NV FLAP US93(1)_Final Geotech Report STAMPED.pdf

SUBMITTED TO:

HDR Engineering, Inc.

1670 Broadway, Suite 3400 Denver, Colorado 80202

BY:

Shannon & Wilson 1321 Bannock St., Suite 200 Denver, Colorado 80204

(303) 825-3800 www.shannonwilson.com

PAVEMENT DESIGN REPORT

NV FLAP US93(1)

Pahranagat NWR Access

LINCOLN COUNTY, NEVADA

June 2020

Shannon & Wilson No: 101823-001

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CONTENTS

1 Introduction

2 Project and Site Description

3 Subsurface Explorations and Laboratory Testing

3.1 Field Investigation

3.2 Geotechnical Laboratory Testing

4 Pavement Assessment

5 Regional Geology and Subsurface Conditions

6 Pavement Recommendations

6.1 Design Methodology

6.2 Traffic Loading

6.3 Subgrade Soils

6.4 Recommended Pavement Section

7 Construction and Materials Specifications

7.1 Site Preparation

7.2 Earthwork

7.2.1 General

7.2.2 Proof Roll and Subgrade Preparation

7.2.3 Fill Placement, Moisture Conditioning and Compaction

7.3 Paving Materials

7.4 Corrosion

8 Closure

9 References

Exhibits Exhibit 7-1: Recommended Materials for Pavements

Figures Figure 1: Vicinity Map Figure 2: Site Plan and Exploration Plan iii

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Appendices Appendix A: Subsurface Explorations Appendix B: Laboratory Test Results Appendix C: Pavement Conditions and Site Photographs Appendix D: Pavement Design Calculations Important Information

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1 INTRODUCTION

This report summarizes the results of our subsurface exploration and laboratory testing program and presents pavement design recommendations and construction considerations for the proposed Pahranagat National Wildlife Refuge (NWR) Project (the Project) in Lincoln County, Nevada. Our services were completed in general accordance with our Task Order Agreement No. 006/10001000038723 with HDR Engineering, Inc. (HDR) dated March 6, 2019. Our conclusions and recommendations in this report are based on:

The limitations of our approved scope, schedule, and budget described in our contract;

Our understanding of the Project and information provided by HDR;

Subsurface conditions observed in the borings at the time our explorations were completed; and

The results of testing performed on samples collected from the explorations.

The objective of our geotechnical studies was to provide recommendations and construction considerations, as presented herein, for the proposed roadway reconstruction. The authorized scope of services was based on this objective and this report should not be used for other purposes without Shannon & Wilson, Inc.’s (Shannon & Wilson’s) review. If a service is not specifically indicated in this report, do not assume that it was performed.

2 PROJECT AND SITE DESCRIPTION

The Project is located in Lincoln County, Nevada (Figure 1). The Pahranagat NWR includes two areas, the Visitor Center and Headquarters, and the Pahranagat campground area, both accessed via US 93. The project includes the construction of new turning lanes, acceleration lanes, and deceleration lanes along US-93. US 93 is sloping up to the north and is generally constructed on fill embankments crossing multiple dry drainages along the alignment. US 93 currently consists of a two-lane highway (one lane in each direction) and is paved with hot asphalt concrete pavement (HACP). Based on our pavement assessment and pavement cores obtained during drilling, the roadway has been overlaid with an approximately 2-inch thick overlay. The age of the original HACP and overlay is unknown.

Additionally, a new Visitor Access Road alignment is proposed as part of the Project. The new Visitor Access Road is proposed to traverse through NWR land that has previously been used for lagoon ponds.

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The proposed improvements to US 93 start approximately 0.55 miles south of the current Visitor Access Road and extend approximately 0.9 miles north. The project resumes approximately 2.25 miles to the north near the Pahranagat Campground area. The proposed improvements surrounding the Pahranagat Campground area start approximately 0.44 miles south of the campground area and extend approximately

0.38 miles north of the access road. The proposed turning lanes, accelerations and decelerations will require roadway widening. Embankment widening may be required to accommodate the new roadway widening. Adjacent to the project widening areas, we understand that the Nevada Department of Transportation (NDOT) will require a mill and overlay resurfacing of the existing pavement section. Refer to Figure 2 for a project map.

3 SUBSURFACE EXPLORATIONS AND LABORATORY

TESTING

3.1 Field Investigation

Shannon & Wilson conducted a field exploration program on June 12, 2019, to explore subsurface conditions along the proposed roadway alignment. The subsurface exploration program consisted of drilling and sampling six borings (designated SW-01 through SW-06) along the US 93 and the proposed Visitor Access Road, as shown in Figure 2. The borings were advanced to a depth of 5.5 feet below the ground surface.

Appendix A presents a discussion of the drilling and sampling procedures used to complete the borings. Appendix A also presents the individual exploration logs and an explanation of the symbols and terminology used. Photographs of the drilling locations and existing pavement conditions are included in Appendix C.

