KleinfelderBorrowReport.pdf

00094582.001A/SAC16R47977 Page i of iii November 18, 2016 © 2016 Kleinfelder www.kleinfelder.com

GEOTECHNICAL DATA REPORT

BROOKFIELD BORROW AREA – 2B

NATOMAS CROSS CANAL SOUTH LEVEE

NATOMAS LEVEE IMPROVEMENT PROGRAM

SACRAMENTO AND SUTTER COUNTIES,

CALIFORNIA

KLEINFELDER PROJECT #00094582.001A

NOVEMBER 18, 2016

Copyright 2016 Kleinfelder All Rights Reserved

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

PROJECT FOR WHICH THIS REPORT WAS PREPARED.

00094582.001A/SAC16R47977 Page ii of iii November 18, 2016

November 18, 2016 00094582.001A/9I-0002

Mr. John Bassett, PE Sacramento Area Flood Control Agency 1007 7th Street, 7th Floor Sacramento, California 95814

Subject: Geotechnical Data Report Brookfield Borrow Area – 2B Natomas Cross Canal South Levee Natomas Levee Improvement Program Sacramento and Sutter Counties, California

Dear Mr. Bassett:

Kleinfelder is pleased to present this Geotechnical Data Report (GDR) for the Brookfield Borrow Area – 2B, which will be used in completion of the Natomas Cross Canal (NCC) South Levee remediation project located within Reclamation District 1000 in Sutter County, California. This report provides the data obtained during the current investigation completed in September 2016.

This report presents the subsurface data collected during borrow investigation for use in the design of the remedial alternatives for the NCC South Levee project. This report includes summaries of the field explorations, logs of test pits and borings, and laboratory test results. It is understood that the US Army Corps of Engineers will use this information for project design and construction.

We appreciate the opportunity to provide these services for this project. If you have any questions regarding this report, or if we may be of further assistance, please contact the undersigned.

Sincerely, KLEINFELDER, INC.

Rebecca L. Money, PE, GE Timothy Williams, PE, GE Senior Geotechnical Engineer Principal Geotechnical Engineer

00094582.001A/SAC16R47977 Page iii of iii November 18, 2016

TABLE OF CONTENTS

Section Page

1 INTRODUCTION

1.1 GENERAL

1.2 SITE LOCATION

1.3 PURPOSE AND SCOPE OF SERVICES

1.4 PROJECT DATUM AND COORDINATE SYSTEMS

1.5 PREVIOUS INVESTIGATIONS

1.6 FIELD INVESTIGATION

1.7 LABORATORY TESTING

2 SITE CONDITIONS

2.1 SURFACE CONDITIONS

2.2 DITCHES AND CANALS

2.3 SUBSURFACE CONDITIONS

2.3.1 Test Pits

2.3.2 Stockpiles

2.3.3 Groundwater

3 LABORATORY TESTING PROGRAM

3.1 GENERAL

3.2 MOISTURE CONTENT

3.3 ATTERBERG LIMITS

3.4 SIEVE ANALYSIS

3.5 ORGANIC CONTENT

3.6 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT

3.7 TRIAXIAL COMPRESSION

4 BORROW AREA DISCUSSION

4.1 GENERAL

4.2 MATERIAL SUITABILITY AND DISTRIBUTION

4.3 SOIL MOISTURE CONDITIONS

4.4 EXCAVATION CONDITIONS

4.5 SOIL MIXING

5 LIMITATIONS

6 REFERENCES

FIGURES

1 Site Location Map 2 Boring and Test Pit Location Map

APPENDICES

A Field Investigations B Laboratory Test Results C Corrosivity Test Results

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1 INTRODUCTION

1.1 GENERAL

Kleinfelder has prepared a geotechnical data report for the Brookfield Borrow 2B site to collect information on the distribution and physical properties of the proposed borrow materials. It is understood that the US Army Corps of Engineers (USACE) will use this information for design and construction of levee improvements along the Natomas Cross Canal (NCC) South Levee.

This report provides a compilation of the following data from our studies:

• Location of the explorations,

• Logs of test pits and borings,

• Laboratory test results, and

• Discussions of soil and groundwater conditions encountered

The data presented herein are based on the subsurface conditions encountered at the locations of our explorations, the field and laboratory data, and the provisions outlined in the Limitations section of this report. The information presented herein should not be extrapolated to other areas or used for other projects without Kleinfelder’s review.

1.2 SITE LOCATION

The Brookfield Borrow 2B site is located southwest of the intersection of Howsley Road and

Natomas Road in Sutter County, California and encompasses an area of approximately 5.5 acres.

The borrow site location relative to existing streets and topographic features is shown on Figure

1.

1.3 PURPOSE AND SCOPE OF SERVICES

Kleinfelder investigated the Brookfield Borrow 2B site for the purpose of collecting information on the distribution and physical properties of the soil materials within the borrow site.

Kleinfelder’s scope of work is summarized below:

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• Excavating and collecting samples from 4 backhoe excavated test pits

• Collecting of samples from 2 stockpiles using backhoe excavations.

• Laboratory testing of representative soil samples obtained during the field investigation to evaluate relevant engineering properties.

• Preparation of a report including:

o A description of the surface and subsurface site conditions encountered during our field explorations o A description of our field and laboratory investigations o A plan or map showing the approximate exploration locations, and o Test pit logs and laboratory test results.

1.4 PROJECT DATUM AND COORDINATE SYSTEMS

Elevation references in this report are in feet and are based on the North American Vertical Datum of 1988 (NAVD88).

