B08 - W9123826BA010 A10 - Natomas Kleinfelder Brookfield Geotechnical Data Report - 20231019.pdf

20173678.001A/SAC23R152437 Page i of v October 19, 2023 © 2023 Kleinfelder www.kleinfelder.com

Copyright 2023 Kleinfelder All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS

DATA REPORT WAS PREPARED.

GEOTECHNICAL DATA REPORT

BROOKFIELD SITE 2C BORROW SITE INVESTIGATION

AMERICAN RIVER COMMON FEATURES

NATOMAS BASIN PROJECT

SUTTER COUNTY APN 35-080-032

SUTTER COUNTY, CALIFORNIA

KLEINFELDER PROJECT # 20173678.001A

OCTOBER 19, 2023

http://www.kleinfelder.com/

20173678.001A/SAC23R152437 Page ii of v October 19, 2023

KLEINFELDER 3130 Kilgore Rd., Suite 200, Rancho Cordova, CA 95670 p | 916.366.1701

October 19, 2023 Project No.: 20173678.001A

Mr. John Bassett Sacramento Area Flood Control Agency 1325 J street, Suite 1700 Sacramento, California 95814

Subject: Geotechnical Data Report

Brookfield Site 2C Borrow Site Investigation American River Common Features Natomas Basin Project Sutter County APN 35-080-032 Sutter County, California

Dear Mr. Basset:

Kleinfelder, Inc. (Kleinfelder) is pleased to present the Sacramento Area Flood Control Agency (SAFCA) with this Geotechnical Data Report (GDR) for the Brookfield Site 2C Borrow Site in Sutter County, California (Site). The purpose of this data report is to summarize the geotechnical exploration and geotechnical laboratory testing services performed as part of this project. These services have included the advancement of hand explorations for subsurface exploration, geotechnical laboratory testing, and environmental analysis to assess the suitability of soil for use in the Natomas Basin Project levee construction. A separate companion report will be published to summarize the environmental characterization of soil present at the Site.

If you have questions regarding this data report, or if we may be of further assistance, please contact the undersigned.

Sincerely, KLEINFELDER, INC. Reviewed by:

Tom Sullivan Timothy Williams, PE, GE Senior Professional Principal Geotechnical Engineer

20173678.001A/SAC23R152437 Page iii of v October 19, 2023

TABLE OF CONTENTS

SECTION PAGE

1 INTRODUCTION

1.1 PROJECT BACKGROUND

1.2 PURPOSE AND SCOPE OF SERVICES

1.3 QUALITY ASSURANCE

2 COMPLETED INVESTIGATIONS AND LABORATORY TESTING

2.1 FIELD INVESTIGATION

2.1.1 Health and Safety Plan

2.1.2 Boring Location Selection

2.1.3 Permits

2.1.4 Utility Clearance

2.1.5 Geotechnical Hand Explorations

2.1.6 Cultural Survey During Drilling

2.1.7 Exploration Locations

2.1.8 Sampling and Classification

2.1.9 Backfilling and Cuttings Disposal

2.2 GEOTECHNICAL LABORATORY TESTING

2.2.1 Moisture Content

2.2.2 Atterberg Limits

2.2.3 Grain Size Analyses

2.2.4 Organic Content

3 SITE GEOLOGY

3.1 SITE SURFACE AND SUBSURFACE CONDITIONS

4 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS

4.1 GEOTECHNICAL TESTING RESULTS

4.2 BORROW SITE CONSIDERATIONS

5 LIMITATIONS

6 REFERENCES

TABLES

2.1 Summary of Explorations

4.1 Summary of Laboratory Tests Results

FIGURES

1 Project Vicinity Map 2 Exploration Map

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APPENDICES

A Hand Auger Exploration Logs B Summary of Geotechnical Laboratory Tests C Permits D GBA Geotechnical Report Information

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REPORT ACRONYMS

APN Assessor’s Parcel Number

ASTM ASTM International bgs Below Ground Surface

CGS California Geologic Survey ft Feet

GDR Geotechnical Data Report

Gulf Shore Gulf Shore Exploration and Testing

HASP Health and Safety Plan

Kleinfelder Kleinfelder, Inc.

LL Liquid Limit

NAVD88 North American Vertical Datum of 1988

No. Number

PI Plasticity Index

PL Plastic Limit

SAFCA Sacramento Area Flood Control Agency

SCEHD Sutter County Environmental Health Department

UAIC United Auburn Indian Community

USA Underground Service Alert

USACE United States Army Corps of Engineers

USCS Unified Soil Classification System

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1 INTRODUCTION

1.1 PROJECT BACKGROUND

This geotechnical data report (GDR) provides a summary of the geotechnical exploration and geotechnical laboratory testing for the Brookfield Site 2C (Site) located in the Natomas Basin. Kleinfelder performed a geotechnical and environmental subsurface characterization at the Site. A separate companion report will be published to summarize the environmental characterization of soil present at the Site. The Sacramento Area Flood Control Agency (SAFCA) is planning to use soils from the Site as a borrow source for the United States Army Corps of Engineers (USACE) Natomas Basin Project levee improvement construction. The Natomas Basin Project is a part of the USACE American River Common

Features 2016 Project.

The Site is located at the southwest corner of the intersection of Howsley Road and Natomas Road in

Sutter County, California. The Site is associated with Sutter County Assessor’s Parcel Number (APN) 35-

080-032 and comprises approximately 145-acres. The Site is currently used for agricultural purposes.

SAFCA anticipates using soil from the top six feet of the Site as borrow material and the soil must be tested for geotechnical and environmental characteristics to confirm it meets levee fill specifications. It is understood that approximately 650,000 cubic yards of soil are anticipated to be removed from the

Site. The Site is a continuation of the Brookfield borrow sites, which were used for previous levee construction projects in the Natomas Basin.

It is understood that this GDR will be used to provide preliminary information regarding the potential for the Site to be used as a borrow source for levee fill and that each contractor that uses the Site will be required to develop a borrow plan and perform sampling and testing of any borrow materials prior to use. The exploration and testing frequency performed for this report is preliminary in nature and is not sufficient for a final borrow development plan.

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1.2 PURPOSE AND SCOPE OF SERVICES

The objective of the geotechnical subsurface exploration program was to provide a preliminary characterization of pertinent geotechnical properties and engineering properties of soil for use by the

USACE Natomas Basin Project contractors for levee construction. To accomplish this objective, five geotechnical/environmental and 27 environmental hand explorations were advanced to depths ranging from five to ten feet below ground surface (bgs) using hand augering methods.

