04_CA_FLAP_03S11(1)_GeotechRpt_AppendixB.pdf

Reds Meadow Road Improvements Revised Final Geotechnical Report

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Appendix B: Laboratory Test Results

Appendix B

Laboratory Test Results

CONTENTS

B.1 Introduction .......................................................................................................................B-1

B.2 Geotechnical Index Tests ..................................................................................................B-1

B.2.1 Water Content .......................................................................................................B-1

B.2.2 Grain Size Analysis ...............................................................................................B-1

B.2.3 Atterberg Limits ....................................................................................................B-2

B.3 Geotechnical Engineering Property Tests........................................................................B-2

B.3.1 Corrosion ...............................................................................................................B-2

B.3.2 Modified Proctor ...................................................................................................B-4

B.3.3 California Bearing Ratio (CBR) ............................................................................B-5

B.4 References ..........................................................................................................................B-5

Exhibits Exhibit B-1: Sulfate Exposures (ACI, 2014) ...............................................................................B-3 Exhibit B-2: Corrosivity Ratings based on Soil Resistivity (Roberge, 2012)............................B-3 Exhibit B-3: Resistivity Test Results...........................................................................................B-4

Tables Table B-1: Summary of Laboratory Test Results by Test Pit and Boring

Figures Figure B-1: Grain Size Distribution Figure B-2: Percent Passing No. 200 Sieve Figure B-3: Atterberg Limits Figure B-4: Modified Proctor Figure B-5: California Bearing Ratio (CBR) Figure B-6: Moisture Test Results

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B.1 INTRODUCTION

This appendix presents descriptions of the geotechnical laboratory testing procedures and provides the results. Selected samples recovered from the test pits and borings were tested to evaluate the index and engineering properties of soils and rocks, and to provide data that can be used for design of the project. Geotechnical laboratory testing included water content determination, grain size analysis, Atterberg limits determinations, corrosion potential, compaction characteristics, and California Bearing Ratio (CBR) value.

The tests were completed in general accordance with American Association of State Highway and Transportation Officials (AASHTO, 2015) and California Department of Transportation (Caltrans) testing methods. The geotechnical laboratory testing was performed at our laboratory in Glendale, California, and by AP Engineering and Testing, Inc. of Pomona, California. A summary of the laboratory test results is presented in Table B-

1. The following sections describe the laboratory testing procedures.

B.2 GEOTECHNICAL INDEX TESTS

B.2.1 Water Content

The natural water content of selected soil samples was determined in general accordance with AASHTO T265, Laboratory Determination of Moisture Content of Soils. Comparison of natural water content of a soil with its index properties can be useful in characterizing soil unit weight, consistency, compressibility, and strength. Water contents are listed in Figure B-6, shown graphically on the boring logs presented in Appendix A, and summarized in Table B-1.

B.2.2 Grain Size Analysis

The grain size distribution of selected samples was determined in general accordance with AASHTO T27, Standard Method of Test for Sieve Analysis of Fine and Coarse Aggregates.

This test is useful for classifying soils and for providing correlation with soil properties.

Results of these analyses are presented as grain size distribution curves on Figure B-1 and are summarized in Table B-1.

Grain size distribution results could potentially be affected by sample type and drilling method. The sample type, or more specifically the inside diameter of the sampler, directly impacts the maximum particle size that can be sampled. For example, the largest diameter particle that can be sampled by a 2-inch SPT sampler (1.375-inch inside diameter) is

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approximately 1.3 inches, regardless of the maximum particle size of the soil unit being sampled.

Grain size analysis also included performing fines content of selected samples. Fines content determination was completed in general accordance with AASHTO T11, Standard Method of Test for Material Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing. Determination of the fines content consists of determining the percentage of material passing the No. 200 sieve (i.e. silt- and clay-sized particles). This test is useful for classifying soils and for providing correlation with soil properties. Results of the percent fines analyses are listed in Figure B-2, shown graphically in the boring logs in Appendix A, and summarized in Table B-1.

B.2.3 Atterberg Limits

Soil plasticity was determined by performing Atterberg limits tests on selected fine-grained samples. The tests were completed in general accordance with AASHTO T89, Standard Method of Test for Determining the Liquid Limit of Soils, and AASHTO T90, Standard Method of Test for Determining the Plastic Limit and Plasticity Index of Soils. The Atterberg limits include liquid limit (LL), plastic limit (PL), and plasticity index (PI; PI=LL- PL). These limits are generally used to assist in classification of soils, to indicate soil consistency (when compared to natural water content), and to provide correlation to soil properties. The results of the Atterberg limits tests are plotted on plasticity charts on Figure B-3, shown graphically in the boring logs in Appendix A, and summarized in Table B-1.

B.3 GEOTECHNICAL ENGINEERING PROPERTY TESTS

B.3.1 Corrosion

Corrosion testing of select samples was performed for sulfate and chloride concentrations, resistivity, and pH. Testing for resistivity and pH were completed in general accordance with California Department of Transportation Test 643 Part 1, Method of Field Resistivity Survey and Sampling for Laboratory Tests, and Test 643 Part 3, Method for Determining pH of Soil, respectively (California Test Method [CTM], 2007). Sulfate content testing was performed in accordance with the California Department of Transportation Test 417, Method of Testing Soils and Waters for Sulfate Content (CTM, 2006a). Chloride content was done in accordance with California Department of Transportation Test 422, Method of Testing Soils and Waters for Chloride Content (CTM, 2006b). The tested parameters are described below:

Sulfate and Chloride Concentration: Sulfate is an ion that can lead to damage of metallic and concrete structures. Chloride is an ion that converts to hydrochloric acid, 100062-003 January 22, 2021 B-3

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which can cause corrosion of metals. Also, its presence tends to decrease the soil resistivity. Chlorides may be found naturally in soils deposited as a result of brackish groundwater and historical geologic sea beds, from high organic content, or from the presence of pollutants.

Sulfate classification, as defined by ACI-318-14 (ACI, 2014) is presented within the table below:

Exhibit B-1: Sulfate Exposures (ACI, 2014)

Dissolved Sulfate

(SO4)

ppm

Sulfate Exposure

< 150 Negligible (S0)

150 - < 1,500 Moderate (S1)

1,500 – 10,000 Severe (S2)

> 10,000 Very Severe (S3)

Chloride concentrations 500 ppm are corrosive to ferrous materials (County of Los Angeles, 2013).

