WY FLAP 407(1) Kortes Road Final Pavement Report.pdf

Final

Pavement Design Report

Kortes Road

WY FLAP 407(1)

Natrona County, Wyoming

Yeh Project No.: 219-429

September 30, 2020

Prepared for:

Atkins North America, Inc.

7604 Technology Way, Suite 400

Denver, Colorado 80237

Attn: Tammy Eggers, P.E.

Prepared by:

Yeh and Associates, Inc.

2000 Clay Street, Suite 200 Denver, Colorado 80211

Phone: 303-781-9590

Final

Pavement Design Report

Kortes Road

WY FLAP 407(1)

Natrona County, Wyoming

Yeh Project No.: 219-429

September 30, 2020

Prepared by: Reviewed by:

Leyla J. Safari, EIT Robert F. LaForce, P.E.

Staff Engineer Senior Project Manager

Reviewed by:

Todd Schlittenhart, P.E.

Principal Engineer

9/30/2020 i

Table of Contents

1 PURPOSE AND SCOPE OF STUDY

2 PROPOSED CONSTRUCTION

3 SITE CONDITIONS AND GEOLOGIC SETTING

3.1 GEOLOGIC SETTING

4 SUBSURFACE INVESTIGATION

4.1 FIELD EXPLORATION

4.2 SUBSURFACE CONDITIONS

4.3 SPOT LOCATION TREATMENTS

4.4 LABORATORY TESTING

4.5 GROUNDWATER

4.6 EXISTING PAVEMENT THICKNESS

5 PAVEMENT DESIGN

5.1 TRAFFIC LOADING

5.2 SUBGRADE STRENGTH

5.3 PAVEMENT DESIGN

5.4 HACP MIX AND BINDER RECOMMENDATIONS

6 OTHER CONSTRUCTION CONSIDERATIONS

6.1 CORROSION POTENTIAL

7 LIMITATIONS

8 REFERENCES

ii

List of Figures

FIGURE 1 - GEOLOGIC MAPS OF THE CASPER QUADRANGLE AND THE SHIRLEY BASIN (USGS)

FIGURE 2 – BORING LOCATIONS (OVERALL)

FIGURE 2A – BORING LOCATIONS (YA-1 TO YA-10)

FIGURE 2B – BORING LOCATIONS (YA-10 TO YA-19)

List of Tables

TABLE 4-1 – PAVEMENT THICKNESSES MEASURED IN EXPLORATORY BORINGS

TABLE 5-1 - DESIGN TRAFFIC LOADING

TABLE 5-2 - DESIGN PARAMETERS

List of Appendices

APPENDIX A - BORING LOGS

APPENDIX B - LABORATORY TEST RESULTS

APPENDIX C – CALCULATIONS

APPENDIX D – LTPPBIND OUTPUT

Final Pavement Design Report YA Project No. 219-429 Kortes Road WY FLAP 407(1) September 30, 2020

1 PURPOSE AND SCOPE OF STUDY

This report presents the results of our Geotechnical Investigation and Pavement Design for the

Kortes Road WY FLAP 407(1) Project in Natrona County, Wyoming. This study was performed in general accordance with our Scope of Work dated January 20, 2020. Our work consisted of field exploration, laboratory testing, engineering analyses, preparation of this report and review of preliminary project plans.

This report includes our recommendations for the geotechnical aspects of pavement design and construction for the project. The conclusions and recommendations stated in this report are based on the conditions found at the locations of our exploratory borings at the time our investigation was performed. Our findings, conclusions, and recommendations should not be extrapolated to other areas or used for other projects without our prior review. Furthermore, they should not be used if the project site has been altered without Yeh and Associates’ prior review to determine if these recommendations remain valid.

The purpose of this investigation was to evaluate the geotechnical characteristics of the subsurface soils for site development and pavement design. The scope of the study included the following tasks:

• A subsurface investigation of Kortes Road where accessible with a truck-mounted drill rig.

• Laboratory testing of the soils encountered during field exploration to evaluate relevant physical and engineering properties of the soil.

• Preparation of this report.

