NLR_Final_Pavement_Design_Report.pdf

Pavement Design Report Navajo Lake Road

Dixie National Forest Kane County, Utah

August 28, 2015

Submitted To:

CH2M

322 E. Front Street Suite 200

Boise, ID 83702

By:

Shannon & Wilson, Inc.

1321 Bannock Street, Ste. 200 Denver, CO 80204

23-1-01373-107

23-1-01373-107-R4/wp/kdd 23-1-01373-107 i

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

2.0 SCOPE OF WORK

3.0 SITE AND PROJECT DESCRIPTION

4.0 FIELD EXPLORATIONS AND LABORATORY TESTING

5.0 SUBSURFACE CONDITIONS

5.1 Roadway Surfacing

5.2 Soil and Rock

5.3 Groundwater

6.0 PAVEMENT DESIGN RECOMMENDATIONS

7.0 CONSTRUCTION CONSIDERATIONS

7.1 Pavement Materials

7.2 Site Preparation

7.3 Earthwork and Grading

7.3.1 Subgrade Preparation and Proof Rolling

7.3.2 Fill Placement and Compaction

8.0 CONSTRUCTION OBSERVATION

9.0 LIMITATIONS

10.0 REFERENCES

TABLE OF CONTENTS (cont.)

ii

TABLES

1 Recommended Pavement Sections 2 Recommended Materials for Pavements

FIGURES

1 Vicinity Map 2 Site and Exploration Plan (6 Sheets)

APPENDICES

A Subsurface Explorations B Laboratory Test Results C Pavement Design Calculations D Important Information About Your Geotechnical Report

PAVEMENT DESIGN REPORT

NAVAJO LAKE ROAD DESIGN

DIXIE NATIONAL FOREST

KANE COUNTY, UTAH

1.0 INTRODUCTION

This report presents the results of our subsurface exploration program and provides pavement design recommendations for the Navajo Lake Road Design, UT FLAP 30053 (1) at Navajo Lake in Kane County, Utah. The project consists of paving 5.7 miles of Navajo Lake Road and replacing several culverts along this stretch. This report summarizes our subsurface explorations and laboratory testing, and presents recommendations for design and construction of the pavement features based on 95 percent design plans provided by CH2M and dated August 13, 2015.

2.0 SCOPE OF WORK

Our services were conducted in general accordance with our Purchase Order No. 10006-7- 102209 with CH2M, dated April 16, 2015 and the Central Federal Lands Highway Division (CFLHD) Scope of Work for Task Order Number DTFH6814D00012/0018, dated April 3, 2015.

We completed the following geotechnical tasks for the project.

Coordinated subcontractors for drilling borings

Observed, logged, and collected soil and rock samples from 14 auger borings

Completed laboratory testing on selected soil and rock samples from the borings

Evaluated geotechnical data and completed pavement design

Prepared this report

3.0 SITE AND PROJECT DESCRIPTION

Navajo Lake is located approximately 26 miles east of Cedar City, Utah (Figure 1). The only route to Navajo Lake from Cedar City is along State Highway (SH) 14 through Cedar Canyon.

The topography at Navajo Lake consists of rolling hills and steep cut and fill slopes along the current road alignment from approximately Stations 70+00 to 220+00. The cut slopes along the alignment generally lack vegetation and are topped with loose to moderately cemented colluvium with areas of highly fractured rock outcropping. The cut slope inclinations in this section of the alignment are typically 1.5H:1V (horizontal to vertical) to 2H:1V with a maximum height of about 20 feet. Between SH 14 and Station 70+00 and between about Station 220+00 and the end of the alignment, the roadway has minor slope heights or no slope on either side. The road is unpaved with an aggregate base surface.