Resistivity: Soil resistivity is a measure of the tendency for electrical currents produced during the corrosion process to flow freely through the electrolyte. A decrease in the resistivity relates to an increase in potential corrosion activity. Roberge (2012) provides corrosivity ratings based on soil resistivity, and is presented in the table below:

Exhibit B-2: Corrosivity Ratings based on Soil Resistivity (Roberge, 2012)

Soil Resistivity (ohm-cm) Corrosivity Rating > 20,000 Essentially non-corrosive

10,000 – 20,000 Mildly corrosive

5,000 – 10,000 Moderately corrosive

3,000 – 5,000 Corrosive

1,000 – 3,000 Highly Corrosive

< 1,000 Extremely Corrosive

NOTES:

ohm-cm = ohm centimeter pH: Soil pH is an indication of the acidity or alkalinity of soil and is measured in pH units. Soil pH is defined as the negative logarithm of the hydrogen ion concentration.

The pH scale goes from 0 to 14 with a pH of 7 as the neutral point. As the amount of hydrogen ions in the soil increases, the soil pH decreases, thus becoming more acidic.

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Soil with a pH of 5.5 or less are considered damaging to concrete foundations (County of Los Angeles, 2013). Typical soil pH levels range between 5.0 and 8.0 (Roberge, 2012).

The test results are presented in Table B-1. The concentration of dissolved sulfates measured were 58 ppm or less, which indicates that the onsite soils pose a negligible exposure of sulfate attack on concrete (exposure class S0). The concentration of chloride measured were 34 ppm or less, which is considered negligible. The pH test results ranged from 6.6 to 7.2, which suggest a normal range for soils in terms of corrosion potential.

The minimum resistivity test results ranged from 4,988 ohm-cm to 46,995 ohm-cm, with relatively finer-grained soils having lower results and the relatively granular soils having the relatively higher results. The table below summarizes the resistivity results:

Exhibit B-3: Resistivity Test Results

Subsurface Exploration Geologic Unit USCS Resistivity (ohm-cm) TP-1 Qts SC 4,988

TP-2B Qts SC 6,818 TP-4B Qts SM 11,806

TP-8 Qts SP-SC 18,225

B-12 and B-141 af and Qts SP-SC 11,850

B-22, B-24, B-25, and B-271 af and Qts SP-SC 11,950

B-28, B-29, B-31, and B-321 af, Qts, Qal SM, SP, GP 14,430

B-392 Qal SM 46,995

NOTES:

1 Combined samples 2 We collected the sample from the shoulder of the roadway

The minimum resistivity values measured in the samples indicate soils within the upper 0.5 miles of the roadway have moderately corrosive to corrosive potential, while the remaining soils are mildly to moderately corrosive to underground metallic structures.

A specialist in corrosion-resistance design should review the results for any additional corrosion hazard mitigation actions.

B.3.2 Modified Proctor

Modified Proctor tests were completed on select samples by AP Engineering and Testing, Inc., to determine compaction characteristics of the subgrade soil. The tests were completed in general accordance with AASHTO T180, Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop. The compaction test is used to estimate the maximum dry density and optimum moisture

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content of the tested soil. Compaction test results are summarized in Table B-1 and presented in Figure B-4.

B.3.3 California Bearing Ratio (CBR)

California Bearing Ratio (CBR) tests were completed on select samples by AP Engineering and Testing, Inc. The tests were completed in general accordance with AASHTO T193, Standard Method of Test for The California Bearing Ratio. The CBR test is used to evaluate the mechanical strength of subgrade soils underlying the existing roadway. CBR test results are summarized in Table B-1 and presented in Figure B-5.

B.4 REFERENCES

American Association of State Highway and Transportation Officials (AASHTO), 2015, Standard specifications for transportation materials and methods of sampling and testing (35th edition): Washington, D. C., American Association of State Highway and Transportation Officials.

American Concrete Institute (ACI), 2014, Building Code Requirements for Structural Concrete and Commentary, Farmington Hills, Michigan, ACI 318-14.

California Test Methods (CTM), 2006a, Materials Engineering and Testing Services - California Test Methods: Method of Testing Soils and Waters for Sulfate Content:

Sacramento, Ca., California Department of Transportation, Test 417.

California Test Methods (CTM), 2006b, Materials Engineering and Testing Services - California Test Methods: Method of Testing Soils and Waters for Chloride Content:

Sacramento, Ca., California Department of Transportation, Test 422.

California Test Methods (CTM), 2007, Materials Engineering and Testing Services - California Test Methods: Method for Determining Field and Laboratory Resistivity and pH Measurements for Soil and Water: Sacramento, Ca., California Department of Transportation, Test Method 643.

County of Los Angeles, 2013, Manual for Preparation of Geotechnical Reports, Department of Public Works, County of Los Angeles: report dated July 2013.

Roberge, P.R., 2012, Handbook of corrosion engineering (2nd ed.): N.Y. McGraw-Hill.

GRAIN SIZE DISTRIBUTION CURVE

AASHTO T27

Client Name: Shannon & Wilson Tested by: NG Date: 06/22/18 Project Name: Reds Meadow - Test Pits Computed by: JP Date: 06/22/18 Project Number: 100062 Checked by: AP Date: 06/25/18

Gravel Sand Silt & Clay

1 1 2-5 22 36 42 SC

1 1.5-5 21 38 41 SC-SM

1 2-4 33 51 16 SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

23:14:9

21:14:7

N/P

Symbol No. Sample No.

Sample Depth (feet)

Percent

0.0010.010.1110100

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

SIEVE OPENING

FIG. B-1 Sheet 1 of 11

Client Name: Shannon & Wilson Tested by: NG Date: 06/22/18 Project Name: Reds Meadow - Test Pits Computed by: JP Date: 06/22/18 Project Number: 100062 Checked by: AP Date: 06/25/18

Gravel Sand Silt & Clay

1 2-5 17 62 21 SM

Symbol No. Sample No.