3.2 Geotechnical Laboratory Testing

Geotechnical laboratory tests were completed on selected samples retrieved from the borings to estimate index and engineering properties. Index tests included natural water content, grain size analysis, and Atterberg limits. Engineering properties tests included corrosion and Hveem Stabilometer (R-Value) testing. Laboratory test results and a discussion of the testing procedures are included in Appendix B. The natural water content, fines content, and Atterberg limits are also shown on the individual boring logs included in Appendix A.

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4 PAVEMENT ASSESSMENT

To evaluate the condition of the existing roadway pavement for potential rehabilitation options, we performed a visual pavement survey to assess the overall pavement condition and to identify areas of distress and typical crack patterns. The U.S. Fish and Wildlife Services (FWS) has developed a rating system to quantify levels of distress and to describe roadway conditions of asphalt pavements. Their five levels of pavement condition for asphalt are summarized below:

Asphalt

Excellent: Recently constructed or overlaid road where construction or overlay was performed correctly. No maintenance required.

Good: Low extent longitudinal and transverse cracks. All cracks are ¼ inch or less with little or no crack erosion. Patches are in good condition and applied correctly. Routine maintenance recommended.

Fair: Roads are in good structural condition with little or no fatigue cracking.

Longitudinal, transverse, and edge cracking is at medium extent and severity. Block cracking is extensive. Any patches are in good condition. Preventative maintenance recommended.

Poor: Road beginning to show signs of structural distress. Fatigue cracking is medium to high extent and medium severity. Cracking will be severe. Surface may have severe block cracking and show. Patches are in fair to poor condition. There is moderate distortion or rutting and occasional potholes. Rehabilitation recommended.

Failed: Road is severely deteriorated. Signs of structural failure appear along with severe and extensive fatigue cracking, distortion, potholes, or extensive patches in poor condition. Reconstruction recommended.

Using the FWS visual rating system, we conducted our assessment survey on March 26, 2019. Site photographs 1 through 26 in Appendix C contain photographs of the existing pavement and typical distress patterns observed along the roadway. Photographs are taken in ascending order from the south end of the project alignment to the north, and each south/north pair (e.g., Photograph 1 and 2) are taken at approximately 0.15-mile intervals.

The age of the existing pavement or overlay is unknown.

The overlay was rated to be in good condition. We observed occasional low extent transverse cracking reflecting through the overlay. Photographs 25 and 26 show the roadway shoulder with the overlay visible as well as typical transverse cracking, respectively.

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5 REGIONAL GEOLOGY AND SUBSURFACE

CONDITIONS

Based on our review of the Geologic Atlas of Nevada, the geology of the site consists of Quaternary surficial deposits (Jayko, 2007).

The HACP pavement thickness was measured at each of the boring locations. The HACP ranged in thickness from 5 to 7¾ inches as measured in the five borings along US-93. Below the pavement, the borings encountered medium dense to very dense silty sand with varying percentages of gravel fill (American Association of State Highway and Transportation Officials [AASHTO] soil classification A-1-b). In boring SW-06, along the proposed Visitor Center Drive, sandy silt (AASHTO A-4) was encountered at the ground surface.

Our observations are specific to the locations, depths, and dates noted on the exploration logs in Appendix A and may not be applicable to all areas of the site. There is no amount of explorations or laboratory testing that can precisely predict the characteristics, quality, or distribution of subsurface conditions at every location throughout the site. Variations in the subsurface conditions may occur between and below the borings. Also, the passage of time or intervening causes (natural and manmade) may result in changes to the conditions of the site and subsurface conditions.

Groundwater was not encountered in any of our borings during drilling. While fluctuations of groundwater levels at the site are likely and will depend on many factors, including seasonal variations, local precipitation and flood events, groundwater is not anticipated to affect the design or construction of the Project.

6 PAVEMENT RECOMMENDATIONS

Performance of a pavement system depends on the pavement material and thicknesses, subgrade strength, traffic loads and repetitions, design life, and subgrade drainage characteristics. The following sections discuss each of these aspects as they relate to the project. For design of the project, we completed a pavement design for both US-93 and the proposed Visitor Center Drive.

6.1 Design Methodology

Our pavement design and results are based on the design procedures presented in the 1993 AASHTO Guide for the Design of Pavement Structures with guidance from the U.S.

Department of Transportation and Federal Highway Administration (FHWA) Federal

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Lands Highway Project Development and Design Manual (PDDM), dated March 2008.

Pavement design inputs and calculations are presented in Appendix D.

6.2 Traffic Loading

Traffic counts and assumptions for US-93 were provided by NDOT and HDR. The traffic study consisted of an average daily traffic (ADT) of 2,050 vehicles per day for 2018. Truck traffic distribution were not available in the traffic study; however, HDR indicated that approximately 15-percent trucks are anticipated on the roadway. For design we assumed 5 percent 5-axle single trailer trucks (semi-trucks), and 10 percent single unit trucks. Using the mean value of the flexible pavement equivalency factors provided in the PDDM for each vehicle class, a 25-year design life as indicated for a 4R project and assuming a 2 percent compounded growth rate, we estimated an 18 kip equivalent single axle loading (ESAL) of approximately 2,801,000 for each traffic lane. Our estimated ESAL calculations are provided in Appendix D.