2 PROPOSED CONSTRUCTION

The Kortes Road WY FLAP 407(1) project consists of minor widening/reconstruction, resurfacing, restoration, and rehabilitation in Natrona County, Wyoming, approximately 30 miles southwest of Casper, Wyoming. The project includes an approximate 7-mile stretch of Kortes

Road that extends from its intersection with Natrona County 408 northeast to Alcova, Wyoming

(Figure 2). This route primarily serves as recreational access to Alcova and Pathfinder

Reservoirs. It also provides access to the Miracle Mile along the North Platte River. We understand the desired treatment is to perform full-depth reclamation of the existing pavement and place an asphalt section on the reclaimed, pulverized material and raise the vertical profile of the road for the entire 7-mile stretch. Minor shoulder widening of 1-foot paved and 1-foot

Final Pavement Design Report YA Project No. 219-429 unpaved on each side is also planned. Potential curve widening locations will be evaluated to accommodate large-vehicle use. The reconstruction will include alignment and grade changes, signing and striping, cattle guard replacement, drainage improvements, and additional safety-related features.

3 SITE CONDITIONS AND GEOLOGIC SETTING

Kortes Road is located in central Wyoming approximately 30 miles southwest of Casper in

Natrona County. The 7-mile stretch of Kortes Road included in this project extends from its intersection with Natrona County 408 and ends near the town of Alcova. Kortes Road passes near the south and east sides of Alcova Reservoir but is otherwise generally surrounded by vacant land. Kortes Road includes a bridge that crosses the North Platte near the downstream side of Alcova Dam. North of the bridge, the road passes through the town of Alcova before intersecting with WY-220. The existing pavement is fatigued and near the end of the serviceable life. Natrona County owns and maintains the road.

3.1 Geologic Setting

We investigated the site geology by reviewing published geologic maps and analysis of our exploratory borings. The section of Kortes Road subject to this investigation goes through a geologically diverse area over several deposits and bedrock formations. From the project start at the south end (Figure 1), the area is mapped as colluvium of Quaternary age (Qc) over the

Triassic and Permian Goose Egg Formation (Pge/TRPg). This formation consists of red shale and siltstone, with interbedded gypsum, limestone, and dolomite, and is approximately 200 to

300 feet thick. Moving north, the area is mapped as the Chugwater Group (TRc) of the Upper and Lower Triassic. Known for its red and purple hues, the Chugwater Group consists of limestone, mudstone, sandstone, siltstone, and shale. Thickness of the Chugwater Group varies from about 300 to 1000 feet. Continuing northwest, parallel to the southeast side of Alcova

Reservoir, the area is mapped as the Sundance Formation (Js) of the Upper and Middle

Jurassic, which consists of variably glauconitic shales and sandstones that can be greenish-gray, red, or pink, and is approximately 550 feet thick. Further northwest is the Lower

Cretaceous Cloverly and Upper Jurassic Morrison formations undivided (KJm). The Cloverly

Formation typically consists of gray and brown sandstone and siltstone near the top, purple to black claystone and shale in the middle, and tan to white sandstone and conglomerate at the base. The Cloverly can vary in thickness from approximately 100 to 300 feet. The Morrison

Formation is similarly colorful, consisting of variably green, white, and maroon silty sandstones

Final Pavement Design Report YA Project No. 219-429 and claystones. An important feature of the Morrison Formation is that it includes calcareous and bentonitic claystone layers. The thickness of the Morrison ranges from approximately 100 to

300 feet. The next set of is the Cretaceous Mowry Shale, Muddy Sandstone, and Thermopolis

Shale undivided (Kmt). The combined units consist of tan, gray, white, and black sandstone and shale. These shale units contain layers of bentonite. The total thickness of the three combined units is approximately 250 to 600 feet. The road then crosses over the Upper Cretaceous

Frontier Formation which mainly consists of gray sandstone. The sandstone can be interbedded with gray to black siltstone and shale, with some bentonite, porcellanite, and impure coal beds in the lower section. The basal contact with the Mowry Shale is a 4- to 6-foot thick bentonite bed. The Frontier is approximately 600 feet thick.

Due to geologic folding and faulting, the road passes back over Kmt, KJm, Js, TRc, and TRPg before encountering mixed Quaternary alluvium and colluvium (Qac), which consists of sand, silt, clay and gravel from stream and fan deposits. The road crosses the northwest-southeast trending Alcova Anticline and an unnamed fault (downthrown block to the south) near the northeast corner of Alcova Reservoir.