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/P

0.0010.010.1110100

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 2 of 11

Client Name: Shannon & Wilson Tested by: NG Date: 06/22/18 Project Name: Reds Meadow - G2 Borings Computed by: JP Date: 06/22/18 Project Number: 100062 Checked by: AP Date: 06/22/18

Gravel Sand Silt & Clay

B-6 3 10-11.5 25 46 29 SM

B-9 2 10-11.5 39 45 16 SM

B-10 3 10-11.5 36 52 12 SP-SM*

*Note: Sample contains pieces of white porous material

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

N/A

N/A

0.0010.010.1110100

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 3 of 11

Client Name: Shannon & Wilson Tested by: NG Date: 06/22/18 Project Name: Reds Meadow - G2 Borings Computed by: JP Date: 06/22/18 Project Number: 100062 Checked by: AP Date: 06/22/18

Gravel Sand Silt & Clay

B-17 2 5-6.5 15 36 49 SM

B-19 1 5-6.5 40 43 17 SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

N/A

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent

0.0010.010.1110100

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 4 of 11

Client Name: Shannon & Wilson Tested by: NG Date: 06/23/18 Project Name: Reds Meadow - V1 Borings Computed by: JP Date: 06/26/18 Project Number: 100062 Checked by: AP Date: 06/27/18

Gravel Sand Silt & Clay

B-24 3 5-6.5 30 44 26 SC*

B-26 2 5-6.5 22 52 26 SM

B-28 2 5-6.5 46 36 18 GM

*Note: Based on visual classification of sample

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

N/A

N/A

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent

0.0010.010.1110100

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SS

IN

G B

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 5 of 11

Client Name: Shannon & Wilson Tested by: NG Date: 06/23/18 Project Name: Reds Meadow - V1 Borings Computed by: JP Date: 06/26/18 Project Number: 100062 Checked by: AP Date: 06/27/18

Gravel Sand Silt & Clay

B-29 2 1-2.0 38 43 19 SM

B-33 1 5-6.5 7 67 26 SM

B-34 2 5-6.5 35 54 11 SP-SM

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

N/A

N/A

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

G

H T

PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 6 of 11

Client Name: Shannon & Wilson Tested by: NG Date: 06/23/18 Project Name: Reds Meadow - V1 Borings Computed by: JP Date: 06/26/18 Project Number: 100062 Checked by: AP Date: 06/27/18

Gravel Sand Silt & Clay

B-39 2 5-6.5 16 52 32 SM

B-43 2 5-6.5 7 50 43 SM

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

N/A

0.0010.010.1110100

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R

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EN

T

PA

SS

IN

G B

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 7 of 11

Client Name: Shannon & Wilson Tested by: AM Date: 11/21/18 Project Name: Reds Meadow Road Computed by: JP Date: 11/21/18 Project Number: 100062-002 Checked by: AP Date: 11/21/18

Gravel Sand Silt & Clay

B-28 1 0 22 56 22 SM

B-39 1 0 26 59 15 SM

B-45 2 5 23 51 26 SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/P

N/P

N/A

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

T

PA

SS

IN

G B

Y W

EI

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 8 of 11

Client Name: Shannon & Wilson Tested by: AM Date: 11/21/18 Project Name: Reds Meadow Road Computed by: JP Date: 11/21/18 Project Number: 100062-002 Checked by: AP Date: 11/21/18

Gravel Sand Silt & Clay

B-46 1 0 12 76 12 SW-SM

B-46 2 5 18 59 23 SM

B-46 8 20 63 29 8 GP-GM

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/P

N/A

N/A

0.0010.010.1110100

PE

R

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EN

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PA

SS

IN

G B

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 9 of 11

Client Name: Shannon & Wilson Tested by: AM Date: 11/21/18 Project Name: Reds Meadow Road Computed by: JP Date: 11/21/18 Project Number: 100062-002 Checked by: AP Date: 11/21/18

Gravel Sand Silt & Clay

B-47 3 5 25 63 12 SW-SM

B-48 3 5 16 61 23 SM

B-49 4 7.5 33 52 15 SM

Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

N/A

N/A

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent

0.0010.010.1110100

PE

R

C

EN

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PA

SS

IN

G B

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EI

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 10 of 11

Client Name: Shannon & Wilson Tested by: AM Date: 11/21/18 Project Name: Reds Meadow Road Computed by: JP Date: 11/21/18 Project Number: 100062-002 Checked by: AP Date: 11/21/18

Gravel Sand Silt & Clay

B-50 3 5 45 46 9 SP-SM

Symbol Boring No. Sample No.

Sample Depth (feet)

Percent Soil Type U.S.C.S

Atterberg Limits

LL:PL:PI

N/A

0.0010.010.1110100

PE

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SS

IN

G B

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PARTICLE SIZE (mm)

SAND SILT OR CLAY

HYDROMETERSIEVE NUMBER

GRAVEL

COARSE FINE COARSE MEDIUM FINE

FIG. B-1 Sheet 11 of 11

Client: Shannon & Wilson AP Lab No.: 18-0637

Project Name: Reds Meadow - G2 Borings Test Date: 06/18/18

Project Number: 100062

Boring Sample Percent Fines No. No. (%) B-5 2 5-6.5 15.5

B-7 1 2-5.0 42.0

B-11 2 10-11.5 20.4

B-13 2 10-11.5 27.8

B-17 3 6.5-8.5 64.4

B-18 2 5-6.5 20.6

PERCENT PASSING NO. 200 SIEVE

Depth (ft)

AASHTO T11

FIG. B-2 Sheet 1 of 2

Client: Shannon & Wilson AP Lab No.: 18-1117

Project Name: Reds Meadow Road Test Date: 11/14/18

Project Number: 100062-002

Boring Sample Percent Fines No. No. (%) B-44 2 5 24.4

B-46 10 25 30.2

B-47 2 2.5 32.5

B-47 4 7.5 16.6

B-48 4 7.5 12.3

B-49 3 5 23.8

B-49 5 10 22.5

B-49 6 12.5 20.6

B-49 7 15 57.1

B-50 5 10 15.8

B-51 2 2.5 18.2

PERCENT PASSING NO. 200 SIEVE

Depth (ft)

AASHTO T11

FIG. B-2 Sheet 2 of 2

Project Name: Reds Meadow - Test Pits Tested By: DK Date: 06/19/18 Project No.: 100062 Checked By: AP Date: 06/25/18

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

1 1 2-5 23 14 9 CL

2B 1 1.5-5 21 14 7 CL-ML

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 1 of 10

Project Name: Reds Meadow - Test Pits Tested By: DK Date: 06/19/18 Project No.: 100062 Checked By: AP Date: 06/25/18

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Number Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

4B 1 2-4 NP NP NP

8 1 2-5 NP NP NP

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 2 of 10

Project Name: Reds Meadow - G2 Borings Tested By: LS Date: 06/21/18 Project No.: 100062 Checked By: AP Date: 06/22/18

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-3 1 5-6.5 24 18 6 CL-ML

B-12 3 10-11.5 29 21 8 CL

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 3 of 10

Project Name: Reds Meadow - G2 Borings Tested By: LS Date: 06/21/18 Project No.: 100062 Checked By: AP Date: 06/22/18