Northing and Easting coordinates are based on the California Coordinate System Zone II and the

North American Datum of 1983 (NAD83).

1.5 PREVIOUS INVESTIGATIONS

Kleinfelder reviewed the following documents in support of this GDR:

• Kleinfelder (Kleinfelder 2009), “Geotechnical Data Report, Brookfield Borrow Area - West, Natomas Cross Canal South Levee, Natomas Levee Improvement Program, Sacramento and Sutter Counties, California”, January 28, 2009.

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1.6 FIELD INVESTIGATION

The field exploration program, conducted on September 1, 2016, included excavating 4 test pits and sampling 2 stockpiles. A tire mounted CASE 580 Super L backhoe was used to excavate the test pits and stockpiles. The test pits were excavated to a depth of about 10 feet below the ground surface. The stockpiles were sampled around mid-height and the depth of sampling was approximately 1 foot into the stockpile. Four samples were obtained from Stockpile SP-1 and six samples were obtained from Stockpile SP-2. The approximate locations of the test pits and stockpile samples are shown on Figure 2. The test pits were distributed across the area at an approximate spacing of one test pit per 1-1/2 acres.

Prior to subsurface explorations, Underground Service Alert (USA) was contacted to provide utility clearance.

Upon completion, the test pits were backfilled with soil cuttings generated during excavation operations.

A Kleinfelder professional maintained logs of the test pits, visually classified the soils encountered according to the Unified Soil Classification System, presented on Figure A-1 in Appendix A, and obtained bulk samples of the subsurface materials. Soil classifications made in the field from samples and excavated soil were in general accordance with ASTM International (ASTM) Method

D2488. These classifications were re-evaluated in the laboratory after further examination and testing in general accordance with ASTM D2487. Sample classifications and other related information were recorded on the test pit logs. A key to the symbols used on the Test Pit Logs is presented on Figure A-1. A Soil Description Key is presented on Figure A-2. Test Pit Logs are presented on Figures A-3 through A-6. A schematic showing the stockpile sample locations and descriptions is provided on Figures A-7 and A-8. Test pits were located in the field by measuring from existing landmarks. Horizontal coordinates and elevations of the test pits were not surveyed.

Therefore, the locations of the test pits and sample locations shown on Figure 2 should be considered approximate.

1.7 LABORATORY TESTING

Select samples from the test pits were submitted to the Kleinfelder Sacramento laboratory for testing. The testing program consisted of moisture content, Atterberg Limits (plasticity), hydrometer analysis, sieve analysis, organic content, compaction testing, and triaxial shear

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(consolidated drained). The laboratory tests were performed in general accordance with the applicable ASTM Test Methods as described in Section 3. In addition, laboratory corrosion potential testing was performed on selected soil samples by Sunland Analytical Laboratories of

Rancho Cordova, California under subcontract to Kleinfelder.

Laboratory test results are shown on the Test Pit Logs (Appendix A), on the Summary of

Laboratory Tests (Appendix B), and in Appendix B.

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2 SITE CONDITIONS

2.1 SURFACE CONDITIONS

The ground surface at Brookfield Borrow 2B site at the time of our investigation consisted of fallow agricultural fields covered with dry grasses that have been recently disked. Topography is generally level with minimal slope towards on-site ditches. The property is bound by an active agricultural field to the west and farm access roads to the north, south, and east. Two soil stockpiles were located on the eastern portion of the site and the approximate outline of the stockpiles is shown on Figure 2. The stockpiles were about 10 to 15 feet tall.

2.2 DITCHES AND CANALS

Pleasant Grove Creek Canal is located approximately 1,200 feet east of the Brookfield Borrow site and the Natomas Cross Canal is located approximately 3,000 feet north of the site.

Additionally, agricultural ditches are present on three sides of the subject borrow site. These ditches are located on the north, east, and south sides of the site.

2.3 SUBSURFACE CONDITIONS

2.3.1 Test Pits

The soil in the excavated test pits generally consisted of sandy lean clay (CL) and lean clay with sand (CL). A layer of clayey sand (SC) was observed in the lower portion of Test Pit TP-3. Soil descriptions are based on the Unified Soil Classification System (USCS) in accordance with

ASTM D2487-06. The observed consistency of the fine-grained soils varied from soft to hard.

Some soils in the test pits were observed to have weak to moderate cementation. The Test Pit

Logs are presented in Appendix A on Figures A-3 and A-6, and should be referred to for more detailed information about the soil conditions encountered.

2.3.2 Stockpiles

The soil in the stockpiles generally consisted of sandy lean clay (CL) and lean clay with sand (CL).

Soil descriptions are based on the Unified Soil Classification System (USCS) in accordance with

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ASTM D2487-06. The Stockpile sample descriptions are presented in Appendix A on Figures A-

7 and A-8, and should be referred to for more detailed information about the soil conditions encountered.

2.3.3 Groundwater

Groundwater was not encountered in any of the four test pits. Visible groundwater or seepage was not observed in the test pits due to the limited time the excavations were open.

Groundwater levels will fluctuate in response to seasonal changes, irrigation practices, precipitation, groundwater recharge, and water levels in the agricultural ditches, Pleasant Grove

Creek Canal, and Natomas Cross Canal. 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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3 LABORATORY TESTING PROGRAM

3.1 GENERAL

The laboratory testing program was developed for multiple purposes. Initial testing was performed to characterize the physical properties of the soils in order to identify soils that would meet general USACE requirements for levee embankment fill, including plasticity limits, percent fines, and organic content. After the range of soil properties was identified, additional tests were performed to evaluate the remolded strength of the materials.