We understand the improvements to Navajo Lake Road will include a newly paved surface from SH 14 to Forest Service Road 31762 providing two 11 foot travel lanes, 4 foot shoulders, and paving at five existing pullout locations. Improvements will generally follow the existing road with minor realignments to improve safety and minimize impacts. Widening the road will be accomplished by enlarging current fill slopes on the north side of the road and cutting into select locations along the south side of the road. The road will be signed and striped to meet local Kane County and Forest Service requirements.

4.0 FIELD EXPLORATIONS AND LABORATORY TESTING

Shannon & Wilson conducted a reconnaissance walk with the CH2M and CFLHD Team on June 3, 2015 and again on July 15, 2015. Additionally, Shannon & Wilson conducted a subsurface exploration program on June 9 and 10, 2015. The subsurface exploration program consisted of drilling and sampling 14 borings, designated SW-P-1 through SW-P-8 and SW-B-1 through SW- B-6. The locations of the borings are shown on Figure 2. These geotechnical explorations are in our August 27, 2015 geotechnical report. For convenience, we have reproduced the boring logs and laboratory test results in this report. Appendix A presents a discussion of the drilling and sampling procedures used to complete the borings. Appendix A also presents the individual boring logs and an explanation of the symbols and terminology used on the logs.

Geotechnical laboratory tests were completed on select samples retrieved from the borings to estimate soil and rock index and engineering properties. Tests included natural water content, grain size distribution, Atterberg limits, moisture-density relationship, Hveem Stabilometer (R-value), and corrosion. Laboratory test methods and results are provided in Appendix B. The natural water content, fines content, and Atterberg limits are also shown on the individual boring logs included in Appendix A.

5.0 SUBSURFACE CONDITIONS

A complete discussion of the geology and subsurface conditions are presented in our Geotechnical Design Report, dated August 27, 2015. This section provides a discussion of the existing roadway surfacing and subgrade soils encountered during drilling.

5.1 Roadway Surfacing

All of the geotechnical borings drilled within the roadway were drilled through a roadway surfacing of aggregate base course (boring SW-B-01 was drilled off the roadway). At these locations, base course thicknesses varied from 3.5 to 9 inches, with an average value of 5.5 inches. The roadway surfacing was measured after individual borings were completed and the auger was pulled out of the hole. A screw driver was used to probe the soil for density variations and a tape measure was used to measure the base course thickness. Actual aggregate base course thicknesses may vary from measured thicknesses. Visual observations of the roadway surfacing indicated that the material generally consisted of a poorly graded sand with silt and gravel.

Overall, the base course was similar across the site.

5.2 Soil and Rock

The soils encountered during this exploration program generally consisted of loose to dense, clayey sand with gravel; clayey gravel with sand; and soft to stiff, sandy lean clay with gravel.

Borings SW-P-1, SW-B-1, SW-P-2, and SW-B-2 were located near basalt flows and some gravel fragments consisted of pumice and basalt rock clasts.

Bedrock was only encountered in boring SW-B-3. It was inferred to be encountered at about a depth of 12 feet. A drive sample was taken at 14 feet and consisted of red-brown highly weathered shale, and the sample was consistent with published descriptions of the Claron Formation (Doelling et al., 1989).

5.3 Groundwater

Groundwater was not observed in the borings at the time of our exploration program; however, we understand there are intermittent groundwater seeps that occur along the alignment and the locations typically move annually.

6.0 PAVEMENT DESIGN 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. Our pavement design and results are based on the design procedures presented in the 1993 AASHTO Guide for the Design of Pavement Structures (AGDPS), with guidance from the U.S. Department of Transportation and Federal Highway Administration (FHWA) Federal Lands Highway Project Development and Design Manual (PDDM), dated March 2008.

The traffic information provided to us by CH2M indicates that the current average daily traffic (ADT) volume is 350 vehicles per day (vpd) and the 2035 projected ADT volume is 520 vpd.

