with trace organics

@ 1.5 feet; buried topsoil observed on the south side of the test pit containing a dark brown to black mass of fine roots from approximately 1.5 feet to 2.0 feet; Buried topsoil was observable for a length of approximately

3.5 feet

ALLUVIUM;

SILTY SAND; brown; dry; 14% fine gravel; 55% very fine to medium grained sand; 31% non-plastic fines;

moderate cementation from 2 to 5 feet

CLAYEY SAND; light brown; moist; very fine to medium grained sand; low plasticity fines

Test pit terminated at 11 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

M

SA

BULK

BULK

BULK

LONGITUDE: -119.09279

11/8/201911/8/2019

TEST PIT DEPTH (ft): 11.0INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-11

LATITUDE: 35.982127

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,534,212

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,876,623STARTED:

TOC ELEV (ft):

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 412

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

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PROJECT:TBID Geotechnical Data Report

SC

TILL ZONE - 12 Inches;

SANDY LEAN CLAY; brown; dry; very fine to fine grained sand; low plasticity fines; with 2.2% organic content

ALLUVIUM;

SANDY LEAN CLAY; brown; dry; 42% very fine to medium grained sand; 58% low plasticity fines;

moderate cementation from 2 to 7 feet

CLAYEY SAND; brown; moist; very fine to medium grained sand; low plasticity fines

Test pit terminated at 11.7 feet. Backfilled with native soil and compacted approximately every 2 feet with the bucket of the excavator.

OC

M

ATT

SA

DS

MAX

BULK

BULK

BULK

BULK

LONGITUDE: -119.091027

11/8/201911/8/2019

TEST PIT DEPTH (ft): 11.7INITIAL DTW (ft): NE STATIC DTW (ft): NE

TEST PIT:

EXCAVATION:

TP-12

LATITUDE: 35.981557

COMPLETED:

CHECKED BY: M. Amendolagine

NORTHING (ft): 6,534,733

WELL DEPTH (ft): ---

G ra ph ic

Lo g

EASTING (ft): 1,876,415STARTED:

TOC ELEV (ft):

PROJECT:TBID Geotechnical Data Report LOCATION: Tulare County

PROJECT NUMBER: 185804626

LOGGED BY: E. Viramontes U

SC

S

GROUND ELEV* (ft): 412

D ep th (fe et

Soil Description

*Elevation Note: Test pit elevations were obtained from Google Earth using the approximate test pit locations.

EXCAVATION EQUIPMENT: CAT 330F Trackhoe

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Appendix F Laboratory Soil Testing Results - AP Engineering and Testing February 13, 2020

Appendix F LABORATORY SOIL TESTING RESULTS - AP

ENGINEERING AND TESTING

Appendix F Laboratory Soil Testing Results - AP Engineering and Testing

IN-SITU MOISTURE CONTENT

AP Lab No.: 19-1159Client: Stantec Consulting, Inc.

Project Name: Terra Bella Irrigation District Geotechnical Data Report Date: 11/27/19

Project No.: 185804626

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-1 Bulk 3.0-5.0 Silty Sand 4.0 NA TP-1 Bulk 7.0-8.0 Silty Sand 6.3 NA

MOISTURE AND DENSITY TEST RESULTS

AP Lab No.: 19-1159 Date: 11/27/19

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-2 Bulk 1.0-2.0 Clayey Sand 3.5 NA TP-2 Bulk 3.0-6.0 Silty Sand 5.8 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Project Name: Terra Bella Irrigation District Geotechnical Data Report

Project No.: 185804626

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-3 Bulk 4.0-5.0 Sandy Silt 10.7 NA TP-3 Bulk 7.0-8.0 Silty Sand 10.0 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf)