Laboratory testing of selected soil samples included Atterberg Limits, sieve analysis, moisture content, organic content, maximum density/optimum moisture relationship, and triaxial shear

(consolidated, drained). The laboratory test results are discussed below and are included in

Appendix B.

In addition, two soil samples were submitted to Sunland Analytical of Rancho Cordova, California for a brief corrosion analysis. The results of the corrosion testing are presented in Appendix C.

The soil corrosivity test results (pH, electrical resistivity, sulfates, and chlorides) may be used by a qualified corrosion engineer in assessing the corrosion potential for the project.

3.2 MOISTURE CONTENT

Moisture content tests were performed in general accordance with ASTM D2216-05 to evaluate the in-situ moisture conditions of the proposed borrow materials. The results of these tests are presented on the Test Pit Logs (Appendix A) and on the Summary of Laboratory Tests (Appendix

B).

Thirty-three moisture tests were performed on the test pit and stockpile samples. The results are provided in Table 1.

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Table 1: Summary of Moisture Content Test Results

Sample Location Depth (feet)

Moisture content

TP-1 0.5-2.5 A 10.9

TP-1 0.5-2.5 B 11.0

TP-1 2.5-4.5 17.1

TP-1 4.5-6.5 20.0

TP-1 6.5-8 19.8

TP-1 8-9 20.6

TP-1 9-10 20.7

TP-2 0.5-2 9.9

TP-2 2-4 16.6

TP-2 4-6 22.0

TP-2 6-8 20.9

TP-2 8-10 20.7

TP-3 0.5-2 9.6

TP-3 2-4 13.3

TP-3 4-6 14.6

TP-3 6-7 15.8

TP-3 7-8 13.1

TP-3 8-10 14.5

TP-4 0.5-2 10.8

TP-4 2-4 10.2

TP-4 4-6 13.2

TP-4 6-8 15.1

TP-4 8-10 18.9

SP-1-A 0.5 4.4

SP-1-B 0.5 4.9

SP-1-C 0.5 5.8

SP-1-D 0.5 2.5

SP-2-A 0.5 5.9

SP-2-B 0.5 8.4

SP-2-C 0.5 7.2

SP-2-D 0.5 6.5

SP-2-E 0.5 4.7

SP-2-F 0.5 5.5

Moisture content was found to be in a range between 9.6 to 22.0 percent in the test pits and between 2.5 and 8.4 percent in the stockpile at the sampled locations.

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3.3 ATTERBERG LIMITS

A total of 15 Atterberg Limits tests were performed on selected fine-grained samples from the test pits and a total of 10 Atterberg Limits tests were performed from the stockpile samples. The

Atterberg Limits tests were performed in accordance with ASTM D4318-05 to measure the plasticity characteristics of the near-surface soils, and evaluate their suitability for the use as embankment fill. The test results are shown on the Test Pit Logs and Stockpile sample location figures (Appendix A) and on the Summary of Laboratory Tests and Plasticity Charts (Appendix

B). Table 2 summarizes the Atterberg Limits results.

Table 2: Summary of Atterberg Limits Test Results

Sample Location

Depth (feet)

Liquid Limit Plastic Limit Plasticity

Index

TP-1 0.5-2.5 A 38 17 21

TP-1 0.5-2.5 B 41 17 24

TP-1 4.5-6.5 43 24 19

TP-1 6.5-8 44 21 23

TP-2 0.5-2 24 18 16

TP-2 2-4 41 22 19

TP-2 4-6 45 24 21

TP-2 6-8 35 20 15

TP-3 2-4 36 17 19

TP-3 4-6 26 16 20

TP-3 6-7 37 14 23

TP-3 7-8 35 17 18

TP-4 0.5-2 36 16 20

TP-4 2-4 33 15 18

TP-4 4-6 44 18 26

SP-1-A 0.5 31 17 14

SP-1-B 0.5 36 19 17

SP-1-C 0.5 44 22 22

SP-1-D 0.5 28 15 13

SP-2-A 0.5 39 21 18

SP-2-B 0.5 40 19 21

SP-2-C 0.5 41 17 24

SP-2-D 0.5 41 17 24

SP-2-E 0.5 39 17 22

SP-2-F 0.5 38 19 19

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For the test pits, the range of liquid limit was found to be 24 to 45; the range of plastic limit was found to be 14 to 24; and the range of plasticity index was found to be 15 to 26.

For the stockpiles, the range of liquid limit was found to be 28 to 44; the range of plastic limit was found to be 15 to 22; and the range of plasticity index was found to be 13 to 24.

3.4 SIEVE ANALYSIS

A total of 31 sieve analysis tests (8 fine sieves and 23 percent passing #200 sieve) were performed on selected fine-grained samples in accordance with ASTM D1140 and D422. Four hydrometer test were performed to measure the percentage of clay and silt-size particles in the near-surface soils. These test results are shown on the Test Pit Logs and Stockpile sample location figures (Appendix A) and on the Summary of Laboratory Tests (Appendix B). The fine sieves and hydrometers are also shown on the Sieve Analysis results, Figures B-5 and B-6. Table

3 summarizes the sieve analysis results.

Table 3: Summary of Sieve Analysis Test Results

Sample Location Depth (feet)

% Passing the No. 200

TP-1 0.5-2.5 A 69.2

TP-1 0.5-2.5 B 71.3

TP-1 2.5-4.5 74.3

TP-1 4.5-6.5 86.5

TP-1 6.5-8 92.4

TP-1 8-9 81.8

TP-2 0.5-2 60.6

TP-2 2-4 72.3

TP-2 4-6 85.1

TP-2 6-8 64.4

TP-3 0.5-2 70.1

TP-3 2-4 68.2

TP-3 4-6 71.0

TP-3 6-7 72.8

TP-3 7-8 50.0

TP-3 8-10 28.8

TP-4 0.5-2 75.8

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Table 3: Summary of Sieve Analysis Test Results (cont.)