Traffic assumptions for the Visitor Center Road were provided by the NWR staff. In 2018, an estimated average daily traffic (ADT) of 35 vehicles per day used the Visitor Center Road. Truck traffic distributions were not provided; however, we assumed 15 percent of the volume would consist of single unit trucks, such as delivery trucks, trash trucks, and RVs.

Using the mean value of the flexible pavement equivalency factors provided in the PDDM for each vehicle class, a 25-year design life as indicated for a 4R project and assuming a 2 percent compounded growth rate, we estimated an 18 kip equivalent single axle loading (ESAL) of approximately 35,000 for each traffic lane. Our estimated ESAL calculations are provided in Appendix D. For design of the Visitor Center Road, we assumed an ESAL of 50,000 based on the minimum recommended ESAL in the PDDM.

6.3 Subgrade Soils

As discussed in Section 4.0, the subsurface explorations completed along US-93 generally consisted of silty sand (A-1-b). The subsurface exploration along the Visitor Center Road consisted of Sandy Silt (A-4). To estimate the strength of the subgrade materials, R-value tests were completed on bulk samples from borings SW-03 and SW-06 resulting in R-Values of 73 and 67, respectively. A minimum R-Value of 65 was assumed for the subgrade, including the import fill material, which was used as the design subgrade strength for all pavement areas. We used an AASHTO correlation between R-value and resilient modulus, which calculates resilient modulus values of 24,757 pounds per square inch (psi).

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6.4 Recommended Pavement Section

Using the PDDM design procedures and the parameters outlined in Appendix D, we recommend the following pavement section for US-93 and the Visitor Center Road:

US-93: 6.0 inches of full depth HACP

US-93: 5.5 inches of HACP overlying 4 inches of untreated base course (UTBC)

Visitor Center Road: 3.0 inches of HACP overlying 4 inches of UTBC

The above pavement sections are applicable for sections constructed directly on the existing embankments as well as new or widening embankment areas.

Based on discussions with HDR, we understand that NDOT requires that the US-93 widening pavement sections match the existing pavement sections. We observed pavement sections at boring locations SW-01 through SW-05 consisting of 5.0 inches to 7.75 inches of full depth HACP (i.e. no underlying base course). NDOT has requested a pavement section consisting of 6.25 inches of HACP (consisting of a 0.75-inch open graded surface coarse and

5.5 inches of densely graded asphalt as indicated in Exhibit 7-1) overlying 8 inches of UTBC.

As indicated in Section 2, NDOT will require an overlay of the existing pavement adjacent to widening areas. NDOT requests that resurfacing of the existing pavement consist of 2.75 inches coldmilling and a 2.75 inch HACP overlay (consisting of 0.75-inch open graded surface coarse and 2 inches densely graded asphalt as indicated in Exhibit 7-1).

7 CONSTRUCTION AND MATERIALS SPECIFICATIONS

The applicability of the design parameters in Section 6.0 is contingent on good construction practice. Poor construction techniques may alter conditions from those upon which our recommendations are based, and therefore result in poor performance. Our analyses assumed that this project is constructed according to FP-14 U.S. Customary Units (USDOT and FHWA, 2014) construction standards. The following sections provide additional construction considerations for this project.

7.1 Site Preparation

In new pavement and widening areas, we recommend that brush and other vegetation be cleared and roots and stumps be removed from all areas to be graded in accordance with FP-14 Sections 201 and 203. All surface and subsurface structures associated with current development of the site, including pavements, utility poles, fence poles, underground

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101823-001 June 2020 utilities and other deleterious material, should also be removed. Any existing surficial topsoil and soil containing visible organics should be stripped and removed from all areas.

7.2 Earthwork

7.2.1 General

Earthwork, including placement of fill and subgrade preparation, should conform to the requirements provided in the FP-14 U.S. Customary Units, (USDOT and FHWA, 2014) and the recommendations provided in the following sections.

7.2.2 Proof Roll and Subgrade Preparation

The subgrade should be prepared in accordance with FP-14 Section 204.11.

7.2.3 Fill Placement, Moisture Conditioning and Compaction

Granular fill should consist of onsite soils that are free of organics, contaminants, debris, rock fragments larger than 3 inches and should contain less than 20 percent fines. It should be noted that as the amount of fines increases (portion of soil particles passing a U.S.

Standard No. 200 sieve), soil becomes more sensitive to small changes in moisture content, and adequate compaction becomes more difficult to achieve. Import fill used within embankments should consist of Backfill Material (FP 704.03) with a minimum R-value of 65.

All fill should be compacted to a dense/firm and unyielding condition in accordance with FP-14 Section 204.11. Fill materials should be moisture conditioned to within 2-percent of the optimum moisture content and compacted to at least 95-percent maximum density, as determined by AASHTO T180 or T99 as presented in FP-14 Section 204.

7.3 Paving Materials

Exhibit 7-1 summarizes our recommendations for pavement material selection. All specification sections reference the FP-14 U.S. Customary Units, (USDOT and FHWA, 2014).