As previously stated, environmental soil sample collection methods and analytical results are not included in this report. A separate companion report will be published to summarize the environmental characterization of soil within the Site. The following sections describe pre-field activities, drilling activities, soil sampling activities, and geotechnical laboratory test results.

1.3 QUALITY ASSURANCE

In accordance with Kleinfelder and SAFCA quality standard of practice, a draft report (this report) has been provided to SAFCA for review. SAFCA will provide Kleinfelder with review comments. Kleinfelder will then update the report based on SAFCA comments for the final report. The comments along with

Kleinfelder’s responses will be included in an appendix to the final report.

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2 COMPLETED INVESTIGATIONS AND LABORATORY TESTING

2.1 FIELD INVESTIGATION

2.1.1 Health and Safety Plan

Kleinfelder prepared a site-specific health and safety plan (HASP) titled Health and Safety Plan, Brookfield Site 2C Borrow, Sutter County, California, dated December 15, 2022. This document provided health and safety protocols and procedures related to subsurface exploration activities performed for project.

2.1.2 Boring Location Selection

Thirty-two environmental hand auger exploration locations (2B-22-001 through 2B-22-032) were advanced at the Site. The location of each hand auger exploration was based on an offset grid of approximately 500-foot spacing across the Site and marked during a site walk by a Kleinfelder representative on December 8, 2022. Five hand auger exploration locations (2B-22-002, 2B-22-008, 2B-

22-014, 2B-22-024, and 2B-22-028) spread across the Site were selected for geotechnical testing.

2.1.3 Permits

Kleinfelder submitted Soil Boring Permit Applications to Sutter County Environmental Health

Department (SCEHD) on October 28, 2022. SCEHD issued soil boring permits on October 31, 2022.

SCEHD was contacted at least 48 hours prior to the start of the field work to schedule inspections to seal the boreholes. However, SCEHD declined to conduct inspections and requested photos of borehole cement grout mixtures and sealed borings. A copy of the approved SCEHD permits from 2022 are included in Appendix C.

2.1.4 Utility Clearance

Underground Service Alert (USA) North 811 was contacted a minimum of 48-hours in advance by

Kleinfelder and our drilling subcontractor to provide underground utility clearance for all explorations.

Each exploration location was marked by a Kleinfelder representative with a wooden stake prior to contacting USA.

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2.1.5 Geotechnical Hand Explorations

Five geotechnical test pits were initially proposed. However, due to heavy winter storms in the region, excavation equipment was not able to enter the Site. Therefore, the five proposed geotechnical test pits were changed to hand auger explorations.

Advancement of all explorations was performed by Gulf Shore Exploration and Testing (Gulf Shore) of

Rancho Cordova, California, using hand augering methods. Geotechnical hand auger explorations 2B-22-

002, 2B-22-008, 2B-22-014, 2B-22-024 were completed between December 19 and 22, 2023, and geotechnical hand auger exploration 2B-22-028 was completed on February 6, 2023. Hand auger explorations were advanced from the ground surface to approximately five feet bgs using a 4-inch diameter hand auger and from five to ten feet bgs using a 3.75-inch diameter hand auger.

Hand augering methods consisted of a hollow metal tube with two opposing cutting teeth, attached to a five-foot rod, and connected to a T-shaped handle. The operator advanced the auger by twisting the T-shaped handle while applying a downward force. The hand auger was advanced to the desired sample depth, removed from the hand exploration, and samples would be placed on clean, plastic sheeting.

After the soil was logged, it was transferred into 1-gallon zip top plastic bags for geotechnical analysis.

Table 2.1 below summarizes the hand auger explorations advanced as part of the exploration program.

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Table 2.1 Summary of Explorations

Exploration

ID

Latitude Longitude Exploration Depth (ft)

Date Completed

Exploration Method

Purpose

2B-22-001 38.822931 -121.529540 8.5 12/19/2023 Hand Auger Environmental

2B-22-002 38.822875 -121.528463 10 12/19/2023 Hand Auger Environmental and

Geotechnical

2B-22-003 38.822915 -121.527360 8 12/19/2023 Hand Auger Environmental

2B-22-004 38.821930 -121.528369 8 12/19/2023 Hand Auger Environmental

2B-22-005 38.820947 -121.529520 8 12/20/2023 Hand Auger Environmental

2B-22-006 38.820955 -121.527031 8 12/20/2023 Hand Auger Environmental

2B-22-007 38.819862 -121.528251 8 12/20/2023 Hand Auger Environmental

2B-22-008 38.819996 -121.526976 10 12/20/2023 Hand Auger Environmental and

Geotechnical

2B-22-009 38.820023 -121.525772 8 12/20/2023 Hand Auger Environmental

2B-22-010 38.819017 -121.526976 8 12/20/2023 Hand Auger Environmental

2B-22-011 38.818007 -121.528116 8 12/21/2023 Hand Auger Environmental

2B-22-012 38.818121 -121.525735 5 12/21/2023 Hand Auger Environmental

2B-22-013 38.817127 -121.526805 9 12/21/2023 Hand Auger Environmental

2B-22-014 38.817120 -121.525771 10 12/21/2023 Hand Auger Environmental and

Geotechnical

2B-22-015 38.817152 -121.524419 8 12/21/2023 Hand Auger Environmental

2B-22-016* 38.816132 -121.528127 8 12/21/2023 Hand Auger Environmental

2B-22-017* 38.816179 -121.525671 8 12/22/2023 Hand Auger Environmental

2B-22-018 38.816218 -121.523237 8 12/21/2023 Hand Auger Environmental

2B-22-019 38.815230 -121.526874 8 12/21/2023 Hand Auger Environmental

2B-22-020 38.815221 -121.524453 9 12/21/2023 Hand Auger Environmental

2B-22-021 38.814137 -121.528040 9 12/22/2023 Hand Auger Environmental

2B-22-022 38.814229 -121.525617 8 12/22/2023 Hand Auger Environmental

2B-22-023 38.814286 -121.523168 8 12/22/2023 Hand Auger Environmental

2B-22-024 38.814342 -121.522079 10 12/22/2023 Hand Auger Environmental and

Geotechnical

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Exploration

ID

Latitude Longitude Exploration Depth (ft)

Date Completed

Exploration Method

Purpose

2B-22-025 38.813318 -121.526911 8.5 2/6/2023 Hand Auger Environmental

2B-22-026 38.813422 -121.524457 8.5 2/6/2023 Hand Auger Environmental

2B-22-027* 38.812289 -121.528007 8.5 2/6/2023 Hand Auger Environmental

2B-22-028 38.812298 -121.526814 10 2/6/2023 Hand Auger Environmental and

Geotechnical

2B-22-029 38.812309 -121.525534 8.5 2/7/2023 Hand Auger Environmental

2B-22-030 38.812399 -121.523095 8.5 2/7/2023 Hand Auger Environmental

2B-22-031* 38.811351 -121.526749 8.5 2/7/2023 Hand Auger Environmental

2B-22-032 38.811393 -121.524343 8.5 2/7/2023 Hand Auger Environmental

Note: Geotechnical testing was performed only on borings listed with a geotechnical purpose.