TP-4 Bulk 2.0-3.0 Well-Graded Sand w/silt & gravel 7.1 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-5 Bulk 1.5-3.5 Well-Graded Sand 4.0 NA TP-5 Bulk 6.0-8.0 Sandy Silt 10.7 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-6 Bulk 4.0-5.0 Well-Graded Sand 1.7 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-7 Bulk 10.0-11.0 Sandy Clay 12.4 NA TP-7 Bulk 11.5-12.0 Sandy Lean Clay 13.9 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-8 Bulk 4.5-5.0 Sandy Lean Clay 5.4 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf) TP-9 Bulk 3.0-4.0 Sandy Lean Clay 5.7 NA TP-9 Baggie 6.0-6.5 Sandy Lean Clay 10.8 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf)

TP-10 Bulk 5.0-6.0 Well-Graded Sand w/silt 3.1 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf)

TP-11 Bulk 4.0-5.0 Silty Sand 4.6 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Boring Sample Sample Visual Soil Moisture Dry Density No. Type Depth (ft.) Description Content (%) (pcf)

TP-12 Bulk 4.5-5.5 Sandy Lean Clay 7.7 NA

MOISTURE AND DENSITY TEST RESULTS

Client: Stantec Consulting, Inc.

Appendix F Laboratory Soil Testing Results - AP Engineering and Testing

REMOLDED MOISTURE-DENSITY RELATIONSHIPS

COMPACTION TEST

Client: Stantec Consulting, Inc. AP Number: 19-1159 Project Name: Terra Bella Irrigation District Geotechnical Data Report Tested By: SM Date: 12/05/19 Project No. : 185804626 Calculated By: JP Date: 12/06/19 Boring No.: TP-1 Checked By: AP Date: 12/11/19 Sample Type: Bulk Depth(ft.): 3.0-5.0 Visual Sample Description: Silty Sand

Compaction Method ASTM D1557

X ASTM D698

METHOD A Preparation Method Moist MOLD VOLUME (CU.FT) 0.0333 X Dry

Wt. Comp. Soil + Mold (gm.) 3880 3787 3891 3928

Wt. of Mold (gm.) 1855 1855 1855 1855

Net Wt. of Soil (gm.) 2025 1932 2036 2073

Container No.

Wt. of Container (gm.) 144.50 146.86 142.51 150.86

Wet Wt. of Soil + Cont. (gm.) 585.48 530.85 549.41 543.40

Dry Wt. of Soil + Cont. (gm.) 531.11 503.95 512.68 501.00

Moisture Content (%) 14.06 7.53 9.92 12.11

Wet Density (pcf) 133.93 127.74 134.62 137.10

Dry Density (pcf) 117.42 118.80 122.47 122.29

Maximum Dry Density (pcf) 123.2 Optimum Moisture Content (%) 10.9 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

X METHOD A: Percent of Oversize: 3.3%

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter

Layers : 3 (Three) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A

Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter

Layers : 3 (Three) Blows per layer : 25 (twenty-five)

METHOD C: Percent of Oversize: N/A

Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter

Layers : 3 (Three) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

100% Saturation @ S.G.= 2.6 100% Saturation @ S.G.= 2.7 100% Saturation @ S.G.= 2.8

Project Name: Tested By: SM Date: 12/05/19 Project No. : 185804626 Calculated By: JP Date: 12/06/19 Boring No.: TP-8 Checked By: AP Date: 12/11/19 Sample Type: Bulk Depth(ft.): 4.5-5.0 Visual Sample Description: Sandy Lean Clay

Compaction Method ASTM D1557

X ASTM D698

METHOD A Preparation Method Moist MOLD VOLUME (CU.FT) 0.0333 X Dry

Wt. Comp. Soil + Mold (gm.) 3932 4057 4083 4032

Wt. of Mold (gm.) 2017 2017 2017 2017

Net Wt. of Soil (gm.) 1915 2040 2066 2016

Container No.