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-13 1 5-6.5 27 20 7 CL-ML

B-19 2 10-11.5 47 21 26 CL

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 4 of 10

Project Name: Reds Meadow - V1 Borings Tested By: DK Date: 06/19/18 Project No.: 100062 Checked By: AP Date: 06/28/18

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-22 2 5-6.5 29 21 8 CL

B-24 2 4-5.0 NP NP NP

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 5 of 10

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-36 1 5-6.5 NP NP NP

B-38 1 5-6.5 NP NP NP

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 6 of 10

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-41 1A 5-5.75 83 63 20 OH

B-41 1B 5.75-6.5 115 84 31 OH

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100 110 120

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 7 of 10

Project Name: Reds Meadow Road Tested By: DK Date: 11/19/18 Project No.: 100062-002 Checked By: AP Date: 11/21/18

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-28 1 0 NP NP NP

B-39 1 0 NP NP NP

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 8 of 10

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-46 1 0 NP NP NP

B-46 10 25 39 20 19 CL

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 9 of 10

PROCEDURE USED

Wet Preparation

X Dry Preparation

X Procedure A Multipoint Test

Procedure B One-point Test

Symbol Boring Number

Sample Number

Depth (feet) LL PL PI

Plasticity Chart

Symbol

B-49 5 10 NP NP NP

B-49 7 15 37 22 15 CL

* NP denotes "non-plastic"

ATTERBERG LIMITS

AASHTO T89 & T90

CL-ML

CL

ML or OL

CH

MH or OH

0 10 20 30 40 50 60 70 80 90 100

PL

AS

TI

C

IT

Y

IN

D

EX

(P

I)

LIQUID LIMIT (LL)

10 100

M oi st ur e C on te nt

Number of Blows

FIG. B-3 Sheet 10 of 10

COMPACTION TEST

Client: Shannon & Wilson AP Number: 18-0637 Project Name: Reds Meadow - V1 CBR Tested By: ST Date: 06/19/18 Project No. : 100062 Calculated By: JP Date: 06/20/18 Boring No.: B-12 & B-14 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth(ft.): 0-5 Visual Sample Description: Silty Sand w/gravel

Compaction Method X AASHTO T180

AASHTO T99

METHOD C Preparation Method Moist MOLD VOLUME (CU.FT) 0.0752 X Dry

Wt. Comp. Soil + Mold (gm.) 6583 6827 6769 6587

Wt. of Mold (gm.) 2646 2646 2646 2646

Net Wt. of Soil (gm.) 3937 4181 4123 3941

Container No.

Wt. of Container (gm.) 149.86 138.22 142.20 135.77

Wet Wt. of Soil + Cont. (gm.) 657.63 636.96 714.30 726.30

Dry Wt. of Soil + Cont. (gm.) 608.84 578.34 636.70 637.82

Moisture Content (%) 10.63 13.32 15.69 17.62

Wet Density (pcf) 115.42 122.57 120.87 115.54

Dry Density (pcf) 104.33 108.16 104.48 98.22

Maximum Dry Density (pcf) 108.3 Optimum Moisture Content (%) 14.0 Maximum Dry Density w/ Rock Correction (pcf) 112.2 Optimum Moisture Content w/ Rock Correction (%) 12.7

PROCEDURE USED

METHOD A: Percent of Oversize: N/A

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

X METHOD D: Percent of Oversize: 9.6% Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

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

FIG. B-4 Sheet 1 of 6

Project Name: Reds Meadow - V1 CBR Tested By: JT Date: 06/21/18 Project No. : 100062 Calculated By: JP Date: 06/22/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth(ft.): 0-5 Visual Sample Description: Silty Sand

Compaction Method X AASHTO T180

AASHTO T99

METHOD C Preparation Method Moist MOLD VOLUME (CU.FT) 0.0752 X Dry

Wt. Comp. Soil + Mold (gm.) 6977 6915 6838 6587

Wt. of Mold (gm.) 2641 2641 2641 2641

Net Wt. of Soil (gm.) 4336 4274 4197 3946

Container No.

Wt. of Container (gm.) 139.11 149.66 148.71 155.43

Wet Wt. of Soil + Cont. (gm.) 434.43 511.97 459.05 493.10

Dry Wt. of Soil + Cont. (gm.) 401.12 465.44 429.27 466.82

Moisture Content (%) 12.71 14.73 10.61 8.44

Wet Density (pcf) 127.12 125.30 123.04 115.68

Dry Density (pcf) 112.78 109.21 111.23 106.68

Maximum Dry Density (pcf) 113.0 Optimum Moisture Content (%) 12.0 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

METHOD A: Percent of Oversize: N/A

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

X METHOD D: Percent of Oversize: 0.7% Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

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

FIG. B-4 Sheet 2 of 6

Project Name: Reds Meadow - V1 CBR Tested By: LS Date: 06/20/18 Project No. : 100062 Calculated By: JP Date: 06/20/18 Boring No.: B-28, B-29, B-31AB & B-32 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth(ft.): 0-5 Visual Sample Description: Silty Sand

Compaction Method X AASHTO T180

AASHTO T99

METHOD C Preparation Method Moist MOLD VOLUME (CU.FT) 0.0752 X Dry

Wt. Comp. Soil + Mold (gm.) 6569 6545 6320 6500

Wt. of Mold (gm.) 2641 2641 2641 2641

Net Wt. of Soil (gm.) 3928 3904 3679 3859

Container No.

Wt. of Container (gm.) 142.54 152.07 145.04 149.05

Wet Wt. of Soil + Cont. (gm.) 517.24 603.18 418.04 413.62

Dry Wt. of Soil + Cont. (gm.) 452.63 535.03 384.26 363.20

Moisture Content (%) 20.84 17.80 14.12 23.54

Wet Density (pcf) 115.15 114.45 107.84 113.13

Dry Density (pcf) 95.30 97.16 94.50 91.57

Maximum Dry Density (pcf) 97.5 Optimum Moisture Content (%) 18.6 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

METHOD A: Percent of Oversize: N/A

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

X METHOD D: Percent of Oversize: 1.0% Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

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

FIG. B-4 Sheet 3 of 6

Client: Shannon & Wilson AP Number: 18-1117 Project Name: Reds Meadow Road Tested By: JT Date: 11/14/18 Project No. : 100062-002 Calculated By: JP Date: 11/15/18 Boring No.: B-28 Checked By: AP Date: 11/26/18 Sample No.: 1 Depth(ft.): 0 Visual Sample Description: Silty Sand w/gravel & organics

Compaction Method X AASHTO T180

AASHTO T99

METHOD C Preparation Method Moist MOLD VOLUME (CU.FT) 0.0752 X Dry

Wt. Comp. Soil + Mold (gm.) 6024 6088 5843 6051

Wt. of Mold (gm.) 2633 2633 2633 2633

Net Wt. of Soil (gm.) 3391 3455 3210 3418

Container No.