Sample Location Depth (feet)

% Passing the No. 200

TP-4 2-4 68.8

TP-4 4-6 80.0

TP-4 6-8 71.0

TP-4 8-10 66.0

SP-1-A 0.5 54.4

SP-1-B 0.5 65.8

SP-1-C 0.5 70.3

SP-1-D 0.5 56.1

SP-2-A 0.5 73.4

SP-2-B 0.5 67.0

SP-2-C 0.5 74.4

SP-2-D 0.5 76.0

SP-2-E 0.5 73.1

SP-2-F 0.5 62.3

The range of percentage of fines in the test pit samples was 28.8 to 92.4%. The range of percentage of fines in the stockpile samples was 54.4 to 76.0%.

The following chart is a plot of the Plasticity Index and the percent fines versus depth.

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3.5 ORGANIC CONTENT

Organic content testing was performed on one soil sample from TP-4 suspected of containing significant quantities of organic (vegetation) material. The test was performed in general accordance with ASTM D2974-07a. The test results are shown on the Test Pit Logs (Appendix

A), and the Summary of Laboratory Tests (Appendix B).

3.6 MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT

A compaction test was performed on a near-surface bulk soil sample to evaluate maximum dry density and optimum moisture content. Test procedures were in general accordance with ASTM

Test Method D 1557. Results of this test are included in Appendix B.

3.7 TRIAXIAL COMPRESSION

Consolidated-undrained (CU) triaxial compression tests were performed on relatively undisturbed samples to evaluate the undrained shear strength of the site soils. Tests were performed in general accordance with ASTM Test Method D 4767. Results of these tests are included in

Appendix B.

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4 BORROW AREA DISCUSSION

4.1 GENERAL

There are three factors that will impact borrow site development and utilization, they are:

• Soil variability (both laterally and vertically) across the borrow area,

• Excavation characteristics of the proposed borrow materials,

• Soil moisture conditions.

These factors will impact construction and are influenced by the Contractor's means and methods of excavation, transport, stockpiling, and placement.

4.2 MATERIAL SUITABILITY AND DISTRIBUTION

It is our understanding the materials in this borrow site will be used for levee embankment fill. It will be the Contractor's responsibility to excavate the borrow area in such a manner that materials meeting levee embankment fill criteria are maximized and not ‘wasted’.

Soils within the depth of the proposed borrow excavations (anticipated to be approximately 6 feet) and in the stockpiles are typically low plasticity clays with variable quantities of fine sand. Based on an evaluation of the data obtained from our field and laboratory testing, it appears that the majority of the soils in the Brookfield Borrow 2B site may meet the criteria for levee embankment fill.

The test pit logs and stockpile descriptions show that the composition of the proposed borrow materials is fairly similar across the borrow site. The contract specifications should require the

Contractor to review the site explorations and laboratory test results, perform additional explorations, and prepare a plan for the excavation of the borrow materials to ensure sufficient quantities of the specified fill are available. If additional subsurface information is considered necessary, the Contractor should plan explorations sufficiently in advance of the borrow activities to allow for laboratory testing of the various soil layers to assist in meeting the project requirements.

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We understand the upper 1 foot of material within the proposed borrow area will be removed, and used as general fill for the vernal drain.

4.3 SOIL MOISTURE CONDITIONS

The in-situ moisture condition of the borrow soils will vary based on factors such as time of year, rainfall, irrigation practices, and water level of adjacent agricultural ditches and the Pleasant

Grove Creek Canal and Natomas Cross Canal. There is a potential for cemented “hardpan” soils to be present at the subject property. Cemented soils can cause a "perched" groundwater condition where surface infiltration from precipitation, and/or irrigation can collect above low permeability layers. This can result in the borrow soils being too wet for proper compaction within specified moisture content limits. Excessive moisture in clayey soils may also affect the type and effectiveness of equipment used to excavate, transport, place, and compact the material.

Conversely, since the Natomas Basin has a confined aquifer, excavations that penetrate below the potentially cemented clay layers may allow groundwater from below to rise up into the excavation. In addition, capillary action from wet underlying soil layers could result in excess moisture and unstable subgrades.

4.4 EXCAVATION CONDITIONS

The soils encountered within the borrow area should generally be excavatable with conventional excavation equipment. Based on the proposed borrow plan and the anticipated depth of excavation, we expect the majority of the excavations can be completed with either heavy scrapers or track-mounted excavators.

If cemented soils are encountered, they may be hard or tend to be higher plasticity clays with a low moisture content and will likely be chunky and blocky resulting in large clods in the fill. The

Contractor should completely break down the clods and uniformly blend the materials within the fill. Conversely, wet clay soils may be sticky or “gummy” and may be difficult to excavate with scrapers, remove from haul trucks, and compact without aeration or processing.

It is possible that some of the soils present within the proposed borrow area may exhibit various degrees of cementation. Some of these materials may be classified as Intermediate

Geomaterials, using the AASHTO descriptive method (unconfined compressive strength between

10 and 105 ksf, or a Standard Penetration Test blow count greater than 50 blows per foot; O’Neill, 00094582.001A/SAC16R47977 Page 15 of 17 November 18, 2016

et. al. 1996). Where dense/cemented soils are encountered, pre-ripping with crawler-mounted single/multiple shank rippers may be required.