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Exhibit 7-1: Recommended Materials for Pavements

Material Specification Additional Requirements/Comments UTBC Section 301 Use Gradation C, D, or E

HACP FP-14 Section 403 NDOT Sections 401 and 403

Top Lift PG Binder: PG 64-28NV or PG 64-28NVTR, 3/8-inch NMAS (NDOT Open Graded Aggregate [NDOT Sections 403 & 705.03.02]) Lower Lift: PG Binder: PG 64-28NV or PG 64-28NVTR, 3/4-inch NMAS (NDOT Aggregate Type 2 [NDOT Sections 401 & 705.03.01) Gyratory Number (N): 75

NOTES:

HACP = Hot Asphalt Concrete Pavement; NDOT = Nevada Department of Transportation; NMAS = Nominal Maximum Aggregate Size;

PG = performance grade; UTBC = Untreated Base Course

The above SuperPave performance grade (PG) binders follow NDOT recommendations for pavement sections within NDOT right-of-way. NDOT recommends that 3/8-inch NMAS be used for surface lifts and be 3/4-inch thick. Underlying lifts should consist of 3/4-inch NMAS mix and lifts be between 2 1/4-inches and 3 inches thick. Pavement material should be in accordance with NDOT Standard Specification for Road and Bridge Construction (2014). For the Visitor Center Road, a gyratory number of 50 would be acceptable; however, we recommend using one mix design for the project with a gyratory number of 75.

7.4 Corrosion

The subgrade materials encountered at the project site can be corrosive to substructure elements. To assist in estimating the corrosion potential at the site, samples of subgrade samples were tested for pH, resistivity, water soluble sulfates, and chlorides. The results are presented in Table B-1 in Appendix B.

The resistivity measured in the samples ranged from 1,069 to 3,997 ohm-centimeters. Based on correlations developed by Roberge (2012), these values suggest a highly corrosive to corrosive subsurface.

The concentration of water-soluble sulfates measured in the samples was 0.01 and

0.03 percent by weight (100 and 300 parts per million). Based on classifications as defined by ACI-318-14 (ACI, 2014), these test results suggest a negligible degree of sulfate attack on concrete exposed to site soils (exposure class S0).

8 CLOSURE

This report has been prepared for the exclusive use of HDR and Central Federal Lands Highway Division for the purpose of providing pavement recommendations for the

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Pahranagat NWR Access project. This pavement design report should not be used without our approval if any of the following occurs:

Assumptions stated in this report have changed.

Project details change or new information becomes available such that our analyses and recommendations may be affected.

A substantial period of time has passed since the date of this report.

If any of these occur, we should be retained to review the applicability of our analyses and recommendations.

Within the limitations of scope, schedule and budget, the analyses, conclusions and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical and geological principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied.

Shannon & Wilson has prepared “Important Information About Your Geotechnical Report,” to assist you and others in understanding the use and limitations of our reports.

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9 REFERENCES

American Concrete Institute (ACI), 2014, Building code requirements for structural concrete and commentary, Farmington Hills, Mich., ACI 318-14.

American Association of State Highway and Transportation Officials (AASHTO), 1993, AASHTO guide for design of pavement structures: Washington, D.C., AASHTO, 2 v.

Jayko, A.S., 2007, Geologic map of the Pahranagat Range 30' x 60' quadrangle, Lincoln and Nye Counties, Nevada: U.S. Geological Survey, Scientific Investigations Map SIM- 2904, scale 1:100,000.

Nevada Department of Transportation, Standard Specifications for Road and Bridge Construction, 2014.

Roberge, P.R., 2012, Handbook of corrosion engineering, Second Edition: McGraw-Hill, New York, New York.

U.S. Department of Transportation (USDOT), Federal Highway Administration (FHWA), 2008, Federal Lands Highway project development and design manual (PDDM):

U.S. Department of Transportation and Federal Highway Administration.

Available from: http://flh.fhwa.dot.gov/resources/manuals/pddm/.

U.S. Department of Transportation (USDOT), Federal Highway Administration, 2014, Federal standard specifications for construction of roads and bridges on Federal Highway projects, FP-14 English Units: U.S. Department of Transportation and Federal Highway Administration, available from http://flh.fhwa.dot.gov/resources/pse/specs/.

U.S. Fish and Wildlife Service (FWS). Road Inventory Program Rating System.

https://ngmdb.usgs.gov/Prodesc/proddesc_82819.htm https://ngmdb.usgs.gov/Prodesc/proddesc_82819.htm http://flh.fhwa.dot.gov/resources/manuals/pddm/ http://flh.fhwa.dot.gov/resources/pse/specs/

PROJECT

LOCATION

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

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Approximate Scale in Miles

VICINITY MAP

FIG. 1

Ash Springs

June 2020

NV FLAP US93(1)

Pahranagat NWR Access

Lincoln County, Nevada

Upper Pahranagat Lake

Crystal Springs

Alamo

Nevada

Project

Location

Reno

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

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Approximate Scale in Feet SITE AND EXPLORATION PLAN

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Pahranagat NWR Access

Lincoln County, Nevada

FIG. 2

Upper Pahranagat

Lake

Geotechnical Boring Designation and

Approximate Location

LEGEND

SW-01

SW-01

SW-02

SW-03

SW-04

SW-05

SW-06

Project

End

Project

Start

Project

End

Project

Start

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Appendix A: Subsurface Ex plorations