Wt. of Container (gm.) 148.00 147.86 141.07 138.71

Wet Wt. of Soil + Cont. (gm.) 466.60 534.29 551.75 602.70

Dry Wt. of Soil + Cont. (gm.) 445.39 500.63 507.84 545.07

Moisture Content (%) 7.13 9.54 11.97 14.18

Wet Density (pcf) 126.65 134.92 136.64 133.30

Dry Density (pcf) 118.22 123.17 122.03 116.74

Maximum Dry Density (pcf) 123.9 Optimum Moisture Content (%) 10.6 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

X METHOD A: Percent of Oversize: 1.2%

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 3 (Three) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A

Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 3 (Three) Blows per layer : 25 (twenty-five)

METHOD C: Percent of Oversize: N/A

Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 3 (Three) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

100% Saturation @ S.G.= 2.6 100% Saturation @ S.G.= 2.7

Terra Bella Irrigation District Geotechnical Data Report

Project Name: Tested By: SM Date: 12/05/19 Project No. : 185804626 Calculated By: JP Date: 12/06/19 Boring No.: TP-12 Checked By: AP Date: 12/11/19 Sample Type: Bulk Depth(ft.): 4.5-5.5 Visual Sample Description: Sandy Lean Clay

Compaction Method ASTM D1557

X ASTM D698

METHOD A Preparation Method Moist MOLD VOLUME (CU.FT) 0.0333 X Dry

Wt. Comp. Soil + Mold (gm.) 3887 4001 4004 3955

Wt. of Mold (gm.) 2017 2017 2017 2017

Net Wt. of Soil (gm.) 1871 1984 1987 1939

Container No.

Wt. of Container (gm.) 146.18 145.75 138.52 135.82

Wet Wt. of Soil + Cont. (gm.) 652.13 420.48 641.89 561.26

Dry Wt. of Soil + Cont. (gm.) 599.24 386.51 570.45 494.94

Moisture Content (%) 11.67 14.11 16.54 18.47

Wet Density (pcf) 123.71 131.22 131.42 128.21

Dry Density (pcf) 110.78 114.99 112.76 108.22

Maximum Dry Density (pcf) 115.2 Optimum Moisture Content (%) 14.7 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

X METHOD A: Percent of Oversize: 0.1%

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter

Layers : 3 (Three) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A

Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter

Layers : 3 (Three) Blows per layer : 25 (twenty-five)

METHOD C: Percent of Oversize: N/A

Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter

Layers : 3 (Three) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

100% Saturation @ S.G.= 2.6 100% Saturation @ S.G.= 2.7

Appendix F Laboratory Soil Testing Results - AP Engineering and Testing

GRAIN SIZE ANALYSIS

GRAIN SIZE DISTRIBUTION CURVE

ASTM D 6913

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/05/19 Project Name: TBID Geotechnical Data Report Computed by: NR Date: 12/09/19 Project Number: 185804626 Checked by: AP Date: 12/11/19

Gravel Sand Silt & Clay

TP-1 Bulk 3.0-5.0 3 54 43 SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

COARSE FINE COARSE MEDIUM FINE

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/05/19 Project Name:

TP-2 Bulk 3.0-6.0 18 51 31 SM

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

TBID Geotechnical Data Report Computed by: NR Date: 12/09/19

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/05/19

TP-3 Bulk 4.0-5.0 0 40 60 ML

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/05/19

TP-4 Bulk 2.0-3.0 31 58 11 SW-SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/P

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/09/19

TP-5 Bulk 6.0-8.0 2 41 57 ML

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

TBID Geotechnical Data Report Computed by: NR Date: 12/10/19

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/09/19

TP-6 Bulk 4.0-5.0 3 94 3 SW

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/09/19

TP-7 Bulk 10.0-11.0 0 39 61 CL*

TP-7 Baggie 11.5-12.0 0 43 57 CL

*Note: Based on visual classification of sample

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

29:16:13

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/09/19

TP-8 Bulk 4.5-5.0 0 47 53 CL

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

25:13:12

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/09/19

TP-9 Baggie 6.0-6.5 1 40 59 CL

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

30:17:13

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE OPENING

SAND SILT OR CLAYGRAVEL

Client Name: Stantec Consulting, Inc. Tested by: NR Date: 12/09/19

TP-10 Bulk 5.0-6.0 2 90 8 SW-SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

Symbol Boring No.

Sample Type

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

HYDROMETERSIEVE NUMBERSIEVE…