Final Pavement Design Report YA Project No. 219-429

Figure 1 - Geologic Maps of the Casper Quadrangle and the Shirley Basin (USGS)

Final Pavement Design Report YA Project No. 219-429

Final Pavement Design Report YA Project No. 219-429

4 SUBSURFACE INVESTIGATION

4.1 Field Exploration

Yeh’s subcontractor, Inberg-Miller Engineers, drilled nineteen (19) borings (YA-1 through YA-

19) with a truck-mounted CME-45 drill rig equipped with an automatic (i.e. hydraulic) hammer.

The borings were advanced with 4-inch diameter, continuous-flight, solid-stem auger on March

10 and 11, 2020. A representative of Yeh and Associates marked the boring locations in the field several weeks prior to drilling for utility locates, and was present during drilling to log the subsurface conditions encountered and take soil samples. The approximate boring locations were determined using a handheld Garmin GPSMAP 64s.

We recorded penetration resistance measurements during drilling by driving Modified California

(MC) samplers into subsurface materials at approximate 2 to 5-feet intervals. The MC sampler is a 2.5-inch outer-diameter (O.D.), 2.0-inch inner-diameter (I.D.) split-barrel sampler that contains 1.95-inch inner-diameter brass liners, similar to ASTM D3550. The MC sampler was driven 12 inches for each sample. The sampler was advanced by an automatic 140-pound hammer falling 30 inches. We also collected bulk samples of auger cuttings in each boring.

The number of blows required to drive the MC sampler 12 inches, or fractions thereof, constitutes the penetration resistance value (N) as shown on the boring logs. The penetration resistance value is a useful index to evaluate the consistency and relative density or hardness of the subsurface materials encountered.

4.2 Subsurface Conditions

Borings YA-1 through YA-19 were generally located on the existing pavement of Kortes Road, except for YA-6 and YA-11, which were drilled in the pullouts for Cottonwood Beach Road and

Black Beach Road. The boring locations on the road alternated sides. The borings were advanced to depths of 6 to 16 feet.

Our borings generally encountered 2 to 9 inches of asphalt over nil to 6.5 inches of base course consisting of sand, gravel, and clay. Asphalt and base were not present at YA-6 or YA-11. The average asphalt thickness was about 3.8 inches and the average base course thickness was about 2.6 inches in seventeen (17) borings. Soils encountered in our borings consisted of nil to about 11 feet of sandy clay and clayey sand fill with some gravel over native clay, sand, and silt.

We did not encounter fill beneath the pavement in five (5) borings. The fill and native materials

Final Pavement Design Report YA Project No. 219-429 were underlain by sandstone bedrock in YA-11 at a depth of 12 feet and YA-15 at a depth of 4 feet.

The fill generally consisted of sandy clay with more gravel in some areas. The fill was low to highly plastic and was medium stiff to very stiff based on results of field penetration resistance tests.

Native soils encountered in our borings were variable and consisted of clay, sand, and silt. Most of the native soil was low to highly plastic sandy clay. Most of the sandy clay was medium stiff to very stiff, but we did encounter soft to medium stiff clay and silt in YA-17 and YA-18. The sand was generally clayey and silty with some gravel, low to highly plastic, and loose to medium dense. The sandstone bedrock had low plasticity and was firm to medium hard.

The approximate boring locations are presented on Figures 2, 2A, and 2B at the end of the report. The boring locations and elevations were surveyed by Surveying and Mapping, LLC

(SAM) and are presented on the boring logs in Appendix A.

4.3 Spot Location Treatments

The design team’s comments on our draft technical memo (April 2020) brought attention to two locations, YA-12, and YA-13, with comparatively thick asphalt sections. The pavement at YA-12 and YA-13 may be thicker because of past failures and patching. A review of the area during the

30 percent project review did not uncover any special problems in these areas.

If areas with severe subgrade failure are discovered during construction and the full depth reclamation treatment, we recommend the materials in these areas be removed to a depth of twelve (12) to eighteen (18) inches below the existing pavement and be replaced with select material, such as ABC Class D as defined in Table 703-2 of the Standard Specifications for

Construction of Roads and Bridges on Federal Highway Projects (FP-14), or full depth reclamation material.