4.5 SOIL MIXING

If soil mixing is necessary, the Contractor should plan borrow activities accordingly. If mixing is implemented, the Contractor will need their own quality control component in their borrow plan to document that blended soils meet the specification for the intended use.

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5 LIMITATIONS

Opinions, recommendations and conclusions contained in this report are based on data review, field observations and subsurface explorations completed by Kleinfelder and others, limited laboratory tests, and our present knowledge of the condition of the borrow site. It is possible that soil or groundwater conditions could vary between or beyond the points explored. If soil or groundwater conditions are encountered during construction that differ from those described herein, Kleinfelder should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed borrow area activities change from those described in this report, we should be allowed to review our recommendations and modify as appropriate.

We have prepared this 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 made.

This report may be used only by the Client and their representatives, and only for the purposes stated within a reasonable time from its issuance. 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 report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the Client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party.

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6 REFERENCES

Kleinfelder (Kleinfelder 2009), “Geotechnical Data Report, Brookfield Borrow Area - West, Natomas Cross Canal South Levee, Natomas Levee Improvement Program, Sacramento and Sutter Counties, California”, January 28, 2009.

Copyright:© 2013 National Geographic Society, i-cubed

Copyright:© 2015 DeLorme

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00094582.001A/SAC16R47977 Page A-1 November 18, 2016

APPENDIX A

FIELD INVESTIGATION

The following figures are attached and complete this appendix.

Figure A-1 Unified Soil Classification System (ASTM D2487-06)

Figure A-2 Log Key

Figures A-3 through A-6 Test Pit Logs

Figures A-7 through A-8 Stockpile Sample Locations and Descriptions

FIGURE

A-1SAFCA Brookfield Borrow 2B

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

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.

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

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)

SILTS AND CLAYS

(Liquid Limit greater 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

SAMPLE/SAMPLER TYPE GRAPHICS

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

S A

N D

S

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

#4 s ie ve

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

SP

SP-SM

SP-SC

SM

SC

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>

F

IN

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 is s m al le r th an th e

#2 s ie ve

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

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILT

INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

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

NQ CORE SAMPLE

(1.874 in. (47.6 mm.) core diameter)

WASH BORING

TEXAS CONE PENETRATION

NOTES

GROUND WATER GRAPHICS

OBSERVED SEEPAGE

WATER LEVEL (level after exploration completion)

WATER LEVEL (level where first observed)

WATER LEVEL (additional levels after exploration)

DRAWN BY: DR

CHECKED BY: BM

DATE: 9/16/2016

REVISED: 10/19/2016

P

LO

T T

E D

/1 9/

:0

P

M B

Y dr os s

PROJECT NO.: 94582

gI N

T F

IL

E

\\t sc lie nt \k

\2

_p ro je ct s\ i-

-S af ca B ro ok fie ld

B or ro w

\g in t\0

2_ bl og s.

gp j 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

.G

LB

[G

E O

-L E

G

G

R A

P H

IC

S

K E

Y

W

IT

H U

S C

S

S Q

L]

A-2

FIGURE

CALIFORNIA

SAMPLER

(# blows/ft)

MODIFIED CA

SAMPLER

(# blows/ft)

SPT-N60

(# blows/ft)

SAFCA Brookfield Borrow 2B

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

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.

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)

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.

SOIL DESCRIPTION KEY

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

CONSISTENCY

<2

>30

Very Soft

SPT - N60

(# blows / ft)

Soft

Medium

Stiff

Very Stiff

Hard

2 - 4

4 - 8

8 - 15

15 - 30

VISUAL / MANUAL CRITERIA

<500

>8000

4000 - 8000

500 - 1000

1000 - 2000

2000 - 4000

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.

UNCONFINED

COMPRESSIVE

STRENGTH (Qu)(psf)

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

NAME

Blue Green

Red

Green

Green Yellow

Yellow

Yellow Red

ABBR

GY

Y

YR

Black

Purple

Purple Blue

Red Purple

Blue

N

RP

BG

G

R

P

PB

B

NAME ABBR

Term of

Use

<5%

With

Modifier

5 to <15%

15%

Trace <15%

15 to <30%

30%

AMOUNT DESCRIPTION

Dry

Moist

Wet

FIELD TEST

Damp but no visible water

Visible free water, usually soil is below water table

Absence of moisture, dusty, dry to the touch

Rounded

Subrounded

DESCRIPTION FIELD TEST

Moderately

Strongly

Crumbles or breaks with considerable finger pressure.

Will not crumble or break with finger pressure.

Crumbles or breaks with handling or slight finger pressure.

Weakly

None

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

Weak

Strong

No visible reaction

Violent reaction, with bubbles forming immediately

DESCRIPTION FIELD TEST

Some reaction, with bubbles forming slowly

Stratified

Laminated

Fracture planes appear polished or glossy, sometimes striated.

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

> 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

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

MOISTURE CONTENT

CONSISTENCY - FINE-GRAINED SOIL

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

SECONDARY CONSTITUENT MUNSELL COLOR

ANGULARITY

CEMENTATION

STRUCTURE

REACTION WITH HYDROCHLORIC ACID

PLASTICITYAPPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL

GRAIN SIZE

DRAWN BY: DR

CHECKED BY: BM

DATE: 9/16/2016

REVISED: 10/19/2016

P

LO

T T

E D

/1 9/

:0

P

M B

Y dr os s

PROJECT NO.: 94582

gI N

T F

IL

E

\\t sc lie nt \k

\2

_p ro je ct s\ i-

-S af ca B ro ok fie ld

B or ro w

\g in t\0

2_ bl og s.

gp j 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

[G

O

-L E

G E

N D

S O

IL

D

E S

C K

E Y

R

E V

GROUNDWATER LEVEL INFORMATION:

Groundwater was not encountered during excavation or after completion.