Also, CH2M indicated the design vehicle (used in traffic loading calculations) should consist of a pickup truck or passenger car hauling a trailer (presumably a recreational vehicle [RV] trailer or boating trailer). To estimate a design 18-kip Equivalent Single-Axle Loading (ESAL) value, the following assumptions were made:

An appropriate ESAL ‘truck factor’ is unavailable within the PDDM for the proposed design vehicle, and therefore, the truck factor was estimated using a procedure outlined in the AGDPS. A value of 0.064 ESALs per pass was used in our analysis.

It is unclear if the improvements to Navajo Lake Road are considered a 3R (rehabilitation) project or 4R (reconstruction) project. In terms of pavement design, 4R project pavements are designed for 25 years and 3R project pavements are designed for either 20 or 25 years. As such, we provided ESAL calculations (and pavement designs) for both 20 and 25 years.

Refer to our ESAL calculations located in Appendix C (located in Calculation Package No. 2) for additional details for the above assumptions.

As discussed in Section 5.0, our subsurface explorations completed along the approximate 5-½ miles of roadway varied, but subgrade soils below the roadway generally consisted of a clayey sand with gravel to clayey gravel with sand (generally AASHTO soil classifications A-2-4 and A-6). Index testing of the subgrade soil indicated plasticity index (PI) values of 8 to 17 with fines contents ranging from 19 to 42 percent. Gravel content (material passing the U.S. No. 4 sieve) generally ranged from 17 to 48 percent. To estimate the strength of the subgrade materials, we collected six bulk samples of the roadway subgrade at varying borings locations along the roadway alignment and performed Hveem Stabilometer (R-value) tests on these bulk samples. R-value test results typically ranged from values of 10 to 24 (an average value of about 17), with one R-value t of 72 (from boring SW-P-01). The geologic map (Doelling et al., 1989) indicates that the eastern-most 1,500 foot portion of the Project alignment (where boring SW-P- 01 is located) is of an area of differing geologic conditions (mapped as a Basalt Flow) and therefore, was not considered in our pavement analysis for the roadway. To estimate the subgrade resilient modulus, we reviewed correlations from R-value testing developed by AASHTO. The AASHTO correlation is a linear relationship that provides a range of values for the R-value correlation constants. For our analysis, we used the most conservative constants (resulting in the lowest resilient modulus value).

Based on discussions with CH2M, there is a benefit and a desire to reuse the existing roadway surfacing as a structural part of the pavement section. One potential risk of reusing the existing aggregate surfacing as a subbase layer is of having poor drainage within the pavement section.

The existing base course has been exposed to live traffic for a significant length of time and likely has been contaminated with cohesive fines (material passing the U.S. No. 200 sieve), which can impede drainage. Also, new roadways are typically constructed with cross slopes such that water infiltration into the pavement structure drains freely away from the center of the roadway. The cross slopes of the existing roadway are unknown and reusing the existing roadway materials may require stripping the aggregate and stockpiling and then placing the material back at the required cross slope. This can result in a greater risk of fines contaminating the existing roadway surfacing material from the clayey gravel subgrade. For our analysis, we assumed that where the existing roadway surfacing will be reused, it will be at least 4 inches thick.

Using procedures identified in the PDDM, Table C-1 (located in Appendix C) summarizes design parameters used in the flexible pavement analysis. Using these design parameters, we recommend the pavement sections in Table 1:

TABLE 1

RECOMMENDED PAVEMENT SECTIONS

Design Life (18 kip ESAL) Pavement Section

20 years (120,000)

3.0 inches of HACP overlying 5.0 inches of UTBC over 4 inches of the existing roadway surfacing

3.0 inches of HACP overlying 7.0 inches of UTBC

25 years (158,000)

3.5 inches of HACP overlying 4.0 inches of UTBC over 4 inches of the existing roadway surfacing

3.5 inches of HACP overlying 6.0 inches of UTBC

7.0 CONSTRUCTION CONSIDERATIONS

The applicability of the design recommendations provided in this report is contingent on good construction practice and adherence to the project specifications. Poor construction techniques may alter conditions from those on which our recommendations are based and result in poor performance. Our analyses assume that this project will be constructed according to FP-14 U.S.