* = Latitude and Longitude are based on proposed coordinates due to error in GPS reading taken

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2.1.6 Cultural Survey During Drilling

A representative from the United Auburn Indian Community (UAIC) observed the advancement of each hand exploration from surface to total depth. No finds considered significant by the UAIC representative were observed during the advancement of hand auger explorations within the Site.

2.1.7 Exploration Locations

Each hand exploration was located by a Kleinfelder representative using a handheld GPS unit with a resolution of approximately +/- 30 feet which provided latitude and longitude. Upon return to the office, the Kleinfelder representative plotted the GPS locations of each exploration on Google earth and compared the locations to the proposed locations. It should be noted that four exploration locations from the GPS data did not plot near the proposed locations. These four explorations are noted with an asterisk in Table 2.1 above. The latitude and longitude for these four locations is based on the proposed location of each. Latitude and longitude of each hand auger exploration are included in Table 2.1 above and are shown on the top of each hand auger exploration log included in Appendix A.

2.1.8 Sampling and Classification

Soil logging of hand auger explorations was conducted by a Kleinfelder geologist and consisted of visually identifying and field classifying soils in general accordance with ASTM International (ASTM)

D2488 and the Unified Soil Classification System (USCS). Soil was continuously observed from ground surface to the total depth of each hand auger exploration. A bulk soil sample was collected from each geotechnical hand auger exploration from the ground surface to one foot bgs. Soil samples were collected at one, three, five, eight, and ten feet bgs from each geotechnical hand auger exploration. The soil samples were packaged and sealed in plastic bags in the field to reduce moisture loss. The samples were transported to Kleinfelder’s Rancho Cordova lab for further evaluation and selected laboratory testing.

Upon completion of laboratory testing, soil classifications were reviewed and updated in general accordance with ASTM D2487. The hand auger exploration logs are included in Appendix A.

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2.1.9 Backfilling and Cuttings Disposal

After the completion of each hand auger, hand auger explorations were backfilled with neat cement grout in general accordance with SCEHD drilling permit requirements. The on-site Kleinfelder geologist contacted SCEHD to schedule grout inspections with Sutter County for the backfilling of completed hand explorations. However, SCEHD stated they would not perform in-person inspections and requested pictures of the neat cement grout mixture used for sealing be emailed after completion.

Backfilling of all hand auger explorations consisted of grouting the borehole with neat cement grout via tremie pipe from the termination depth to approximately five feet below the ground surface. Native material was then used in the upper five feet of the boreholes to match the previous and surrounding conditions. One location, 2B-22-012, was only advanced to five feet bgs due to heaving sands which prevented advancement beyond five feet bgs. Hand exploration 2B-22-012 was backfilled with native material from five feet bgs to ground surface. Excess soil cuttings were dispersed in the vicinity of each hand auger exploration, which was done at the completion of exploration.

2.2 GEOTECHNICAL LABORATORY TESTING

Laboratory testing was performed on geotechnical samples from hand explorations 2B-22-002, 2B-22-

008, 2B-22-014, 2B-22-024, and 2B-22-028 to aid in soil classification and to estimate physical properties of the soils which may affect the geotechnical aspects of engineering analysis and design. Geotechnical laboratory testing was performed by Kleinfelder’s Rancho Cordova laboratory. Laboratory test results are presented on the hand auger exploration logs in Appendix A and results of the individual tests are included in Appendix B. A description of the laboratory testing program is presented below.

2.2.1 Moisture Content

Moisture content tests were performed to evaluate the soil moisture-depth relationships of each studied profile. The tests were performed by Kleinfelder in general accordance with ASTM D2216

(moisture content). Results of these tests are presented on the hand auger exploration logs in Appendix

A and in the Laboratory Test Results Summary in Appendix B.

2.2.2 Atterberg Limits

Atterberg Limits tests were performed by Kleinfelder in general accordance with ASTM D4318 (Liquid

Limit (LL), Plastic Limit (PL), and Plasticity of Index (PI) of Soils) to aid in soil classification and to evaluate

20173678.001A/SAC23R152437 Page 9 of 17 October 19, 2023 plasticity characteristics of the materials encountered. Results of these tests are presented on the hand auger exploration logs in Appendix A and in the Laboratory Test Results Summary in Appendix B.

2.2.3 Grain Size Analyses

Sieve analyses were performed to evaluate the gradational characteristics of the material and to aid in soil classification. Sieve analyses tests were performed in general accordance with ASTM D6913 and material finer than the No. 200 sieve (wash) tests were performed in general accordance with ASTM

D1140. Results of these tests are presented on the hand auger exploration logs in Appendix A and in the

Laboratory Test Results Summary in Appendix B.

2.2.4 Organic Content

The organic content was performed to evaluate the quantity of organic material. Tests were performed in general accordance with ASTM D2974. Results of these tests are presented on the hand auger exploration logs in Appendix A and in the Laboratory Test Results Summary in Appendix B.

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3 SITE GEOLOGY

The Site lies in the northern portion of the Sacramento Valley, which lies in the northern portion of the

Great Valley Geomorphic Province of California. The Sacramento Valley lies between the northern Coast

Ranges to the west and the northern Sierra Nevada to the east and has been a depositional basin throughout most of the late Mesozoic and Cenozoic time. A large accumulation of sediments, estimated over two vertical miles in thickness in the Sacramento area, were deposited during cyclic transgressions and regressions of a shallow sea that once inundated the valley. This thick sequence of clastic sedimentary rock units was derived from adjoining easterly highlands erosion during the Late Jurassic period with interspersed Tertiary volcanics. They form bedrock units now buried in mid-basin valley areas. These bedrock units were covered by coalescing alluvial fans during Pliocene-Pleistocene periods by major ancestral west-flowing Sacramento Valley Rivers (Feather, Yuba, Bear, and American). These rivers funneled large volumes of sediment into the Sacramento basin. (California Geological Survey

[CGS], 2002).