GENERAL NOTES:

92.4

Lean CLAY with Sand (CL): low plasticity, brown, dry light brown

Sandy Lean CLAY (CL): low plasticity, brown to dark brown, dry, very soft

The test pit was terminated at approximately 10 ft. below ground surface. The test pit was loosely backfilled with excavated soil on September 01, 2016.

CL

CL

CL

CL

10.9

11.0

17.1

20.0

19.8

20.6

20.7

TEST PIT LOG TP-1

FIGURE

TEST PIT LOG TP-1

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

A-3SAFCA Brookfield Borrow 2B

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Surface Condition: Vegetation

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

Not Available Case 580 Super L

Craig

RAH

N/APlunge:

Excavation Company:

Excavation Equip.:

9/01/2016

Sunny

Excav. Dimensions:

L. Short

2 x 10 ft

A dd iti on al T es ts

R em ar ks

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

U S

C S

S ym bo l

W at er C on te nt

1A

1B

CHECKED BY: BM

DATE: 9/8/2016

DRAWN BY: DR

REVISED: 10/10/2016

gI N

T F

IL

E

\\t sc lie nt \k

\2

_p ro je ct s\ i-

-S af ca B ro ok fie ld

B or ro w

\g in t\0

2_ bl og s.

gp j 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

[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

9/

:5

P M

B Y dr os s

PROJECT NO.: 94582

S am pl e

T yp e completion.

GENERAL NOTES:

100 61

85.1

Sandy Lean CLAY (CL): low plasticity, grayish brown, dry, fine to medium sand

Lean CLAY with Sand (CL): low plasticity, brown, dry

Sandy Lean CLAY (CL): low plasticity, brown, moist

The test pit was terminated at approximately 10 ft. below ground surface. The test pit was loosely backfilled with excavated soil on September 01, 2016.

CL

CL

CL

CL

9.9

16.6

22.0

20.9

20.7

TEST PIT LOG TP-2

FIGURE

TEST PIT LOG TP-2

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

A-4SAFCA Brookfield Borrow 2B

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Surface Condition: Vegetation

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

Not Available Case 580 Super L

Craig

RAH

N/APlunge:

Excavation Company:

Excavation Equip.:

9/01/2016

Sunny

Excav. Dimensions:

L. Short

2 x 10 ft

A dd iti on al T es ts

R em ar ks

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

U S

C S

S ym bo l

W at er C on te nt

CHECKED BY: BM

DATE: 9/8/2016

DRAWN BY: DR

REVISED: 10/10/2016

gI N

T F

IL

E

\\t sc lie nt \k

\2

_p ro je ct s\ i-

-S af ca B ro ok fie ld

B or ro w

\g in t\0

2_ bl og s.

gp j 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

_B

O R

IN

G

/T E

S T

P

IT

S O

IL

L

O G

P

LO

T

T E

D

/1

9/

:0

P M

B Y dr os s

PROJECT NO.: 94582

S am pl e

T completion.

GENERAL NOTES:

68.2

Sandy Lean CLAY (CL): low plasticity, dark brown, dry decreasing sand

Clayey SAND (SC): dark brown, moist, fine sand

The test pit was terminated at approximately 10 ft. below ground surface. The test pit was loosely backfilled with excavated soil on September 01, 2016.

CL

CL

CL

CL

9.6

13.3

14.6

15.8

13.1

14.5

TEST PIT LOG TP-3

FIGURE

TEST PIT LOG TP-3

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

A-5SAFCA Brookfield Borrow 2B

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Surface Condition: Grass

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

Not Available Case 580 Super L

Craig

RAH

N/APlunge:

Excavation Company:

Excavation Equip.:

9/01/2016

Sunny

Excav. Dimensions:

L. Short

2 x 10 ft

A dd iti on al T es ts

R em ar ks

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

U S

C S

S ym bo l

W at er C on te nt

CHECKED BY: BM

DATE: 9/8/2016

DRAWN BY: DR

REVISED: 10/10/2016

gI N

T F

IL

E

\\t sc lie nt \k

\2

_p ro je ct s\ i-

-S af ca B ro ok fie ld

B or ro w

\g in t\0

2_ bl og s.

gp j 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

_B

O R

IN

G

/T E

S T

P

IT

S O

IL

L

O G

P

LO

T

T E

D

/1

9/

:0

P M

B Y dr os s

PROJECT NO.: 94582

S am pl e

T completion.

GENERAL NOTES:

71.0

Lean CLAY with Sand (CL): low plasticity, dark brown, dry, fine sand [FILL]

Sandy Lean CLAY (CL): low plasticity, brown, dry, with silt lenses [FILL] dark brown, dry to moist, some organics (roots) light brown

The test pit was terminated at approximately 10 ft. below ground surface. The test pit was loosely backfilled with excavated soil on September 01, 2016.

Organic Content = 5.7%

CL

CL

CL

10.8

10.2

13.2

15.1

18.9

TEST PIT LOG TP-4

FIGURE

TEST PIT LOG TP-4

LABORATORY RESULTS

Lithologic Description

PAGE:

FIELD EXPLORATION

A-6SAFCA Brookfield Borrow 2B

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

D ry

U ni t W t.