Customary Units (USDOT and FHWA, 2014) standards. The following sections provide additional construction considerations for this project.

7.1 Pavement Materials

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

TABLE 2

RECOMMENDED MATERIALS FOR PAVEMENTS

Material Specification Additional Requirements/Comments

UTBC Section 301 • Use Gradation C, D, or E (Table 703-2)

HACP Section 401 • Aggregate must meet requirements for ESAL values less than 300,000

Our recommended pavement thicknesses presented in Table 4 require the use of the specific FP- 14 specification identified in Table 2. If an alternate base course or asphalt specification from FP-14 is selected, pavement sections will need to be redesigned and the pavement thicknesses present in Table 1 will likely increase.

Regarding the asphalt binder for HACP, the PDDM requires SuperPave performance grade (PG) binders. The PG binders are chosen based on local weather and anticipated traffic level conditions. Using the PDDM guidelines, 95-percent reliability is required in terms of binder performance. Using a binder within an appropriate temperature and traffic loading range allows for a higher strength and better durability, and improved cohesion will translate into improved long term performance. The closest weather station to the site (Blowhard Mountain [UT0757] located less than 7 miles northeast of the project area at a comparable elevation as Navajo Lake), suggests an asphalt binder of PG 40-22 (a binder that performs in a temperature range of 40 degrees Celsius to negative 22 degrees Celsius) will meet the required PDDM reliability. Based on binder available in Utah (UDOT 2014): PG 58-34, PG 64-34, PG 70-34, PG 64-28, PG 76-28, PG 70-22, and PG 76-22, all the above binders will meet the PCCD’s minimum reliability.

For the HACP pavement, we recommend the pavement be constructed using a single lift ¾-inch grade mix for a 20 year pavement design. For a 25 year pavement design, we recommend the pavement is constructed with a single lift of 1-inch mix.

7.2 Site Preparation

We recommend that brush and other vegetation be cleared, and roots and stumps be removed from all areas to be graded. All surface and subsurface structures associated with current development of the site, including utility poles, fence poles, underground utilities and other deleterious material, should also be removed. Any existing surficial topsoil and soil containing organics should be stripped and removed from areas proposed for new fill. The depth of this removal is anticipated to vary, but generally be less than 6 inches. Topsoil and organic-rich soils are not considered suitable for reuse as fill and should be removed from the site or stockpiled for reuse in landscaping areas.

7.3 Earthwork and Grading

Earthwork, including placement of fill and subgrade preparation, should conform to the requirements provided in the FP-14 and the recommendations provided in the following sections.

7.3.1 Subgrade Preparation and Proof Rolling

Proper subgrade preparation is required for pavement performance. The subgrade (including areas requiring excavation) should be scarified to a depth of at least 8 inches, moisture conditioned, compacted to a dense and unyielding condition and to the requirements described in Section 7.3.2, and proof rolled. If the existing roadway aggregate base course will be reused, we do not recommend scarifying existing roadway aggregate surfacing, but the roadway should be proof rolled as described below.

Proof-rolls should be completed with a fully-loaded, tandem-axle, 10-yard dump truck or equivalent. Areas that are identified as being loose, soft, or yielding during proof-rolling should be compacted in place, removed and reconditioned, or replaced with Backfill Material conforming to FP-14 (Section 704.03). The subgrade backfill material should be compacted a dense and unyielding condition and to the requirements described Section 7.3.2. Care should be taken during proof-rolling and subgrade preparation to avoid disturbing subgrade soils and supporting soils that will remain in place, as they can rut and pump under repeated construction traffic. The final subgrade surface should be sloped to promote positive drainage and kept free of water at all times. Leaving the subgrade elevation high until final grading begins is a means to reduce the potential for disturbance to the final subgrade materials. Additionally, subgrades should be protected from drying or wetting in excess of what is required to achieve the specified compaction requirements.