Wt. of Container (gm.) 149.10 135.71 151.12 328.86

Wet Wt. of Soil + Cont. (gm.) 365.30 335.36 376.92 495.19

Dry Wt. of Soil + Cont. (gm.) 333.98 302.45 347.93 465.64

Moisture Content (%) 16.94 19.74 14.73 21.60

Wet Density (pcf) 99.41 101.30 94.11 100.20

Dry Density (pcf) 85.01 84.60 82.02 82.40

Maximum Dry Density (pcf) 86.0 Optimum Moisture Content (%) 18.0 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

METHOD A: Percent of Oversize: N/A

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

X METHOD D: Percent of Oversize: 1.1% Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

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

FIG. B-4 Sheet 4 of 6

Project Name: Reds Meadow - V1 CBR Tested By: JT Date: 06/18/18 Project No. : 100062 Calculated By: JP Date: 06/19/18 Boring No.: B-39 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth(ft.): 0-5 Visual Sample Description: Clayey Sand

Compaction Method X AASHTO T180

AASHTO T99

METHOD C Preparation Method Moist MOLD VOLUME (CU.FT) 0.0752 X Dry

Wt. Comp. Soil + Mold (gm.) 6568 6525 6466 6587

Wt. of Mold (gm.) 2641 2641 2641 2641

Net Wt. of Soil (gm.) 3927 3884 3825 3946

Container No.

Wt. of Container (gm.) 149.70 142.97 147.97 145.15

Wet Wt. of Soil + Cont. (gm.) 386.06 327.96 419.68 411.52

Dry Wt. of Soil + Cont. (gm.) 345.19 291.34 376.48 362.22

Moisture Content (%) 20.91 24.68 18.91 22.71

Wet Density (pcf) 115.13 113.86 112.13 115.68

Dry Density (pcf) 95.22 91.32 94.31 94.27

Maximum Dry Density (pcf) 95.4 Optimum Moisture Content (%) 21.5 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

METHOD A: Percent of Oversize: N/A

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

X METHOD D: Percent of Oversize: 0.2% Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

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

FIG. B-4 Sheet 5 of 6

Client: Shannon & Wilson AP Number: 18-1117 Project Name: Reds Meadow Road Tested By: JT Date: 11/14/18 Project No. : 100062-002 Calculated By: JP Date: 11/15/18 Boring No.: B-46 Checked By: AP Date: 11/26/18 Sample No.: 1 Depth(ft.): 0 Visual Sample Description: Well-Graded Sand w/silt

Compaction Method X AASHTO T180

AASHTO T99

METHOD C Preparation Method Moist MOLD VOLUME (CU.FT) 0.0752 X Dry

Wt. Comp. Soil + Mold (gm.) 7136 7287 7331 7250

Wt. of Mold (gm.) 2633 2633 2633 2633

Net Wt. of Soil (gm.) 4503 4654 4698 4617

Container No.

Wt. of Container (gm.) 144.46 149.77 136.31 145.34

Wet Wt. of Soil + Cont. (gm.) 479.66 503.96 512.49 377.81

Dry Wt. of Soil + Cont. (gm.) 457.81 474.83 475.46 351.68

Moisture Content (%) 6.97 8.96 10.92 12.66

Wet Density (pcf) 132.01 136.44 137.73 135.35

Dry Density (pcf) 123.41 125.22 124.17 120.14

Maximum Dry Density (pcf) 125.5 Optimum Moisture Content (%) 10.0 Maximum Dry Density w/ Rock Correction (pcf) N/A Optimum Moisture Content w/ Rock Correction (%) N/A

PROCEDURE USED

METHOD A: Percent of Oversize: N/A

Soil Passing No. 4 (4.75 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

METHOD B: Percent of Oversize: N/A Soil Passing 3/8 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter Layers : 5 (Five) Blows per layer : 25 (twenty-five)

X METHOD D: Percent of Oversize: 0.8% Soil Passing 3/4 in. (19.0 mm) Sieve Mold : 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer : 56 (fifty-six)

0 10 20 30 40

D ry

D en si ty

(p cf

Moisture (%)

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

FIG. B-4 Sheet 6 of 6

CALIFORNIA BEARING RATIO (CBR)

OF LABORATORY-COMPACTED SOIL

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/20/18 Project No. : 100062 Input By: JP Date 06/26/18 Boring No.: B-12 & B-14 Checked By: AP Date 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand w/gravel

SAMPLE DESCRIPTION BEFORE SOAKING SAMPLE PREPARATION

Mold Number D Wt of Hammer (Lbs) 10 Blows Per Layer 10 No. of Layers 5 Wt of Wet Soil & Mold (gm) 11741 No. of Blows/Layer 10 Weight of Mold (gm) 7829 Drop Height (inches) 18 Weight of Wet Soil (gm) 3912 Surcharge Weight (Lbs) 10 Mold Volume (cu.ft) 0.0818 Max. Dry Density (pcf) 108.3 Container No. Molded Relative Comp (%) 85.2 Wet Wt. Soil + Container (gm) 591.12 Req'd % Moisture 14.0 Dry Wt. Soil + Container (gm) 576.52 No. of Trials 1 Wt. Container (gm) 474.07 Moisture Content (%) 14.25 % Retained 3/4" Sieve 0.00% Wet Density (pcf) 105.4 Dry Density (pcf) 92.3

TEST LOAD DATA

Piston Diameter (inches): 1.954 Penetration Mold No.: D

DEFORMATION DURING SOAKING PERIOD (inch) LOAD (lb) Stress (psi) Sample Length (inch) 5 0.000 0 0.00

0.025 118 39.35 DATE TIME Mold No.: D 0.050 305 101.71

Dial Rdgs Swell (in) 0.075 474 158.07 06/20/18 15:15 0.5600 0.100 640 213.42 06/22/18 15:50 0.5500 0.125 780 260.11 06/25/18 13:20 0.5500 -0.0100 0.150 910 303.46