Appendix A

Subsurface Explorations

CONTENTS

A.1 Introduction ........................................................................................................................... A-1

A.2 Explorations ........................................................................................................................... A-1

A.2.1 Soil Classification System........................................................................................ A-1

A.2.2 Standard Penetration Test (SPT) ............................................................................ A-1

A.2.3 Bulk Sampling .......................................................................................................... A-2

Figures Figure A-1: Soil Description and Log Key Figure A-2 through A-7: Log of Boring SW-01 through SW-06

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A.1 INTRODUCTION

Shannon & Wilson, Inc.’s (Shannon & Wilson’s) field exploration program was conducted on June 12, 2019, and consisted of drilling six borings designated SW-01 through SW-06 at the locations shown on Figure 2. Photographs of boring locations are provided in Appendix C. The methods used to conduct the field exploration program are described below.

A.2 EXPLORATIONS

The borings were coordinated (including subcontractor coordination and utility locates) and observed by Shannon & Wilson. Individual boring logs are presented in Figures A-2 through A-7. These exploration logs represent our interpretation of the contents of the field logs and select results of laboratory testing. The borings were drilled by Geotechnical Drilling of Las Vegas, Nevada (under subcontract to Shannon & Wilson) using a track-mounted CME 55 Track mounted drill rig. The borings were advanced to a depth of 5.5 feet using 6-inch diameter hollow-stem-auger techniques. On completion of drilling, the borings were backfilled with a controlled low strength material and repairs to the existing pavement were made by filling pavement keyhole with a rapid hardening, bonding material then placing pavement plug in the keyhole to match the existing road surface.

A.2.1 Soil Classification System

During exploration, our representative collected samples and prepared field logs of the explorations. Soil classification for this project was based on ASTM International (ASTM) Designation: D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System), and ASTM Designation: D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). The Unified Soil Classification System is summarized in Figure A-1. In addition, samples were classified based on American Association of State Highway and Transportation Officials (AASHTO) Designation M-145, Standard Specification for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes.

A.2.2 Standard Penetration Test (SPT)

Disturbed samples were obtained in the borings in general accordance with the Standard Penetration Test (SPT) (ASTM Designation: D1586). The SPT consists of driving a 2-inch outside diameter, 1.375-inch inside diameter split-spoon sampler a distance of 18 inches with a 140-pound hammer free-falling a distance of 30 inches. An automatic hammer

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system was used to advance the samplers. During sampling, the Shannon & Wilson field representative recorded the number of blows for each 6-inch increment of penetration and summed the blow counts for the last two 6-inch increments. This sum is recorded as the penetration resistance number, or N-value. If high penetration resistance prevented driving the total length of the sampler, the Shannon & Wilson field representative recorded the partial penetration depth and blow count. The N-values provide a means for evaluating the relative density or compactness of cohesionless (granular) soils and consistency or stiffness of cohesive (fine-grained) soils (see Figure A-1). The raw N-values are shown on the individual boring logs. Representative portions of the split-spoon sample obtained in conjunction with the SPT were placed in a screw-top plastic jar and transported to our laboratory.

A.2.3 Bulk Sampling

Bulk soil samples were obtained by collecting the drill cuttings from the upper 5 feet of Boring SW-03 and SW-06. Approximately 20 to 30 pounds of cuttings were placed in a plastic bag and transported to our laboratory for further analysis and testing.

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Geotechnical and Environmental Consultants

Absence of moisture, dusty, dry to the touch

Damp but no visible water

Visible free water, from below water table

FIG. A-1

Shannon & Wilson, Inc. (S&W), uses a soil identification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following pages. Soil descriptions are based on visual-manual procedures (ASTM D2488) and laboratory testing procedures (ASTM D2487), if performed.

STANDARD PENETRATION TEST (SPT)

SPECIFICATIONS

Hammer:

Sampler:

N-Value:

Dry

Moist

Wet

MOISTURE CONTENT TERMS

Modifying (Secondary)

Precedes major constituent

Major

Minor Follows major constituent

1All percentages are by weight of total specimen passing a 3-inch sieve.

2The order of terms is: Modifying Major with Minor.

3Determined based on behavior.

4Determined based on which constituent comprises a larger percentage.

5Whichever is the lesser constituent.

COARSE-GRAINED

SOILS

(less than 50% fines)1

NOTE: Penetration resistances (N-values) shown on boring logs are as recorded in the field and have not been corrected for hammer efficiency, overburden, or other factors.

PARTICLE SIZE DEFINITIONS

RELATIVE DENSITY / CONSISTENCY

Sand or Gravel 4

30% or more coarse-grained:

Sandy or Gravelly 4

More than 12% fine-grained:

Silty or Clayey 3

15% to 30% coarse-grained:

with Sand or with Gravel 4

30% or more total coarse-grained and lesser coarse-grained constituent is 15% or more:

with Sand or with Gravel 5

Very soft Soft Medium stiff Stiff Very stiff Hard

Very loose Loose Medium dense Dense Very dense

RELATIVE

DENSITY

FINE-GRAINED SOILS

(50% or more fines)1

COHESIVE SOILS

< 2 2 - 4 4 - 8

8 - 15 15 - 30

> 30

1Gravel, sand, and fines estimated by mass. Other constituents, such as organics, cobbles, and boulders, estimated by volume.

2Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428.

A copy of the complete standard may be obtained from ASTM International, www.astm.org.

140 pounds with a 30-inch free fall.

Rope on 6- to 10-inch-diam. cathead 2-1/4 rope turns, > 100 rpm

NOTE: If automatic hammers are used, blow counts shown on boring logs should be adjusted to account for efficiency of hammer.

10 to 30 inches long Shoe I.D. = 1.375 inches Barrel I.D. = 1.5 inches Barrel O.D. = 2 inches

Sum blow counts for second and third 6-inch increments.

Refusal: 50 blows for 6 inches or less; 10 blows for 0 inches.

RELATIVE

CONSISTENCY

N, SPT,

BLOWS/FT.

5% to 12% fine-grained:

with Silt or with Clay 3

15% or more of a second coarse-grained constituent:

with Sand or with Gravel 5

< 5%

5 to 10%

15 to 25%

30 to 45%

50 to 100%

Surface Cement Seal

Asphalt or Cap

Slough

Inclinometer or Non-perforated Casing

Vibrating Wire Piezometer

N, SPT,

BLOWS/FT.

< 4 4 - 10

10 - 30 30 - 50

> 50

DESCRIPTION

< #200 (0.075 mm = 0.003 in.)

#200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.)

#40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.)

#10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.)

SIEVE NUMBER AND/OR APPROXIMATE SIZE

#4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.)

3/4 to 3 in. (19 to 76 mm)

3 to 12 in. (76 to 305 mm)

> 12 in. (305 mm)

Fine Coarse

Fine Medium Coarse

BOULDERS

COBBLES

GRAVEL

FINES

SAND

Sheet 1 of 3

S&W INORGANIC SOIL CONSTITUENT DEFINITIONS

CONSTITUENT2

COHESIONLESS SOILS

Silt, Lean Clay, Elastic Silt, or

Fat Clay 3

PERCENTAGES TERMS 1, 2

Trace

Few

Little

Some

Mostly

WELL AND BACKFILL SYMBOLS

Bentonite Cement Grout

Bentonite Grout

Bentonite Chips

Silica Sand

Perforated or Screened Casing

SHANNON & WILSON, INC.

SOIL DESCRIPTION

AND LOG KEY

_B O

R

IN

G _C

LA

S

S

-0

P A

H R

A N

A G

A N

T .G

P J

S W

N E

W .G

D T

/7

/1

101823-001

Pahranagat NWR Access Lincoln County, Nevada

June 2020

GC

SC

Inorganic

Organic

(more than 50% of coarse fraction retained on No. 4 sieve)

MAJOR DIVISIONS GROUP/GRAPHIC

SYMBOL

CH

OH

ML

CL

TYPICAL IDENTIFICATIONS

Gravel

Sand

Silty Sand; Silty Sand with Gravel

Clayey Sand; Clayey Sand with Gravel

Clayey Gravel; Clayey Gravel with Sand

Sheet 2 of 3

Gravels

Primarily organic matter, dark in color, and organic odor

SW

(more than 12% fines)

Silts and Clays

Silts and Clays

(more than 50% retained on No.

200 sieve)

(50% or more of coarse fraction passes the No. 4 sieve)

(liquid limit less than 50)

(liquid limit 50 or more)

Organic

Inorganic

FINE-GRAINED

SOILS

SM

Sands

Silty or Clayey Gravel

Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay

HIGHLY-

ORGANIC

SOILS

COARSE-

GRAINED

SOILS

GW

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

(less than 5% fines)

PT

(more than 12% fines)

MH

SP

GP

GM

Silty or Clayey Sand

Silty Gravel; Silty Gravel with Sand

(50% or more passes the No.

200 sieve)

SOIL DESCRIPTION

AND LOG KEY

Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt

Fat Clay; Fat Clay with Sand or Gravel;

Sandy or Gravelly Fat Clay

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay

Poorly Graded Sand; Poorly Graded Sand with Gravel

Well-Graded Sand; Well-Graded Sand with Gravel

Well-Graded Gravel; Well-Graded Gravel with Sand

Poorly Graded Gravel; Poorly Graded Gravel with Sand

Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay

Peat or other highly organic soils (see

ASTM D4427)

FIG. A-1

OL

(less than 5% fines)

NOTES

1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, Sand with Silt) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. Graphics shown on the logs for these soil types are a combination of the two graphic symbols (e.g., SP and SM).

2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicate that the soil properties are close to the defining boundary between two groups.

_B O

R

IN

G _C

LA

S

S

-0

P A

H R

A N

A G

A N

T .G

P J

S W

N E

W .G

D T

/7

/1

NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in.

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

(Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488)

Pahranagat NWR Access Lincoln County, Nevada

June 2020

Angular

Subangular

Subrounded

Rounded

Flat

Elongated

Sharp edges and unpolished planar surfaces.

Similar to angular, but with rounded edges.

Nearly planar sides with well-rounded edges.

Smoothly curved sides with no edges.

Width/thickness ratio > 3.