7.3.2 Fill Placement and Compaction

All fill material placed should consist of soil that is free of organics, contaminants, debris, rock fragments larger than 3 inches. In addition, fill material should be placed in horizontal lifts, with the loose lift thickness not to exceed 8 inches for heavy equipment compactors and 4 inches for hand-operated compactors and be compacted to a dense and unyielding condition. Thinner lifts may be required, depending on the contractor’s equipment.

Backfill Material (Section 704.03 of FP-14) or other granular soils (AASHTO classification A-1, A-3, A-2-4, and A-2-5 soils) should be moisture treated to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum dry density, as determined by AASHTO T180. Existing onsite soils or other cohesive soils (AASHTO classification A-2-6, A-2-7, A-4, A-6, and A-7-6 soils) should be moisture treated between optimum and 2 percent over optimum moisture content and compacted to at least 95 percent of the maximum dry density, as determined by AASHTO T99.

8.0 CONSTRUCTION OBSERVATION

Geotechnical design recommendations are developed from a limited number of explorations and tests. Therefore, recommendations may need to be adjusted in the field. To this end, we recommend that a construction observation and monitoring program be implemented for the project and that Shannon & Wilson be retained to monitor the geotechnical aspects of construction, particularly excavations, fill placement, and subgrade preparation. This monitoring would allow us to confirm that conditions encountered are consistent with those indicated by the explorations and provide recommendations should conditions be revealed during construction that are different from those anticipated.

9.0 LIMITATIONS

The analyses, conclusions, and recommendations presented in this report are based on our understanding of the project, a limited surficial reconnaissance, and a limited number of subsurface explorations and laboratory test results. We assume that these explorations are representative of the subsurface conditions beneath the site; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations.

This report was prepared for the exclusive use of CH2M and CFLHD for the use in design of the Navajo Lake Road Project. It should be made available to prospective contractors and/or the Contractor for information on factual data only, and not as warranty of subsurface conditions, such as those interpreted from the exploration logs and presented in the discussion of subsurface conditions included in this report.

Unanticipated soil conditions are commonly encountered and cannot be fully determined by a limited boring and testing program. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

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.

The scope of our services did not include an evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around

10.0 REFERENCES

American Association of State Highway and Transportation Officials (AASHTO), 1993, AASHTO Guide for Design of Pavement Structures: Washington, D.C., American Association of State Highway and Transportation Officials.

Doelling, H.H., Davis, F.D., and Brandt, C.J., 1989, The geology of Kane County, Utah – Geology, Mineral resources, Geologic hazards, Utah Geological and Mineral Survey Bulletin 124, scale 1:100,000.

Shannon & Wilson, Inc., 2015, Geotechnical Design Report, Navajo Lake Road Design, Dixie National Forest, Kane County, Utah: Report prepared by Shannon & Wilson, Inc., Denver, CO, 23-1-01373-107, for CH2M, Inc. Denver, CO, August 27.

U.S. DOT and FHWA, 2008, Federal Lands Highway Project Development and Design Manual:

U.S. Department of Transportation and Federal Highway Administration, available from http://flh.fhwa.dot.gov/resources/manuals/pddm/.

U.S. DOT and FHWA, 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/.

APPENDIX A

SUBSURFACE EXPLORATIONS

A.1 INTRODUCTION .......................................................................................................... A-1

A.2 EXPLORATIONS .......................................................................................................... A-1 A.2.1 Soil and Rock Classification System ................................................................ A-2 A.2.2 Standard Penetration Test (SPT) ...................................................................... A-2 A.2.3 Bulk Samples .................................................................................................... A-2