0.175 1039 346.48 Percent Swell/Collapse (+/-) -0.20 0.200 1157 385.83

0.225 1275 425.18

AFTER SOAKING 0.250 1385 461.86

Mold Number D 0.275 1499 499.88 Wt. of Wet Soil + Mold (gm) 11931 0.300 1619 539.89 Weight of Mold (gm) 7829 0.325 1732 577.58 Weight of Wet Soil (gm) 4102 0.350 1836 612.26 Mold Volume (cu.ft) 0.0816 0.375 1938 646.27 Moisture Sample Top Bottom 0.400 2034 678.28 Container No. 0.425 2130 710.30 Wet Wt. Soil + Container (gm) 520.76 486.46 0.450 2227 742.64 Dry Wt. Soil + Container (gm) 458.80 428.39 0.475 2320 773.66 Wt. Container (gm) 142.16 143.58 0.500 2408 803.00 Mosture Content (%) 19.6 20.4 Average Moisture Content (%) 20.0 TEST RESULTS Wet Density (pcf) 110.8 CBR @ .1": 21 After Test Dry Density (pcf) 92.3 CBR @ .2": 26

FIG. B-5 Sheet 1 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/20/18 Project No. : 100062 Input By: JP Date 06/26/18 Boring No.: B-12 & B-14 Checked By: AP Date 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand w/gravel

SAMPLE DESCRIPTION BEFORE SOAKING SAMPLE PREPARATION

Mold Number E Wt of Hammer (Lbs) 10 Blows Per Layer 25 No. of Layers 5 Wt of Wet Soil & Mold (gm) 11967 No. of Blows/Layer 25 Weight of Mold (gm) 7827 Drop Height (inches) 18 Weight of Wet Soil (gm) 4140 Surcharge Weight (Lbs) 10 Mold Volume (cu.ft) 0.0818 Max. Dry Density (pcf) 108.3 Container No. Molded Relative Comp (%) 90.2 Wet Wt. Soil + Container (gm) 591.12 Req'd % Moisture 14.0 Dry Wt. Soil + Container (gm) 576.52 No. of Trials 1 Wt. Container (gm) 474.07 Moisture Content (%) 14.25 % Retained 3/4" Sieve 0.00% Wet Density (pcf) 111.6 Dry Density (pcf) 97.7

TEST LOAD DATA

Piston Diameter (inches): 1.954 Penetration Mold No.: E

DEFORMATION DURING SOAKING PERIOD (inch) LOAD (lb) Stress (psi) Sample Length (inch) 5 0.000 0 0.00

0.025 169 56.36 DATE TIME Mold No.: E 0.050 380 126.72

Dial Rdgs Swell (in) 0.078 629 209.75 06/20/18 15:15 0.5390 0.100 852 284.12 06/22/18 15:50 0.5320 0.125 1091 363.82 06/25/18 13:20 0.5300 -0.0090 0.150 1290 430.18

0.175 1502 500.88 Percent Swell/Collapse (+/-) -0.18 0.200 1713 571.24

0.225 1913 637.93

AFTER SOAKING 0.250 2119 706.63

Mold Number E 0.275 2328 776.33 Wt. of Wet Soil + Mold + Base Plate (gm) 12076 0.300 2539 846.69 Weight of Mold+ Base Plate (gm) 7827 0.325 2764 921.72 Weight of Wet Soil (gm) 4249 0.350 2970 990.42 Mold Volume (cu.ft) 0.0817 0.375 3177 1059.44 Moisture Sample Top Bottom 0.400 3365 1122.14 Container No. 0.425 3561 1187.50 Wet Wt. Soil + Container (gm) 511.99 550.44 0.450 3730 1243.86 Dry Wt. Soil + Container (gm) 453.79 496.54 0.475 3912 1304.55 Wt. Container (gm) 149.80 180.00 0.500 4088 1363.24 Mosture Content (%) 19.1 17.0 Average Moisture Content (%) 18.1 TEST RESULTS Wet Density (pcf) 114.7 CBR @ .1": 31 After Test Dry Density (pcf) 97.1 CBR @ .2": 40

FIG. B-5 Sheet 2 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/20/18 Project No. : 100062 Input By: JP Date 06/26/18 Boring No.: B-12 & B-14 Checked By: AP Date 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand w/gravel

SAMPLE DESCRIPTION BEFORE SOAKING SAMPLE PREPARATION

Mold Number F Wt of Hammer (Lbs) 10 Blows Per Layer 50 No. of Layers 5 Wt of Wet Soil & Mold (gm) 12187 No. of Blows/Layer 50 Weight of Mold (gm) 7820 Drop Height (inches) 18 Weight of Wet Soil (gm) 4367 Surcharge Weight (Lbs) 10 Mold Volume (cu.ft) 0.0818 Max. Dry Density (pcf) 108.3 Container No. Molded Relative Comp (%) 95.1 Wet Wt. Soil + Container (gm) 591.12 Req'd % Moisture 14.0 Dry Wt. Soil + Container (gm) 576.52 No. of Trials 1 Wt. Container (gm) 474.07 Moisture Content (%) 14.25 % Retained 3/4" Sieve 0.00% Wet Density (pcf) 117.7 Dry Density (pcf) 103.0

TEST LOAD DATA

Piston Diameter (inches): 1.954 Penetration Mold No.: F

DEFORMATION DURING SOAKING PERIOD (inch) LOAD (lb) Stress (psi) Sample Length (inch) 5 0.000 0 0.00

0.025 138 46.02 DATE TIME Mold No.: F 0.050 516 172.07

Dial Rdgs Swell (in) 0.075 929 309.80 06/20/18 15:15 0.6250 0.100 1346 448.85 06/22/18 15:50 0.6180 0.125 1688 562.90 06/25/18 13:20 0.6160 -0.0090 0.150 1975 658.61

0.175 2253 751.32 Percent Swell/Collapse (+/-) -0.18 0.200 2525 842.02

0.225 2778 926.39

AFTER SOAKING 0.250 2997 999.42

Mold Number F 0.275 3220 1073.78 Wt. of Wet Soil + Mold + Base Plate (gm) 12263 0.300 3431 1144.15 Weight of Mold+ Base Plate (gm) 7820 0.325 3610 1203.84 Weight of Wet Soil (gm) 4443 0.350 3796 1265.86 Mold Volume (cu.ft) 0.0817 0.375 3998 1333.23 Moisture Sample Top Bottom 0.400 4191 1397.59 Container No. 0.425 4380 1460.61 Wet Wt. Soil + Container (gm) 461.71 488.86 0.450 4543 1515.00 Dry Wt. Soil + Container (gm) 416.07 439.60 0.475 4648 1550.00 Wt. Container (gm) 152.04 150.23 0.500 4702 1567.99 Mosture Content (%) 17.3 17.0 Average Moisture Content (%) 17.2 TEST RESULTS Wet Density (pcf) 120.0 CBR @ .1": 54 After Test Dry Density (pcf) 102.4 CBR @ .2": 61