Length/width ratio > 3.

Narrow range of grain sizes present or, within the range of grain sizes present, one or more sizes are missing (Gap Graded). Meets criteria in ASTM D2487, if tested.

Full range and even distribution of grain sizes present. Meets criteria in ASTM D2487, if tested.

Crumbles or breaks with handling or slight finger pressure Crumbles or breaks with considerable finger pressure Will not crumble or break with finger pressure

Weak

Moderate

Strong

VISUAL-MANUAL CRITERIA

A 1/8-in. thread cannot be rolled at any water content.

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

A 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. A lump crumbles when drier than the plastic limit.

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

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants Sheet 3 of 3

Interbedded

Laminated

Fissured

Slickensided

Blocky

Lensed

Homogeneous

Alternating layers of varying material or color with layers at least 1/4-inch thick; singular: bed.

Alternating layers of varying material or color with layers less than 1/4-inch thick; singular:

lamination.

Breaks along definite planes or fractures with little resistance.

Fracture planes appear polished or glossy;

sometimes striated.

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

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

Same color and appearance throughout.

At Time of Drilling Diameter Elevation Feet Iron Oxide Gallons Horizontal Hollow Stem Auger Inside Diameter Inches Pounds Magnesium Oxide Millimeter Manganese Oxide Not Applicable or Not Available Nonplastic Outside Diameter Observation Well Pounds per Cubic Foot Photo-Ionization Detector Pressuremeter Test Parts per Million Pounds per Square Inch Polyvinyl Chloride Rotations per Minute Standard Penetration Test Unified Soil Classification System Unconfined Compressive Strength Vibrating Wire Piezometer Vertical Weight of Hammer Weight of Rods Weight

ATD

Diam.

Elev.

ft.

FeO gal.

Horiz.

HSA

I.D.

in.

lbs.

MgO mm

MnO

NA

NP

O.D.

OW

pcf

PID

PMT

ppm psi

PVC

rpm

SPT

USCS

qu

VWP

Vert.

WOH

WOR

Wt.

STRUCTURE TERMS1

SOIL DESCRIPTION

AND LOG KEY

1Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

2Adapted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org.

ACRONYMS AND ABBREVIATIONS

Poorly Graded

Well-Graded

Irregular patches of different colors.

Soil disturbance or mixing by plants or animals.

Nonsorted sediment; sand and gravel in silt and/or clay matrix.

Material brought to surface by drilling.

Material that caved from sides of borehole.

Disturbed texture, mix of strengths.

Mottled

Bioturbated

Diamict

Cuttings

Slough

Sheared

DESCRIPTION

Nonplastic

Low

Medium

High

ADDITIONAL TERMS

PLASTICITY2

CEMENTATION TERMS1

GRADATION TERMS

APPROX.

PLASITICTY

INDEX

RANGE

< 4

4 to 10

10 to 20

> 20

PARTICLE ANGULARITY AND SHAPE TERMS1

FIG. A-1

_B O

R

IN

G _C

LA

S

S

-0

P A

H R

A N

A G

A N

T .G

P J

S W

N E

W .G

D T

/7

/1

S -1

S -2 G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

5 inches of asphalt.

Medium dense, yellow-brown, Silty Sand with Gravel (SM); moist. [A-1-b] Fill

BOTTOM OF BORING

COMPLETED ON 06/12/2019

0.4

5.5

FIG. A-2

S am pl es

6 in.

AWJ

Automatic

20 40 60

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

101823-001

5.5 ft.

20 40

Hollow-Stem Auger Geotechnical Drilling CME 55 Track

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-01

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

Northing:

Easting:

Station:

Offset:

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

3. Groundwater level, if indicated above, is for the date specified and may vary.

4. USCS designation is based on visual-manual classification and selected lab testing.

NV FLAP US93(1)

Pahranagat NWR Access Lincoln County, Nevada

D ep th , f t.

June 2020

QCL 3

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N

-0

P A

H R

A N

A G

A N

T .G

P J

/7

/1

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

Plastic Limit

NP

S -2 G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

5.5 inches of asphalt.

Dense to very dense, yellow-brown, Silty Sand (SM); moist; few gravel. [A-1-b] Fill

BOTTOM OF BORING

COMPLETED ON 06/12/2019

0.5

5.5

FIG. A-3

S am pl es

6 in.

AWJ

Automatic

20 40 60

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

101823-001

5.5 ft.

20 40

Hollow-Stem Auger Geotechnical Drilling CME 55 Track

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-02

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

Northing:

Easting:

Station:

Offset:

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

3. Groundwater level, if indicated above, is for the date specified and may vary.

4. USCS designation is based on visual-manual classification and selected lab testing.

NV FLAP US93(1)

Pahranagat NWR Access Lincoln County, Nevada

D ep th , f t.

June 2020

QCL 3

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N

-0

P A

H R

A N

A G

A N

T .G

P J

/7

/1

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

Plastic Limit

B U

LK

S

-2 G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

6.25 inches of asphalt.

Medium dense, yellow-brown, Silty Sand with Gravel (SM); moist. [A-1-b] Fill

BOTTOM OF BORING

COMPLETED ON 06/12/2019

0.5

5.5

FIG. A-4

S am pl es

6 in.