A-1 Soil Classification and Log Key (3 sheets) A-2 Rock Classification and Log Key (2 sheets) A-3 Log of Boring SW-P-1 A-4 Log of Boring SW-B-1 A-5 Log of Boring SW-P-2 A-6 Log of Boring SW-B-2 A-7 Log of Boring SW-P-3 A-8 Log of Boring SW-B-3 A-9 Log of Boring SW-P-4 A-10 Log of Boring SW-B-4 A-11 Log of Boring SW-P-5 A-12 Log of Boring SW-P-6 A-13 Log of Boring SW-B-5 A-14 Log of Boring SW-P-7 A-15 Log of Boring SW-B-6 A-16 Log of Boring SW-P-8

23-1-01373-107-R4-AA 23-1-01373-107

A-1

A.1 INTRODUCTION

The field exploration program for the Navajo Lake Road Design Project consisted of drilling and sampling 14 geotechnical borings on June 9 through 10, 2015 designated as SW-P-1 through SW-P-8 and SW-B-1 through SW-B-6. The letter P designates a pavement boring while the letter B designates culvert borings. Approximate boring locations are indicated on Figure 2. A representative from Shannon & Wilson observed the drilling and sampling operations, retrieved representative samples for laboratory testing, and prepared logs of our subsurface explorations.

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) by Shannon & Wilson. Individual boring logs are presented in Figures A-3 through A-16. These exploration logs represent our interpretation of the contents of the field logs and select results of laboratory testing. All borings were drilled by Elite Drilling Inc. (under subcontract to Shannon & Wilson) using a track-mounted CME 55 drill rig.

Pavement borings were generally sampled to an approximate depth of 6.5 feet below the road surface and culvert borings were sampled to a depth of 15.5 feet. All borings were advanced using 6-inch-diameter hollow-stem-auger and base course thicknesses were measured after the auger was pulled out. All borings were backfilled with drill cuttings.

During the drilling of boring SW-P-6, a culvert was encountered at approximately 2 feet. The auger drilled through the culvert to the bottom of the boring at 5 feet but was not observed until after drilling was completed. Drive sample S-1 was taken 12-inches above the culvert and had an artificially high blow count the last 1-inch of the drive. We disregarded the blow count for this sample since it was being driven onto the culvert. Due to limited materials and remote access to supplies, a temporary repair was constructed to allow for traffic to continue and prevent the culvert from filling up with material. The repair consisted of placement of a traffic cone upside-down in the hole. The traffic cone was filled halfway with coarse gravel and cobbles and then filled with the existing fill to the top of the roadway surface. The culvert is currently planned to be replaced during construction activities.

23-1-01373-107-R4-AA 23-1-01373-107

A-2

A.2.1 Soil and Rock Classification System

During drilling, the Shannon & Wilson representative collected soil/rock samples and prepared a field log of the boring. Soil classifications were based on ASTM D 2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM D 2488, Standard Recommended Practice for Description of Soils (Visual-Manual Procedure). The system is called the Unified Soil Classification System and is summarized in Figure A-1. Our representative classified rock samples in general accordance with the International Society of Rock Mechanics classification method. According to this system, rocks are classified based on the stratigraphic structure, rock strength, degree of weathering, and other properties. The rock classification system is summarized in Figure A-2.

A.2.2 Standard Penetration Test (SPT)

Disturbed samples were obtained in general accordance with the Standard Penetration Test (SPT) (ASTM Designation: D 1586). The SPT consists of driving a 2-inch outside diameter (O.D.), 1.375-inch inside diameter (I.D.) split-spoon sampler a distance of 18 inches with a 140-pound hammer free-falling a distance of 30 inches. An automatic hammer 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 N-values are shown in the individual boring logs. Representative portions of the split-spoon sample were placed in an airtight jar and transported to our laboratory for further analysis.

A.2.3 Bulk Samples

Bulk soil samples were also obtained by collecting the drill cuttings, generally from 1 to 5 feet of select borings. Approximately 30 to 40 pounds of cuttings were placed in a plastic bag and transported to our laboratory for further analysis and testing. A total of 6 bulk samples were obtained during the drilling program.