3.1 SITE SURFACE AND SUBSURFACE CONDITIONS

The Site was used for agricultural purposes prior to this investigation and was uniformly covered with dried vegetation. Pleasant Grove Creek Canal is located approximately 150 feet east of the Site and the

Natomas Cross Canal is located approximately 2,500 feet north of the Site. Several irrigation ditches are located on or immediately adjacent to the site. These include:

• A ditch that runs east-west through the central portion of the site

• A ditch that runs north-south along a portion of the eastern the eastern property line of the site

• A ditch that runs north-south along the southwestern property line for the site

The subsurface conditions encountered consisted primarily of fat or lean clay from ground surface to three feet bgs. From three to five feet bgs was typically clayey sand and silty sand. Silt with sand or clayey sand was typically encountered from five to eight feet bgs. From eight to ten feet bgs, fat clay or lean clay with sand was typically encountered. For more detailed information, the hand auger exploration logs are included in Appendix A.

Standing water was observed on the ground surface throughout the site during the subsurface investigation due to heavy rainfall. Groundwater was encountered between approximately ½ to three

20173678.001A/SAC23R152437 Page 11 of 17 October 19, 2023 feet bgs in hand explorations 2B-22-001, 2B-22-005, 2B-22-006, 2B-22-011, 2B-22-012, 2B-22-015, 2B-

22-020 and 2B-22-021. However, groundwater was not encountered in other hand explorations during the investigation. It is suspected that the groundwater encountered was due to recent storms and not regional groundwater.

Groundwater levels will fluctuate in response to seasonal changes, irrigation practices, precipitation, groundwater recharge, and water levels in agricultural ditches. Groundwater within the Natomas Basin typically occurs in a confined aquifer layer which may influence the apparent groundwater levels.

Although not observed at the site, it is common for seasonal seepage to develop at the interface between the surficial soils and the variable cemented soils at depth.

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4 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS

4.1 GEOTECHNICAL TESTING RESULTS

Soils samples from the geotechnical hand auger explorations were compared to levee material criteria from the USACE Sacramento District Geotechnical Levee Practice (USACE, 2022), which are summarized below.

• Material should contain at least 20 percent fines and 100 percent passing the 2-inch sieve.

• Fines should have a plasticity index (PI) of at least 8 and less than 40, with a liquid limit (LL) maximum of 45.

• The maximum allowable range in placement moisture content should be within plus or minus 2 percent of the optimum moisture content when compacted to 95% relative compaction (ASTM

D698).

The laboratory test results are summarized in Table 4.1 in comparison to USACE embankment fill criteria

(USACE, 2022). Test results in highlighted bold type do not meet the referenced criteria for that test.

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Table 4.1 Summary of Laboratory Tests Results

Exploration ID Depth (feet)

Moisture Content (% moisture)

Atterberg Limits Grain Size Analyses

Organic Content (%)

Max Density

Triaxial

Liquid Limit (LL)

Plasticity Index (PI)

(% Passing 2-inch sieve)

(% Passing No. 200 sieve)

ASTM Method D2216 D4318 D6913 D1140 D2974

Requirements LL≤45 8≤PI<40 100 ≥20

2B-22-002

1 24.7 58 41 -- 86.8

3 -- -- -- -- 86.0 1.7

5 -- 39 18 100 73.2 --

8 34.2 40 19 100 58.5 --

10 -- -- -- -- 61.9 --

2B-22-008

1 -- 48 30 -- 80.2 3.0

3 13.9 27 13 100 35.1 --

5 -- -- -- -- 72.3 --

8 20.0 42 20 -- 81.2 --

10 -- -- -- -- 76.5 --

2B-22-014

1 19.5 30 15 -- 49.7 --

3 -- -- -- 100 39.6 0.7

5 15.7 59 41 100 13.2 --

8 -- 53 32 -- 85.7 --

10 -- -- -- -- 83.5 --

2B-22-024

1 -- 49 31 -- 79.6 1.5

3 -- 37 19 -- 66.3 --

5 -- -- -- 100 88.3 --

8 26.1 49 25 -- 91.3 --

10 -- -- -- -- 91.2 --

2B-22-028

1 34.5 43 25 63.7 2.5

3 24.3 -- -- 100 80.3 --

5 26.8 41 12 -- 73.4 --

8 24.6 34 9 -- 67.2 --

10 -- -- -- 100 80.2 -- BOLD indicates test does not meet USACE levee embankment fill criteria

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Samples from hand explorations 2B-22-002 and 2B-22-008 at one-foot bgs had LLs which exceed 45. The samples from hand exploration 2B-22-014 at five and eight feet bgs had LLs which exceed 45 and a PIs greater than 40 at five feet bgs. The sample from hand exploration 2B-22-014 at five feet bgs also had less than 20 percent fines. The samples from hand exploration 2B-22-024 at one and eight feet bgs had

LLs which exceed 45.

4.2 BORROW SITE CONSIDERATIONS

Based on the scope of work discussed above and the summary of lab testing completed, we conclude that some of the soils collected at 1 foot at the Site do not meet levee embankment fill criteria;

however, the underlying soils generally meet criteria or may meet criteria if blended. It is typical for the upper 1 foot of the borrow site to be removed and stockpiled for future restoration at the site at the completion of use of the borrow site. If this upper foot of material is removed, general mixing and blending during excavation of the borrow material may be considered. Blending the soil may modify the soil properties to fall within USACE criteria. The contractor should address this in their borrow plan and include additional testing for the blended soils to confirm adherence to USACE criteria.

It is possible that excavated material may be well above the optimum moisture content. The contractor borrow plan should address this condition.

Proper processing of the borrow material at the site may produce material that meets USACE criteria for levee embankment fill. It is recommended the following occur before the sites are used as borrow sites.

• If the site will be used for construction, the contractor should prepare a borrow study that should include additional sampling and testing and detailed information on site development, excavation and processing of materials, drying/wetting of materials at the borrow site and at the construction site, transportation of materials, groundwater control, and restoration.

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5 LIMITATIONS

Information contained in this data report is based on our field observations, subsurface explorations completed by Kleinfelder and others, laboratory tests, and our present knowledge of the existing Site conditions. It is possible that soil conditions, including groundwater levels, could vary between or beyond the points explored.