(p cf

P as si ng

P as si ng

Surface Condition: Grass

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Excavation Crew:

Not Available Case 580 Super L

Craig

RAH

N/APlunge:

Excavation Company:

Excavation Equip.:

9/01/2016

Sunny

Excav. Dimensions:

L. Short

2 x 11 ft

A dd iti on al T es ts

R em ar ks

Li qu id L im it

P la st ic ity I nd ex

(N P

N on P la st ic

D ep th fe et

G ra ph ic al L og

S am pl e

N um be r

U S

C S

S ym bo l

W at er C on te nt

CHECKED BY: BM

DATE: 9/8/2016

DRAWN BY: DR

REVISED: 10/10/2016

gI N

T F

IL

E

\\t sc lie nt \k

\2

_p ro je ct s\ i-

-S af ca B ro ok fie ld

B or ro w

\g in t\0

2_ bl og s.

gp j 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

_B

O R

IN

G

/T E

S T

P

IT

S O

IL

L

O G

P

LO

T

T E

D

/1

9/

:0

P M

B Y dr os s

PROJECT NO.: 94582

S am pl e

T

C

B

D

A

GRAVEL ROAD

SP-1

SAFCA Brookfield Borrow 2B

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.

FILE NAME:

Stockpiles.dwg

DRAWN BY:

CHECKED BY:

DRAWN:

PROJECT NO.

www.kleinfelder.com

C A

D

F

I L

K

P

R O

J E

C T

S I S

A F

A r o o k f i e l d

B o r r o w c a d

L

Y O

U T

S

P

P L O

T T

E D

O c t p m o s s

FIGURE

94582

10/05/2016

D. Ross

B. Money

STOCKPILE SAMPLE LOCATIONS

SP-1

A-7

Not to Scale

LEGEND

SANDY LEAN CLAY (CL): low plasticity, brown, dry, very fine to fine sand

SANDY LEAN CLAY (CL): low plasticity, brown, dry, very fine to fine sand

SANDY LEAN CLAY (CL): low plasticity, brown, dry, very fine to fine sand

SANDY LEAN CLAY (CL): low plasticity, brown, dry, very fine to fine sand

A:

B:

C:

D:

Approximate Sample Location

CL

LL = 44

PI = 22

70% Pasing #200

CL

LL = 36

PI = 17

66% Pasing #200

CL

LL = 28

PI = 13

56% Pasing #200

CL

LL = 31

PI = 14

54% Pasing #200

SAFCA Brookfield Borrow 2B

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.

FILE NAME:

Stockpiles.dwg

DRAWN BY:

CHECKED BY:

DRAWN:

PROJECT NO.

www.kleinfelder.com

C A

D

F

I L

K

P

R O

J E

C T

S I S

A F o o k f i e l d

B o r r o w c a

L

Y O

U T

S

P

P L O

T T

E D

O c t p m o s s

FIGURE

94582

10/05/2016

D. Ross

B. Money

STOCKPILE SAMPLE LOCATIONS

SP-2

A-8

A

GRAVEL ROAD

SP-2

B C

D E

F

LEAN CLAY WITH SAND (CL): low plasticity, brown, dry, very fine to fine sand

SANDY LEAN CLAY (CL): low plasticity, brown, dry, very fine to fine sand

LEAN CLAY WITH SAND (CL): low plasticity, brown, dry, very fine to fine sand

LEAN CLAY WITH SAND (CL): low plasticity, brown, dry, very fine to fine sand

LEAN CLAY WITH SAND (CL): low plasticity, brown, dry, very fine to fine sand

SANDY LEAN CLAY (CL): low plasticity, brown, dry, very fine to fine sand

A:

B:

C:

D:

E:

F:

Not to Scale

LEGEND

Approximate Sample Location

CL

LL = 39

PI = 18

73% Pasing #200

CL

LL = 40

PI = 21

67% Pasing #200

CL

LL = 41

PI = 24

74% Pasing #200

CL

LL = 41

PI = 24

76% Pasing #200

CL

LL = 39

PI = 22

73% Pasing #200

CL

LL = 38

PI = 19

62% Pasing #200

00094582.001A/SAC16R47977 Page B-1 November 18, 2016

APPENDIX B

LABORATORY TEST RESULTS

The following figures are attached and complete this appendix.