AWJ

Automatic

20 40 60

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

101823-001

5.5 ft.

20 40

Hollow-Stem Auger Geotechnical Drilling CME 55 Track

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-03

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Grab Sample

Standard Penetration Test

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

Northing:

Easting:

Station:

Offset:

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

3. Groundwater level, if indicated above, is for the date specified and may vary.

4. USCS designation is based on visual-manual classification and selected lab testing.

NV FLAP US93(1)

Pahranagat NWR Access Lincoln County, Nevada

D ep th , f t.

June 2020

QCL 3

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N

-0

P A

H R

A N

A G

A N

T .G

P J

/7

/1

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

S -2 G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

5.5 inches of asphalt.

Medium dense to very dense, yellow-brown, Silty Sand with Gravel (SM); moist. [A-1-b] Fill

BOTTOM OF BORING

COMPLETED ON 06/12/2019

0.5

5.5

FIG. A-5

S am pl es

6 in.

AWJ

Automatic

20 40 60

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

101823-001

5.5 ft.

20 40

Hollow-Stem Auger Geotechnical Drilling CME 55 Track

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-04

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

Northing:

Easting:

Station:

Offset:

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

3. Groundwater level, if indicated above, is for the date specified and may vary.

4. USCS designation is based on visual-manual classification and selected lab testing.

NV FLAP US93(1)

Pahranagat NWR Access Lincoln County, Nevada

D ep th , f t.

June 2020

QCL 3

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N

-0

P A

H R

A N

A G

A N

T .G

P J

/7

/1

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

% Water Content

65/12"

S -2 G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

7.75 inches of asphalt.

Dense to very dense, yellow-brown, Silty Sand with Gravel (SM); moist. [A-1-b] Fill

BOTTOM OF BORING

COMPLETED ON 06/12/2019

0.7

5.5

FIG. A-6

S am pl es

6 in.

AWJ

Automatic

20 40 60

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

101823-001

5.5 ft.

20 40

Hollow-Stem Auger Geotechnical Drilling CME 55 Track

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-05

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

Northing:

Easting:

Station:

Offset:

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

3. Groundwater level, if indicated above, is for the date specified and may vary.

4. USCS designation is based on visual-manual classification and selected lab testing.

NV FLAP US93(1)

Pahranagat NWR Access Lincoln County, Nevada

D ep th , f t.

June 2020

QCL 3

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N

-0

P A

H R

A N

A G

A N

T .G

P J

/7

/1

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

77/8"NP

B U

LK

S

-2 G ro un dw at er

N ot

E nc ou nt er ed

D ur in g

D ril lin g

Loose to medium dense, yellow-brown, Sandy Silt (ML); moist; trace gravel. [A-4] Fill

BOTTOM OF BORING

COMPLETED ON 06/12/2019

5.5

FIG. A-7

S am pl es

6 in.

AWJ

Automatic

20 40 60

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

Geotechnical and Environmental Consultants

SHANNON & WILSON, INC.

101823-001

5.5 ft.

20 40

Hollow-Stem Auger Geotechnical Drilling CME 55 Track

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-06

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Grab Sample

Standard Penetration Test

S ym bo l

Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual.

SOIL DESCRIPTION

Northing:

Easting:

Station:

Offset:

NOTES

1. Refer to Figure A-1 for explanation of symbols, codes, abbreviations and definitions.

2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials.

3. Groundwater level, if indicated above, is for the date specified and may vary.

4. USCS designation is based on visual-manual classification and selected lab testing.

NV FLAP US93(1)

Pahranagat NWR Access Lincoln County, Nevada

D ep th , f t.

June 2020

QCL 3

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N

-0

P A

H R

A N

A G

A N

T .G

P J

/7

/1

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

6/16/2020-101823-001_AB.docx B-i

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UL

Appendix B: Laboratory Test Results

Appendix B

Laboratory Test Results

CONTENTS

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

B.2 Geotechincal 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-1

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

B.3.1 R-Value ....................................................................................................................... B-2

B.3.2 Corrosion .................................................................................................................... B-2

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

Figures Figure B-1: Grain Size Distribution Figure B-2: Plasticity Chart Figure B-3: R-Value Test Report, Boring SW-03 Figure B-4: R-Value Test Report, Boring SW-06

B-1

AP

PE

ND

IX

B : L

AB

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OR

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R

ES

B.1 INTRODUCTION

Laboratory tests were completed on soil samples retrieved from the borings in general accordance with American Association of State Highway and Transportation Officials (AASHTO) test methods and ASTM International (ASTM). The laboratory testing program was performed to classify the materials into similar geologic groups and provide data that can be used for design of the project. The geotechnical laboratory testing was performed at our laboratory in Denver, Colorado, Vine Laboratories, Inc., and Colorado Analytical Laboratories, Inc. A summary of the laboratory test results is presented in Table B-1. The following sections describe the laboratory testing procedures.

B.2 GEOTECHINCAL INDEX TESTS

B.2.1 Water Content

Water content was determined for selected samples in general accordance with AASHTO T265, Laboratory Determination of Moisture Content of Soils.