The information included in graphic representations attached to this report has been compiled from a variety of sources as referenced herein and are subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of the information presented in this data report. These documents are not intended for use as land survey products, nor are they designed or intended as construction design documents. The use or misuse of the information contained on these graphic representations is at the sole risk of the party using or misusing the information.

We have prepared this data report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, express or implied, is provided. This data report presents data obtained as a snapshot in time and may be used only by SAFCA, USACE, and their design consultants, and only for the purposes stated. Land use, site conditions (both on site and off site), or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this data report shall notify Kleinfelder of such intended use. Based on the intended use of the data report, Kleinfelder may require that additional work be performed and that an updated data report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from liability resulting from the use of this data report by any unauthorized party.

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6 REFERENCES

ASTM D698-12 (2021), Standard Test Methods for Laboratory Compaction Characteristics of Soil Using

Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)), ASTM International, West Conshohocken, PA, 2021, DOI: 10.1520/D0698-12R21, www.astm.org

ASTM Standard D2216 (2019). “Standard Test Methods for Laboratory Determination of Water

(Moisture) Content of Soil and Rock by Mass,” ASTM International, West Conshohocken, PA, 2017, DOI: 10.1520/D2216-19, www.astm.org

ASTM Standard D2487 (2017). “Standard Practice for Classification of Soils for Engineering Purposes

(Unified Soil Classification System),” ASTM International, West Conshohocken, PA, 2017, DOI:

10.1520/D2487-17E01, www.astm.org

ASTM Standard D2488 (2017). “Standard Practice for Description and Identification of Soils (Visual-

Manual Procedures),” ASTM International, West Conshohocken, PA, 2017, DOI: 10.1520/D2488-

17E01, www.astm.org

ASTM Standard D4220/D4220M-14 (2018). “Standard Practices for Preserving and Transporting Soil

Samples,” ASTM International, West Conshohocken, PA, DOI: 10.1520/D4220_D4220M-14, www.astm.org

ASTM Standard D4318 (2017). “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils,” ASTM International, West Conshohocken, PA, 2017, DOI: 10.1520/D4318-17E01, www.astm.org

ASTM Standard D4767-11 (2020). “Standard Test Method for Consolidated Undrained Triaxial

Compression Test for Cohesive Soils,” ASTM International, West Conshohocken, PA, DOI:

10.1520/D4767-11R20, www.astm.org

ASTM Standard D6913 (2017). “Standard Test Methods for Particle-Size Distribution (Gradation) of Soils

Using Sieve Analysis,” ASTM International, West Conshohocken, PA, 2017, DOI:

10.1520/D6913_D6913M-17, www.astm.org

California Geological Survey (CGS) (2002). California Geomorphic Provinces, Note 36, December.

http://www.kleinfelder.com/ http://www.astm.org/ http://www.astm.org/ http://www.astm.org/ http://www.astm.org/ http://www.astm.org/ http://www.astm.org/ http://www.astm.org/ http://www.astm.org/

20173678.001A/SAC23R152437 Page 17 of 17 October 19, 2023

USACE (2022). “US Army Corps of Engineers Sacramento District Geotechnical Engineering Branch, STANDARD OPERATING PROCEDUE 3 Geotechnical Levee Practice”, May 2022.

FIGURES

LIST OF ATTACHMENTS

Figure 1 Project Vicinity Map

Figure 2 Exploration Map

HOWSLEY ROA D

NATOMAS ROAD

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

0 1,000 2,000 Feet

Basemap: USGS The National Map Inset: National Geographic World Map

Locations are Approximate£Project Location

Explanation Approximate Project Boundary

SA

CR

AM

EN

TO

, C

A \\a zrg iss tor p0

3\G

IS_

Pr oje cts \C lie nt\

Sa cra me nto

_C ou nty _C

A\2

8-S

AF

CA

_B roo kfi eld \B roo kfi eld _F

1.m xd

PL

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/14

/20

, K Ha ga n

PROJECT VICINITY MAP

PROJECT:

FILE NAME:

FIGURE

DRAWN:

CHECKED BY:

DRAWN BY:

Brookfield_F1.mxd

K. HAGAN

T. SULLIVAN BROOKFIELD SITE 2C BORROW INVESTIGATION

SUTTER COUNTY APN 35-080-032

SUTTER COUNTY, CALIFORNIA

20173678.001A

MAR 2023

APPROXIMATE

PROJECT BOUNDARY

!A !A

!A "D !A !A

!A !A

!A !A !A "D

!A !A

!A !A !A

!A "D !A

!A !A

!A

!A "D !A

!A !A

!A

!A "D !A

HOWSLEY ROAD

NATOMAS ROAD

2B-22-0032B-22-001

2B-22-004

2B-22-0062B-22-005

2B-22-0092B-22-007

2B-22-010

2B-22-0122B-22-011

2B-22-0152B-22-013

2B-22-0182B-22-0172B-22-016

2B-22-0202B-22-019

2B-22-0232B-22-0222B-22-021

2B-22-0262B-22-025

2B-22-0302B-22-0292B-22-027

2B-22-0322B-22-031

2B-22-002

2B-22-008

2B-22-014

2B-22-024

2B-22-028

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

0 300 600 Feet

Aerial: ESRI World Imagery, Maxar Vivid, image dated 10/11/2022.

Locations are Approximate£

SA

CR

AM

EN

TO

, C A

\\a zrg iss tor p0 3\G

IS_

Pr oje cts

\C lie nt\ Sa cra me nto _C ou nty

_C A\2

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CA

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\B roo kfi eld

_F 2.m xd

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Ha ga n Explanation !A Environmental Boring Location "D Geotechnical Boring Location

Approximate Project Boundary

EXPLORATION MAP

PROJECT:

FILE NAME:

FIGURE

DRAWN:

CHECKED BY:

DRAWN BY:

Brookfield_F2.mxd

K. HAGAN

T. SULLIVAN BROOKFIELD SITE 2C BORROW INVESTIGATION

SUTTER COUNTY APN 35-080-032

SUTTER COUNTY, CALIFORNIA

20173678.001A

MAR 2023

APPENDIX A

HAND AUGER EXPLORATION LOGS

A-1

FIGURE

Brookfield Site 2C Borrow APN 35-080-032 Howsley Road & Notomas Road

Pleasand Grove/Sutter County, California

The report and graphics key are an integral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report.

Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual or differ from those shown.

No warranty is provided as to the continuity of soil or rock conditions between individual sample locations.

Logs represent general soil or rock conditions observed at the point of exploration on the date indicated.

In general, Unified Soil Classification System designations presented on the logs were based on visual classification in the field and were modified where appropriate based on gradation and index property testing.

Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between 5% and 12% passing the No.

200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.

If sampler is not able to be driven at least 6 inches then 50/X indicates number of blows required to drive the identified sampler X inches with a 140 pound hammer falling 30 inches.

ABBREVIATIONS

WOH - Weight of Hammer WOR - Weight of Rod

CLEAN

SANDS

WITH

<5%

FINES

G R

A V

E L

S

M or e th an h al f o f c oa rs e fr ac tio n is la rg er th an th e

#4 s ie ve

Cu 6 and/ or 1 Cc 3>

SANDS

WITH

5% TO

12%

FINES

SANDS

WITH >

12%

FINES

WELL-GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE FINES

Cu 4 and/ or 1 Cc 3>

CLEAN

GRAVEL

WITH

<5%

FINES

GRAVELS

WITH

5% TO

12%

FINES

OL

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILT

INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

CL

CL-ML

GM

GC

GW

GP

GW-GM

GW-GC

CH

CLAYEY GRAVELS,

GRAVEL-SAND-CLAY MIXTURES

GRAVELS

WITH >

12%

FINES

Cu 4 and 1 Cc 3

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE OR NO FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE OR NO FINES

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE FINES

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE CLAY FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE CLAY FINES

SILTY GRAVELS, GRAVEL-SILT-SAND

MIXTURES

CLAYEY GRAVELS,

GRAVEL-SAND-CLAY-SILT MIXTURES

WELL-GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES

SW

SW-SC

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE FINES

Cu 4 and/ or 1 Cc 3>

INORGANIC SILTS AND VERY FINE SANDS, SILTY OR

CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY

ORGANIC CLAYS & ORGANIC SILTS OF

MEDIUM-TO-HIGH PLASTICITY

INORGANIC CLAYS OF HIGH PLASTICITY, FAT

CLAYS

Cu 6 and/ or 1 Cc 3

SILTY SANDS, SAND-GRAVEL-SILT

MIXTURES

CLAYEY SANDS,

SAND-GRAVEL-CLAY MIXTURES

SW-SM

CLAYEY SANDS, SAND-SILT-CLAY

MIXTURES

Cu 6 and 1 Cc 3

SC-SM

Cu 4 and 1 Cc 3

ORGANIC SILTS & ORGANIC SILTY CLAYS OF

LOW PLASTICITY

SILTS AND CLAYS

(Liquid Limit less than 50)

WELL-GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES

MH

OH

ML

GC-GM

C O

A R

S E

G R

A

IN

E D

S O

IL

S

M or e th an h al f o f m at er ia l i s la rg er th an th e

#2 s ie ve

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

Cu 6 and 1 Cc 3

GP-GM

GP-GC

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

GRAPHICS KEY

SP

SP-SM

SP-SC

SM

SC

STANDARD PENETRATION SPLIT SPOON SAMPLER

(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner diameter)

CALIFORNIA SAMPLER

(3 in. (76.2 mm.) outer diameter)

HOLLOW STEM AUGER

SOLID STEM AUGER

SHELBY TUBE SAMPLER

MODIFIED CALIFORNIA SAMPLER

(2 or 2-1/2 in. (50.8 or 63.5 mm.) outer diameter)

BULK / GRAB / BAG SAMPLE

WASH BORING

SAMPLER AND DRILLING METHOD GRAPHICS

F

IN

E G

R A

IN

E

D S

O

IL

S (H al f o r m or e of m at er ia l i s sm al le r th an th e #2 s ie ve

SILTS AND CLAYS

(Liquid Limit 50 or greater)

S A

N D

S

H al f o r m or e of c oa rs e fr ac tio n is s m al le r th an th e

#4 s ie ve

GROUND WATER GRAPHICS

OBSERVED SEEPAGE

WATER LEVEL (level after exploration completion)

WATER LEVEL (level where first observed)

WATER LEVEL (additional levels after exploration)

NOTES

DRAWN BY: GG

CHECKED BY: MG

DATE: 1/19/2023

REVISED: -

PROJECT NO.: 20173678

gI N

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B E

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.0

A

O

F F

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E

F

IL

T E

R

S A

C R

A M

E N

T O gI N

T T

E M

P

LA

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E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

.G

LB

[L

E G

E N

D

G

R A

P H

IC

S

K E

Y

U S

C S

_S T

A N

D A

R D

P

LO

T

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D

/3

1/

:0

P M

B Y

G

G om ez

CALIFORNIA

SAMPLER

(# blows/ft)

MODIFIED CA

SAMPLER

(# blows/ft)

SPT-N60

(# blows/ft)

A-2

FIGURE

Brookfield Site 2C Borrow APN 35-080-032 Howsley Road & Notomas Road

Pleasand Grove/Sutter County, California

> 50

Medium (M)

High (H)

RELATIVE

DENSITY

APPARENT

DENSITY

30 - 50

10 - 30

4 - 10

<4

>60

35 - 60

12 - 35

5 - 12

<4

>70

40 - 70

15 - 40

5 - 15

CONSISTENCY

<2

Moist

The thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. The lump or thread crumbles when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump or thread can be formed without crumbling when drier than the plastic limit.

30 - 50

DESCRIPTION

Strongly

FIELD TEST

Alternating layers of varying material or color with the layer less than 1/4-in. thick, note thickness.

FIELD TEST

Absence of moisture, dusty, dry to the touch

Moderately

Will not crumble or break with finger pressure

Pocket Pen (tsf)

Term of

Use

<5%

With

Modifier

5 to <15%

15%

Trace <15%

15 to <30%

30%

AMOUNT

>30

Very Soft

SOIL DESCRIPTION KEY

DESCRIPTION

Damp but no visible water

Boulders

Cobbles coarse fine Gravel

Sand

Fines

GRAIN SIZE

>12 in. (304.8 mm.)

3 - 12 in. (76.2 - 304.8 mm.) Fist-sized to basketball-sized

3/4 -3 in. (19 - 76.2 mm.) Thumb-sized to fist-sized

0.19 - 0.75 in. (4.8 - 19 mm.) Pea-sized to thumb-sized

0.079 - 0.19 in. (2 - 4.9 mm.)#10 - #4

0.017 - 0.079 in. (0.43 - 2 mm.)