Dixie National Forest Kane County, Utah

23-1-01373-107August 2015

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

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J S

W N

E W

.G D

T

/3 1/

Dixie National Forest Kane County, Utah

August 2015

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

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.

Peat or other highly organic soils (see

ASTM D4427)

FIG. A-1

OL

(less than 5% fines)

_B O

R

IN

G _C

LA

S

S

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J S

W N

E W

.G D

T

/3 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)

Dixie National Forest Kane County, Utah

August 2015

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

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J S

W N

E W

.G D

T

/3 1/

Roadway Surfacing - 3.5 inches Tan to light brown, Poorly Graded Sand with Silt and Gravel (SP-SM); dry-moist.

Medium dense, brown, Clayey Gravel with Sand (GC); moist; clasts of pumice [A-2-4].

Fill.

BOTTOM OF BORING

COMPLETED ON 6/9/15

S-1

G-1

S-2

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.3

6.5

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

NOTES

1. Refer to Figures A-1 and A-2 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

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

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

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

Navajo Lake Road Dixie National Forest Kane County, Utah

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01373-107

SHANNON & WILSON, INC.

6.5 ft.

~ 9148 ft.

REV 3

FIG. A-3

S am pl es

6 in.

AWJ

Automatic

Hollow Stem Auger Elite Drilling Track Mounted CME 55

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-P-1

August 2015

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

Grab Sample

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 37.52° ~ 112.74° ~ 16+00 ft.

~ 40' R

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J

/3 1/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines % Water Content

Medium stiff, brown, Sandy Lean Clay (CL);

moist.

Alluvium.

Very loose to loose, brown to red-brown, Clayey Gravel with Sand (GC); moist to wet [A-2-6].

Colluvium.

BOTTOM OF BORING

COMPLETED ON 6/9/15

S-1

S-2

S-3

S-4 G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

3.0

15.5

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

NOTES

1. Refer to Figures A-1 and A-2 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

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

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

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

Navajo Lake Road Dixie National Forest Kane County, Utah

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01373-107

SHANNON & WILSON, INC.

15.5 ft.

~ 9140 ft.

REV 3

FIG. A-4

S am pl es

6 in.

AWJ

Automatic

Hollow Stem Auger Elite Drilling Track Mounted CME 55

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-1

August 2015

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 37.52° ~ 112.74° ~ 27+00 ft.

~ 18' L

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J

/3 1/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm) % Fines

Roadway Surfacing - 5 inches Tan to light-brown, Poorly Graded Sand with Silt and Gravel (SP-SM); moist-dry.

Medium dense, red-brown, Clayey Sand with Gravel (SC); moist [A-6].

Fill.

Dense, white, Poorly Graded Sand with Silt and Gravel (SP-SM); moist-dry; calcareous.

Colluvium.

S-1

G-1

S-2

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.4

5.0

6.5

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

NOTES

1. Refer to Figures A-1 and A-2 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

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

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

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

Navajo Lake Road Dixie National Forest Kane County, Utah

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01373-107

SHANNON & WILSON, INC.

6.5 ft.

~ 9098 ft.

REV 3

FIG. A-5

S am pl es

6 in.

AWJ

Automatic

Hollow Stem Auger Elite Drilling Track Mounted CME 55

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-P-2

August 2015

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

Grab Sample

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 37.52° ~ 112.75° ~ 57+00 ft.

~ 10' L

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J

/3 1/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

Roadway Surfacing - 6 inches Tan to light brown, Poorly Graded Sand with Silt and Gravel (SP-SM); dry-moist.

Medium dense, red-brown, Clayey Gravel with Sand (GC); moist; clasts of basalt [A-6].

Fill.

Medium stiff to stiff, brown, Sandy Lean Clay with Gravel (CL); moist [A-6].

Colluvium.