Figures B-1 and B-2 Summary of Laboratory Tests

Figures B-3 and B-4 Plasticity Charts

Figures B-5 and B-6 Sieve Analysis

Figures B-7 through B-9 Compaction Curve

Figures B-10 through B-12 Triaxial Compression

TP-1 0.5 - 2.5 1A LEAN CLAY WITH SAND (CL) 10.9 69 38 17 21

TP-1 1.5 - 2.5 1B LEAN CLAY WITH SAND (CL) 11.0 71 41 17 24

TP-1 2.5 - 4.5 2 LEAN CLAY WITH SAND (CL) 17.1 100 74

TP-1 4.5 - 6.5 3 SANDY LEAN CLAY (CL) 20.0 87 43 24 19

TP-1 6.5 - 8.0 4 SANDY LEAN CLAY (CL) 19.8 92.4 44 21 23

TP-1 8.0 - 9.0 5 SANDY LEAN CLAY (CL) 20.6 82

TP-1 9.0 - 10.0 6 SANDY LEAN CLAY (CL) 20.7

TP-1 COMPOSITE 0.5 - 4.0 TP-1

COMPOSITE

LEAN CLAY WITH SAND (CL) TXCU c=0.54 ksf

ASTM D698 Method A=

Maximum Dry Unit Weight: 110.5 pcf

Optimum Water Content: 16.3%

TP-2 0.5 - 2.0 1 SANDY LEAN CLAY (CL) 9.9 100 61 34 18 16

TP-2 2.0 - 4.0 2 LEAN CLAY WITH SAND (CL) 16.6 72 41 22 19

TP-2 4.0 - 6.0 3 LEAN CLAY WITH SAND (CL) 22.0 85.1 45 24 21

TP-2 6.0 - 8.0 4 SANDY LEAN CLAY 20.9 64 35 20 15

TP-2 8.0 - 10.0 5 SANDY LEAN CLAY 20.7

TP-3 0.5 - 2.0 1 SANDY LEAN CLAY (CL) 9.6 100 70

TP-3 2.0 - 4.0 2 SANDY LEAN CLAY (CL) 13.3 100 99 68.2 36 17 19

TP-3 4.0 - 6.0 3 SANDY LEAN CLAY (CL) 14.6 71 36 16 20

TP-3 6.0 - 7.0 4 LEAN CLAY WITH SAND (CL) 15.8 73 37 14 23

TP-3 7.0 - 8.0 5 CLAYEY SAND (SC) 13.1 50 35 17 18

TP-3 8.0 - 10.0 6 CLAYEY SAND (SC) 14.5 29

TP-4 0.5 - 2.0 1 LEAN CLAY WITH SAND (CL) 10.8 100 76 36 16 20

TP-4 2.0 - 4.0 2 SANDY LEAN CLAY (CL) 10.2 69 33 15 18

TP-4 4.0 - 6.0 3 SANDY LEAN CLAY (CL) 13.2 80 44 18 26 Organic Content = 5.7%

TP-4 6.0 - 8.0 4 SANDY LEAN CLAY (CL) 15.1 100 71.0

TP-4 8.0 - 10.0 5 SANDY LEAN CLAY (CL) 18.9 66

P as si n g

/4

Sieve Analysis (%)

P as si n g

P as si n g

Atterberg Limits

L iq u id

L im it

Sample Description

P la st ic

L im it

W at er C o n te n t

D ry

U n it W t.

p cf

Exploration ID Additional Tests

Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above.

NP = NonPlastic NA = Not Available

FIGURE

LABORATORY TEST

RESULT SUMMARY

B-1

P la st ic it y

In d ex

Sample No.

Depth (ft.)

SAFCA Brookfield Borrow 2B gINT FILE: \\tsclient\k\2016_projects\00945829i-0002-Safca Brookfield Borrow\gint\00094582_blogs.gpj gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - SOIL] PLOTTED: 11/18/2016 01:02 PM BY: dross

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

CHECKED BY: BM

DRAWN BY: DR

REVISED: 10/19/2016

DATE: 9/16/2016

PROJECT NO.: 94582

TP-4 COMPOSITE 0.5 - 4.0 TP-4

COMPOSITE

LEAN CLAY WITH SAND (CL) TXCU c=0.39 ksf

ASTM D698 Method A=

Maximum Dry Unit Weight: 112.3 pcf

Optimum Water Content: 13.5%

SP-1A 0.5 1A SANDY LEAN CLAY (CL) 54

SP-1B 0.5 1B SANDY LEAN CLAY (CL) 66

SP-1C 0.5 1C SANDY LEAN CLAY (CL) 70

SP-1D 0.5 1D SANDY LEAN CLAY (CL) 56 28 15 13

SP-2A 0.5 2A LEAN CLAY WITH SAND (CL) 73

SP-2B 0.5 2B SANDY LEAN CLAY (CL) 67 40 19 21

SP-2C 0.5 2C LEAN CLAY WITH SAND (CL) 74

SP-2D 0.5 2D LEAN CLAY WITH SAND (CL) 76 41 17 24

SP-2E 0.5 2E LEAN CLAY WITH SAND (CL) 73

SP-2 COMPOSITE 0.5 SP-2

COMPOSITE

LEAN CLAY WITH SAND (CL) TXCU c=0.24 ksf

ASTM D698 Method A=

Maximum Dry Unit Weight: 108.3 pcf

Optimum Water Content: 16.2%

SP-2F 0.5 2F SANDY LEAN CLAY (CL) 62

P as si n g

/4

Sieve Analysis (%)

P as si n g

P as si n g

Atterberg Limits

L iq u id

L im it

Sample Description

P la st ic

L im it

W at er C o n te n t

D ry

U n it W t.

p cf

Exploration ID Additional Tests

Refer to the Geotechnical Evaluation Report or the supplemental plates for the method used for the testing performed above.

NP = NonPlastic NA = Not Available

FIGURE

LABORATORY TEST

RESULT SUMMARY

B-2

P la st ic it y

In d ex

Sample No.

Depth (ft.)

SAFCA Brookfield Borrow 2B gINT FILE: \\tsclient\k\2016_projects\00945829i-0002-Safca Brookfield Borrow\gint\00094582_blogs.gpj gINT TEMPLATE: PROJECTWISE: KLF_STANDARD_GINT_LIBRARY_2016.GLB [LAB SUMMARY TABLE - SOIL] PLOTTED: 11/18/2016 01:02 PM BY: dross

KLEINFELDER - 2882 Prospect Park Drive, Suite 200 | Rancho Cordova, CA 95670 | PH: 916.366.1701 | FAX: 916.366.7013 | www.kleinfelder.com

CHECKED BY: BM

DRAWN BY: DR

REVISED: 10/19/2016

DATE: 9/16/2016

0 10 20 30 40 50 60 70 80 90 100 110

ATTERBERG LIMITS

LL PL PIPassing #200

B-3

Exploration ID Depth (ft.)

92.4

85.1

68.2

1A

1B

0.5 - 1.5

1.5 -…