#200 - #40 coarse fine medium

SIEVE SIZE APPROXIMATE SIZE

Larger than basketball-sized>12 in. (304.8 mm.)

3 - 12 in. (76.2 - 304.8 mm.)

3/4 -3 in. (19 - 76.2 mm.)

#4 - 3/4 in. (#4 - 19 mm.)

Rock salt-sized to pea-sized

#40 - #10 Sugar-sized to rock salt-sized

0.0029 - 0.017 in. (0.07 - 0.43 mm.) Flour-sized to sugar-sized

Passing #200 <0.0029 in. (<0.07 mm.) Flour-sized and smaller

DESCRIPTION

Secondary Constituent is Fine Grained

Secondary Constituent is

Coarse Grained

SPT - N60

(# blows / ft)

Soft

Stiff

Very Stiff

Hard

2 - 4

4 - 8

8 - 15

15 - 30

Weakly Crumbles or breaks with handling or slight finger pressure

Crumbles or breaks with considerable finger pressure

UNCONFINED

COMPRESSIVE

STRENGTH (Qu)(psf)

VISUAL / MANUAL CRITERIA

<500

0.5 PP <1

1 PP <2

2 PP <4

4 PP >8000

4000 - 8000

500 - 1000

1000 - 2000

2000 - 4000

Rounded

Subrounded

Dry

Wet Visible free water, usually soil is below water table

Thumb will penetrate more than 1 inch (25 mm). Extrudes between fingers when squeezed.

Thumb will penetrate soil about 1 inch (25 mm).

Remolded by light finger pressure.

Thumb will penetrate soil about 1/4 inch (6 mm).

Remolded by strong finger pressure.

Can be imprinted with considerable pressure from thumb.

Thumb will not indent soil but readily indented with thumbnail.

Thumbnail will not indent soil.

Particles have nearly plane sides but have well-rounded corners and edges.

Angular Particles have sharp edges and relatively plane sides with unpolished surfaces.

DESCRIPTION

Fissured

Slickensided

Blocky

Lensed

CRITERIA

Stratified

Laminated

Fracture planes appear polished or glossy, sometimes striated.

Alternating layers of varying material or color with layers at least 1/4-in. thick, note thickness.

Breaks along definite planes of fracture with little resistance to fracturing.

Cohesive soil that can be broken down into small angular lumps which resist further breakdown.

Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness.

Subangular

Particles have smoothly curved sides and no edges.

Particles are similar to angular description but have rounded edges.

None

Weak

Strong

No visible reaction

DESCRIPTION CRITERIA

A 1/8-in. (3 mm.) thread cannot be rolled at any water content.

NPNon-plastic

The thread can barely be rolled and the lump or thread cannot be formed when drier than the plastic limit.

< 30Low (L)

85 - 100

65 - 85

35 - 65

15 - 35

<5 0 - 15

Very Dense

Dense

Medium Dense

>50

Loose

Very Loose

FROM TERZAGHI AND PECK, 1948

LLDESCRIPTION FIELD TEST

Some reaction, with bubbles forming slowly

Violent reaction, with bubbles forming immediately

DESCRIPTION FIELD TEST

PP < 0.25

Medium Stiff

0.25 PP <0.5

PLASTICITYAPPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL

MOISTURE CONTENTSECONDARY CONSTITUENT CEMENTATION

CONSISTENCY - FINE-GRAINED SOIL

FROM TERZAGHI AND PECK, 1948; LAMBE AND WHITMAN, 1969; FHWA, 2002; AND ASTM D2488

REACTION WITH

HYDROCHLORIC ACID

ANGULARITYSTRUCTURE

GRAIN SIZE

DRAWN BY: GG

CHECKED BY: MG

DATE: 1/19/2023

REVISED: -

PROJECT NO.: 20173678

gI N

T F

IL

E

K lf_ gi nt _m as te r_

O

JE

C

T N

U M

B E

R

.0

F

IC

E

F

IL

T E

R

S A

C R

A M

E N

T O gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

[L

G

E N

D

S

O

IL

D E

S C

K E

Y

P

LO

T T

E D

/3 1/

:0

P

M B

Y

G G om ez

Dry grass

Fat CLAY (CH): high plasticity, no dilatancy, tan, moist, firm, homogeneous

Silty SAND (SM): medium plasticity fines, no dilatancy, yellowish brown, no odor, wet, loose, coarse sand, subangular to subrounded gravel, subangular to subrounded max 1/2", homogeneous

The hand exploration was terminated at approximately 8.5 ft. below ground surface.

The hand exploration was backfilled with 1 bag of neat cement grout and top 5 ft were backfilled soil cuttings on December 19, 2022.

0-5 ft Hand Auger with a 4" bucket 5-8.5 ft Hand Auger with a 3.25" bucket

PID= 0.0

PID= 0.0

GROUNDWATER LEVEL INFORMATION:

Groundwater was observed at approximately 3 ft. below ground surface during drilling.

GENERAL NOTES:

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

FIGURE

A-3

HAND EXPLORATION LOG 2B-22-001

HAND EXPLORATION LOG 2B-22-001

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Latitude: 38.82293° Longitude: -121.52954°

Surface Condition: Dry grass

Not Available

Gulf ShoreDrilling Company:

Drilling Method:

Drilling Equipment:

12/19/2022

Overcast Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hand Auger

4 in./3.25 in.

H. Colin

Hand AugerPlunge: -90 degrees

Jacob M/

A dd iti on al T es ts

R em ar ks

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

P oc ke t P en (P

P t sf

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

Brookfield Site 2C Borrow APN 35-080-032 Howsley Road & Notomas Road

Pleasand Grove/Sutter County, California

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

R ec ov er y (N

R

N o

R ec ov er y)

U S

C S

S ym bo l

W at er C on te nt

DATE: 1/19/2023

DRAWN BY: GG

REVISED: -

PROJECT NO.: 20173678

CHECKED BY: MG

gI N

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IL

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K lf_ gi nt _m as te r_

O

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B E

R

.0

F

IC

E

F

IL

T E

R

S A

C R

A M

E N

T O gI N

T T

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P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

_K

LF

_B O

R

IN

G /T

E S

T P

IT

S

O

IL

L O

G

P

LO

T T

E D

/1 2/

:1

P

M B

Y

G G om ez

S am pl e

T yp e

Dry grass

Fat CLAY (CH): high plasticity, olive brown, moist, firm, homogeneous, no elevated PID readings

Lean CLAY with Sand (CL): fine to coarse-grained, subangular to subrounded sand, low plasticity, yellowish brown, no odor, moist, firm

Sandy Lean CLAY (CL): fine to coarse-grained, subangular to subrounded sand, low plasticity, yellowish brown, moist, firm

The hand exploration was terminated at approximately 10 ft. below ground surface.