FIG. B-5 Sheet 3 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date: 06/20/18 Project No. : 100062 Data Input By: JP Date: 06/26/18 Boring No.: B-12 & B-14 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand w/gravel

0.000 0.100 0.200 0.300 0.400 0.500 0.600

LO

AD

O N

P

IS

TO

N

(p si

PENETRATION (inches)

85.2 % Relative Compaction

90.2 % Relative Compaction

95.1 % Relative Compaction

FIG. B-5 Sheet 4 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date: 06/20/18 Project No. : 100062 Data Input By: JP Date: 06/26/18 Boring No.: B-12 & B-14 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand w/gravel

TEST RESULTS

Dry Density

(pcf) Maximum Dry

Density by

AASHTO T180

(pcf)

Relative Compaction

Blow Per Layer

CBR @0.1" CBR @0.2"

92.3 108.3 85.2 10 21 26

97.7 108.3 90.2 25 31 40

103.0 108.3 95.1 50 54 61

92.3

97.7

103.0

85.0 90.0 95.0 100.0 105.0

C or re ct ed C

B R

.1 in ch

Dry Density as Molded (pcf)

CBR @ 0.1 inch vs Dry Density

FIG. B-5 Sheet 5 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date: 06/20/18 Project No. : 100062 Data Input By: JP Date: 06/26/18 Boring No.: B-12 & B-14 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand w/gravel

TEST RESULTS

Dry Density

(pcf) Maximum Dry

Density by

AASHTO T180

(pcf)

Relative Compaction

Blow Per Layer

CBR @0.1" CBR @0.2"

92.3 108.3 85.2 10 21 26

97.7 108.3 90.2 25 31 40

103.0 108.3 95.1 50 54 61

85.2

90.2

95.1

80.0 85.0 90.0 95.0 100.0

C or re ct ed C

B R

.1 in ch

Relative Compaction per AASHTO T180

CBR @ 0.1 inch vs Relative Compaction AASHTO T180

FIG. B-5 Sheet 6 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/22/18 Project No. : 100062 Input By: JP Date 06/27/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand

SAMPLE DESCRIPTION BEFORE SOAKING SAMPLE PREPARATION

Mold Number A Wt of Hammer (Lbs) 10 Blows Per Layer 10 No. of Layers 5 Wt of Wet Soil & Mold (gm) 11976 No. of Blows/Layer 10 Weight of Mold (gm) 7852 Drop Height (inches) 18 Weight of Wet Soil (gm) 4124 Surcharge Weight (Lbs) 10 Mold Volume (cu.ft) 0.0818 Max. Dry Density (pcf) 113.0 Container No. Molded Relative Comp (%) 87.6 Wet Wt. Soil + Container (gm) 517.01 Req'd % Moisture 12.0 Dry Wt. Soil + Container (gm) 496.4 No. of Trials 1 Wt. Container (gm) 329.03 Moisture Content (%) 12.31 % Retained 3/4" Sieve 0.00% Wet Density (pcf) 111.1 Dry Density (pcf) 99.0

TEST LOAD DATA

Piston Diameter (inches): 1.954 Penetration Mold No.: A

DEFORMATION DURING SOAKING PERIOD (inch) LOAD (lb) Stress (psi) Sample Length (inch) 5 0.000 0 0.00

0.025 85 28.35 DATE TIME Mold No.: A 0.050 125 41.68

Dial Rdgs Swell (in) 0.075 145 48.35 06/22/18 15:45 0.5910 0.100 158 52.69 06/25/18 13:05 0.5870 0.125 170 56.69 06/26/18 14:15 0.5870 -0.0040 0.150 181 60.36

0.175 190 63.36 Percent Swell/Collapse (+/-) -0.08 0.200 202 67.36

0.225 213 71.03

AFTER SOAKING 0.250 222 74.03

Mold Number A 0.275 232 77.37 Wt. of Wet Soil + Mold (gm) 12247 0.300 245 81.70 Weight of Mold (gm) 7852 0.325 257 85.70 Weight of Wet Soil (gm) 4395 0.350 268 89.37 Mold Volume (cu.ft) 0.0817 0.375 280 93.37 Moisture Sample Top Bottom 0.400 293 97.71 Container No. 0.425 305 101.71 Wet Wt. Soil + Container (gm) 505.65 464.27 0.450 318 106.04 Dry Wt. Soil + Container (gm) 453.85 409.06 0.475 330 110.05 Wt. Container (gm) 150.04 135.62 0.500 346 115.38 Mosture Content (%) 17.1 20.2 Average Moisture Content (%) 18.6 TEST RESULTS Wet Density (pcf) 118.5 CBR @ .1": 5 After Test Dry Density (pcf) 99.9 CBR @ .2": 4

FIG. B-5 Sheet 7 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/22/18 Project No. : 100062 Input By: JP Date 06/27/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand

SAMPLE DESCRIPTION BEFORE SOAKING SAMPLE PREPARATION

Mold Number B Wt of Hammer (Lbs) 10 Blows Per Layer 20 No. of Layers 5 Wt of Wet Soil & Mold (gm) 12216 No. of Blows/Layer 20 Weight of Mold (gm) 7833 Drop Height (inches) 18 Weight of Wet Soil (gm) 4383 Surcharge Weight (Lbs) 10 Mold Volume (cu.ft) 0.0818 Max. Dry Density (pcf) 113.0 Container No. Molded Relative Comp (%) 93.1 Wet Wt. Soil + Container (gm) 517.01 Req'd % Moisture 12.0 Dry Wt. Soil + Container (gm) 496.4 No. of Trials 1 Wt. Container (gm) 329.03 Moisture Content (%) 12.31 % Retained 3/4" Sieve 0.00% Wet Density (pcf) 118.1 Dry Density (pcf) 105.2

TEST LOAD DATA

Piston Diameter (inches): 1.954 Penetration Mold No.: B

DEFORMATION DURING SOAKING PERIOD (inch) LOAD (lb) Stress (psi) Sample Length (inch) 5 0.000 0 0.00