BOTTOM OF BORING

COMPLETED ON 6/9/15

S-1

S-2

S-3

S-4 G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.5

9.0

15.5

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

NOTES

1. Refer to Figures A-1 and A-2 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

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

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

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

Navajo Lake Road Dixie National Forest Kane County, Utah

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01373-107

SHANNON & WILSON, INC.

15.5 ft.

~ 9085 ft.

REV 3

FIG. A-6

S am pl es

6 in.

AWJ

Automatic

Hollow Stem Auger Elite Drilling Track Mounted CME 55

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-2

August 2015

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 37.52° ~ 112.76° ~ 86+00 ft.

~ 10' L

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J

/3 1/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

% Fines and Gravel (SP-SM); moist-dry.

Loose, red-brown to brown, Clayey Sand with Gravel (SC); moist [A-4].

Fill.

Medium dense, brown to tan, Poorly Graded Sand with Silt and Gravel (SP-SM); moist.

Colluvium.

BOTTOM OF BORING

COMPLETED ON 6/9/15

S-1

G-1

S-2

G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.4

5.0

6.5

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

NOTES

1. Refer to Figures A-1 and A-2 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

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

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

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

Navajo Lake Road Dixie National Forest Kane County, Utah

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01373-107

SHANNON & WILSON, INC.

6.5 ft.

~ 9068 ft.

REV 3

FIG. A-7

S am pl es

6 in.

AWJ

Automatic

Hollow Stem Auger Elite Drilling Track Mounted CME 55

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-P-3

August 2015

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

Grab Sample

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 37.52° ~ 112.77°

~ 118+50 ft.

~ 25' R

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J

/3 1/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

Plastic Limit

(<0.075mm)

Liquid Limit Natural Water Content

Roadway Surfacing - 8 inches and Gravel (SP-SM); moist-dry.

Medium stiff to stiff, brown, Sandy Lean Clay (CL); moist [A-6].

Medium stiff, red-brown, Sandy Lean Clay (CL);

moist; trace to few gravel [A-6].

Colluvium.

Loose to medium dense, red-brown, Clayey Gravel with Sand (GC); moist.

Colluvium.

SHALE: very low strength, red-brown; highly weathered. [Hard, Lean Clay (CL); moist].

Claron Formation.

BOTTOM OF BORING

COMPLETED ON 6/10/15

S-1

S-2

S-3

S-4 G ro un dw at er n ot e nc ou nt e re d du ri ng d ri lli ng

0.7

3.0

7.0

12.0

14.7

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

NOTES

1. Refer to Figures A-1 and A-2 for explanation of symbols, codes, abbreviations and definitions.

2. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual.

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

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

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

Navajo Lake Road Dixie National Forest Kane County, Utah

0 60

Total Depth:

Top Elevation:

Vert. Datum:

Horiz. Datum:

20 40

Geotechnical and Environmental Consultants

23-1-01373-107

SHANNON & WILSON, INC.

14.7 ft.

~ 9087 ft.

REV 3

FIG. A-8

S am pl es

6 in.

AWJ

Automatic

Hollow Stem Auger Elite Drilling Track Mounted CME 55

LEGEND

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Other Comments:

LOG OF BORING SW-B-3

August 2015

Sample Not Recovered

Hole Diam.:

Rod Type.:

Hammer Type:

G ro un d

W at er

D ep th , f t.

Standard Penetration Test

D ep th , f t.

Latitude:

Longitude:

Station:

Offset:

20 40

~ 37.52° ~ 112.77°

~ 140+10 ft.

~ 12' L

M A

S T

E R

_L O

G _E

_P O

C K

E T

P E

N _L

A T

LO

N G

3-

1-

3-

N A

JA

V

O L

A K

E D

E S

IG

N

.G P

J

/3 1/

PENETRATION RESISTANCE

Hammer Wt. & Drop: 140 lbs / 30 inches

(blows/foot)

(<0.075mm) % Fines

50/2" and Gravel (SP-SM); moist-dry.

Medium dense to dense, brown to red-brown, Clayey Gravel with Sand…