The hand exploration was backfilled with 1 bag of neat cement grout and top 5 ft were backfilled soil cuttings on December 19, 2022.

0-5 ft Hand Auger with a 4" bucket 5-10 ft Hand Auger with a 3.25" bucket

Organic Content= 1.7%

PID= 0.0

PID= 0.0

PID= 0.0

PID= 0.0

GROUNDWATER LEVEL INFORMATION:

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

CH

CL

CL

24.7

34.2

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

FIGURE

A-4

HAND EXPLORATION LOG 2B-22-002

HAND EXPLORATION LOG 2B-22-002

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Latitude: 38.82288° Longitude: -121.52846°

Surface Condition: Dry grass

Not Available

Gulf ShoreDrilling Company:

Drilling Method:

Drilling Equipment:

12/19/2022

Overcast Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hand Auger

4 in./3.25 in.

H. Colin

Hand AugerPlunge: -90 degrees

J. Martenez/S. Huston

A dd iti on al T es ts

R em ar ks

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

P oc ke t P en (P

P t sf

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

Brookfield Site 2C Borrow APN 35-080-032 Howsley Road & Notomas Road

Pleasand Grove/Sutter County, California

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

R ec ov er y (N

R

N o

R ec ov er y)

U S

C S

S ym bo l

W at er C on te nt

DATE: 1/19/2023

DRAWN BY: GG

REVISED: -

PROJECT NO.: 20173678

CHECKED BY: MG

gI N

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K lf_ gi nt _m as te r_

O

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T N

U M

B E

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.0

F

IC

E

F

IL

T E

R

S A

C R

A M

E N

T O gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

LF

_B O

R

IN

G /T

E S

T P

IT

S

O

IL

L O

G

P

LO

T T

E D

/1 2/

:1

P

M B

Y

G G om ez

S am pl e

T

Dry Grass/Topsoil olive brown, no odor, moist, firm, homogeneous

Silty SAND (SM): fine to medium-grained, subangular to subrounded sand, medium plasticity fines, no dilatancy, yellowish brown, no odor, moist, medium dense, homogeneous

The hand exploration was terminated at approximately 8 ft. below ground surface. The hand exploration was backfilled with 1 bag of neat cement grout and top 5 ft were backfilled soil cuttings on December 19, 2022.

0-5 ft Hand Auger with a 4" bucket 5-8 ft Hand Auger with a 3.25" bucket

PID= 0.0

PID= 0.0

PID= 0.0

GROUNDWATER LEVEL INFORMATION:

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

FIGURE

A-5

HAND EXPLORATION LOG 2B-22-003

HAND EXPLORATION LOG 2B-22-003

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Latitude: 38.82291° Longitude: -121.52736°

Surface Condition: Dry grass

Not Available

Gulf ShoreDrilling Company:

Drilling Method:

Drilling Equipment:

12/19/2022

Overcast Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hand Auger

4 in./3.25 in.

H. Colin

Hand AugerPlunge: -90 degrees

J. Martenez/S. Hoodon

A dd iti on al T es ts

R em ar ks

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

P oc ke t P en (P

P t sf

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

Brookfield Site 2C Borrow APN 35-080-032 Howsley Road & Notomas Road

Pleasand Grove/Sutter County, California

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

R ec ov er y (N

R

N o

R ec ov er y)

U S

C S

S ym bo l

W at er C on te nt

DATE: 1/19/2023

DRAWN BY: GG

REVISED: -

PROJECT NO.: 20173678

CHECKED BY: MG

gI N

T F

IL

E

K lf_ gi nt _m as te r_

O

JE

C

T N

U M

B E

R

.0

F

IC

E

F

IL

T E

R

S A

C R

A M

E N

T O gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R D

_G

IN

T _L

IB

R

A R

Y _2

LF

_B O

R

IN

G /T

E S

T P

IT

S

O

IL

L O

G

P

LO

T T

E D

/1 2/

:1

P

M B

Y

G G om ez

S am pl e

T

Dry Grass/Topsoil olive brown, no odor, moist, firm, homogeneous

Silty SAND (SM): low plasticity fines, no dilatancy, dark reddish brown, no odor, moist, loose, homogeneous

The hand exploration was terminated at approximately 8 ft. below ground surface. The hand exploration was backfilled with 1 bag of neat cement grout and top 5 ft were backfilled soil cuttings on December 19, 2022.

0-5 ft Hand Auger with a 4" bucket 5-8 ft Hand Auger with a 3.25" bucket

PID= 0.0

PID= 0.0

PID= 0.0

GROUNDWATER LEVEL INFORMATION:

Groundwater was not observed during drilling or after completion.

GENERAL NOTES:

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

FIGURE

A-6

HAND EXPLORATION LOG 2B-22-004

HAND EXPLORATION LOG 2B-22-004

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Latitude: 38.82193° Longitude: -121.52837°

Surface Condition: Dry grass

Not Available

Gulf ShoreDrilling Company:

Drilling Method:

Drilling Equipment:

12/19/2022

Overcast Exploration Diameter:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Crew:

Hand Auger

4 in./3.25 in.

H. Colin

Hand AugerPlunge: -90 degrees

J. Martenez/D.M. Shchuk

A dd iti on al T es ts

R em ar ks

B lo w C ou nt s( B

C

U nc or r.

B lo w s/ in

P oc ke t P en (P

P t sf

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

Brookfield Site 2C Borrow APN 35-080-032 Howsley Road & Notomas Road

Pleasand Grove/Sutter County, California

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

R ec ov er y (N

R

N o

R ec ov er y)

U S

C S

S ym bo l

W at er C on te nt

DATE: 1/19/2023

DRAWN BY: GG

REVISED: -

PROJECT NO.: 20173678

CHECKED BY: MG

gI N

T F

IL

E

K lf_ gi nt _m as te r_

O

JE

C

T N

U M

B E

R

.0

F

IC

E

F

IL

T E

R

S A

C R

A M

E N

T O gI N

T T

E M

P

LA

T E

E

:K

LF

_S T

A N

D A

R…