0.025 245 81.70 DATE TIME Mold No.: B 0.050 479 159.73

Dial Rdgs Swell (in) 0.078 646 215.42 06/22/18 15:45 0.5940 0.100 784 261.44 06/25/18 13:05 0.5950 0.125 897 299.13 06/26/18 14:15 0.5960 0.0020 0.150 999 333.14

0.175 1099 366.49 Percent Swell/Collapse (+/-) 0.04 0.200 1199 399.83

0.225 1293 431.18

AFTER SOAKING 0.250 1387 462.53

Mold Number B 0.275 1478 492.87 Wt. of Wet Soil + Mold + Base Plate (gm) 12401 0.300 1569 523.22 Weight of Mold+ Base Plate (gm) 7833 0.325 1658 552.90 Weight of Wet Soil (gm) 4568 0.350 1740 580.24 Mold Volume (cu.ft) 0.0818 0.375 1823 607.92 Moisture Sample Top Bottom 0.400 1909 636.60 Container No. 0.425 1999 666.61 Wet Wt. Soil + Container (gm) 502.62 534.57 0.450 2086 695.63 Dry Wt. Soil + Container (gm) 452.30 475.93 0.475 2180 726.97 Wt. Container (gm) 143.28 149.99 0.500 2275 758.65 Mosture Content (%) 16.3 18.0 Average Moisture Content (%) 17.1 TEST RESULTS Wet Density (pcf) 123.1 CBR @ .1": 26 After Test Dry Density (pcf) 105.1 CBR @ .2": 27

FIG. B-5 Sheet 8 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/22/18 Project No. : 100062 Input By: JP Date 06/27/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand

SAMPLE DESCRIPTION BEFORE SOAKING SAMPLE PREPARATION

Mold Number C Wt of Hammer (Lbs) 10 Blows Per Layer 50 No. of Layers 5 Wt of Wet Soil & Mold (gm) 12463 No. of Blows/Layer 50 Weight of Mold (gm) 7836 Drop Height (inches) 18 Weight of Wet Soil (gm) 4627 Surcharge Weight (Lbs) 10 Mold Volume (cu.ft) 0.0818 Max. Dry Density (pcf) 113.0 Container No. Molded Relative Comp (%) 98.3 Wet Wt. Soil + Container (gm) 517.01 Req'd % Moisture 12.0 Dry Wt. Soil + Container (gm) 496.4 No. of Trials 1 Wt. Container (gm) 329.03 Moisture Content (%) 12.31 % Retained 3/4" Sieve 0.00% Wet Density (pcf) 124.7 Dry Density (pcf) 111.0

TEST LOAD DATA

Piston Diameter (inches): 1.954 Penetration Mold No.: C

DEFORMATION DURING SOAKING PERIOD (inch) LOAD (lb) Stress (psi) Sample Length (inch) 5 0.000 0 0.00

0.025 346 115.38 DATE TIME Mold No.: C 0.050 704 234.77

Dial Rdgs Swell (in) 0.075 1178 392.83 06/22/18 15:45 0.6150 0.100 1621 540.56 06/25/18 13:05 0.6120 0.125 1999 666.61 06/26/18 14:15 0.6110 -0.0040 0.150 2318 772.99

0.175 2585 862.03 Percent Swell/Collapse (+/-) -0.08 0.200 2828 943.06

0.225 3062 1021.10

AFTER SOAKING 0.250 3296 1099.13

Mold Number C 0.275 3521 1174.16 Wt. of Wet Soil + Mold + Base Plate (gm) 12567 0.300 3739 1246.86 Weight of Mold+ Base Plate (gm) 7836 0.325 3973 1324.89 Weight of Wet Soil (gm) 4731 0.350 4198 1399.92 Mold Volume (cu.ft) 0.0817 0.375 4437 1479.62 Moisture Sample Top Bottom 0.400 4650 1550.65 Container No. 0.425 4874 1625.35 Wet Wt. Soil + Container (gm) 451.69 490.40 0.450 5089 1697.05 Dry Wt. Soil + Container (gm) 414.65 441.05 0.475 5318 1773.41 Wt. Container (gm) 149.54 150.29 0.500 5558 1853.44 Mosture Content (%) 14.0 17.0 Average Moisture Content (%) 15.5 TEST RESULTS Wet Density (pcf) 127.6 CBR @ .1": 60 After Test Dry Density (pcf) 110.5 CBR @ .2": 65

FIG. B-5 Sheet 9 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date: 06/22/18 Project No. : 100062 Data Input By: JP Date: 06/27/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand

0.000 0.100 0.200 0.300 0.400 0.500 0.600

LO

AD

O N

P

IS

TO

N

(p si

PENETRATION (inches)

87.6 % Relative Compaction

93.1 % Relative Compaction

98.3 % Relative Compaction

FIG. B-5 Sheet 10 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date: 06/22/18 Project No. : 100062 Data Input By: JP Date: 06/27/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand

TEST RESULTS

Dry Density

(pcf) Maximum Dry

Density by

AASHTO T180

(pcf)

Relative Compaction

Blow Per Layer

CBR @0.1" CBR @0.2"

99.0 113.0 87.6 10 5 4

105.2 113.0 93.1 20 26 27

111.0 113.0 98.3 50 60 65

99.0

105.2

111.0

90.0 95.0 100.0 105.0 110.0 115.0

C or re ct ed C

B R

.1 in ch

Dry Density as Molded (pcf)

FIG. B-5 Sheet 11 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date: 06/22/18 Project No. : 100062 Data Input By: JP Date: 06/27/18 Boring No.: B-22, B-24, B-25 & B-27 Checked By: AP Date: 06/27/18 Sample No.: 1 Depth (ft.) : 0-5 Soil Description : Silty Sand

TEST RESULTS

Dry Density

(pcf) Maximum Dry

Density by

AASHTO T180

(pcf)

Relative Compaction

Blow Per Layer

CBR @0.1" CBR @0.2"

99.0 113.0 87.6 10 5 4

105.2 113.0 93.1 20 26 27

111.0 113.0 98.3 50 60 65

87.6

93.1

98.3

80.0 85.0 90.0 95.0 100.0

C or re ct ed C

B R

.1 in ch

Relative Compaction per AASHTO T180

FIG. B-5 Sheet 12 of 36

AASHTO T193

Project Name: Reds Meadow - V1 CBR Tested By : JT Date 06/21/18 Project No. : 100062 Input By: JP Date 06/26/18 Boring No.: B-28, B-29, B-31AB & B-32 Checked By: AP Date 06/27/18 Sample No.: 1…