4.4 Laboratory Testing

Representative soil and bedrock samples were tested in the laboratory to determine the classification and engineering properties of the materials encountered. The testing was conducted in general accordance with recognized test procedures, primarily those of the

American Society for Testing and Materials (ASTM) and American Association of State Highway and Transportation Officials (AASHTO). The following tests were performed in general

Final Pavement Design Report YA Project No. 219-429 accordance with locally recognized standards:

Description and Identification of Soils (Visual-Manual Procedure) Moisture Determination Unit Weight

Sieve Analysis Atterberg limits

One Dimensional Swell-Settlement Water Soluble Sulfates Resistivity Chlorides pH R-Value

We performed sieve analysis tests on twenty-three (23) samples and Atterberg limits on eighteen (18) samples obtained from the borings. Six (6) samples had an AASHTO soil classification of A-7-6 with group indexes of 13 to 32, seven (7) samples classified as A-6 with group indexes of 0 to 14, two (2) samples as A-4 (0), and three as A-2-4 (0). Two (2) samples classified as CH, eleven (11) as CL, two (2) as ML, one (1) as SC, one (1) as SM, one (1) as

SC-SM, and one (1) as SW in the ASTM system.

We performed the One-Dimensional Swell or Settlement Potential of Cohesive Soils, Laboratory

Test ASTM D-4546, on five (5) clay samples. One sample compressed 1.1 percent and four samples swelled 0.3 to 5.1 percent when wetted under 200 psf applied pressure. The clayey soils are generally non-expansive to low-swelling. The sample that swelled 5.1 percent was at a depth of 5 feet and we believe the majority of the soil is non-expansive to low-swelling.

R-value testing was performed in accordance with AASHTO T 190 on six (6) samples. The R-values ranged from 5 to 18, with the A-7-6 soils yielding R-values of 5 and 6 and the A-6 soils had values ranging from 12 to 18.

The material descriptions and laboratory test results were used for the geotechnical engineering analyses and the development of pavement structure recommendations. Details of laboratory test results are presented in Appendix B and are integrated with the boring logs in Appendix A.

4.5 Groundwater

We did not encounter groundwater during this investigation. We do not anticipate groundwater to affect the planned construction. Groundwater levels may fluctuate with varying seasonal and weather conditions.

Final Pavement Design Report YA Project No. 219-429

4.6 Existing Pavement Thickness

We measured the thickness of the existing pavement in each boring. Aggregate base course was observed in the subgrade immediately below the asphalt in all borings where asphalt was present. Borings YA-6 and YA-11 were drilled in the gravel road pullouts for Cottonwood Beach

Road and Black Beach Road beyond the existing pavement.

5 PAVEMENT DESIGN

5.1 Traffic Loading

Traffic information used for the design of pavement on this project was based on estimated volumes presented by Natrona County and modified by Atkins to provide current and projected volumes. We assumed a typical distribution of vehicle types for the loading calculations. Table

5-1 shows a summary of the projected 20-Year traffic volume and traffic loading.

Table 5-1 - Design Traffic Loading

The Federal Lands Project Development and Design Manual (PDDM) states that if the projected

ESAL loading for the design period is less than 50,000, an ESAL value of 50,000 will be used

Table 4-1 – Pavement Thicknesses Measured in Exploratory Borings

Boring Asphalt

Thickness (in) Base Course

Thickness (in) Boring

Asphalt Thickness (in)

Base Course Thickness (in)

YA-1 4 3 YA-11 None Found (Dirt Road Pullout)

YA-2 3 1 YA-12 7 2

YA-3 2.5 2 YA-13 9 1

YA-4 3.5 2.5 YA-14 2 6.5

YA-5 3 2 YA-15 4 3

YA-6 None Found (Dirt Road Pullout) YA-16 3 4

YA-7 3 2 YA-17 4 4

YA-8 3 3 YA-18 2 2

YA-9 3.5 2 YA-19 3 3

YA-10 4.5 2

Average Asphalt Thickness = 3.8 in Average Base Course Thickness = 2.6 in

Year Volume

(ADT)

Design Volume

(ADT)

Total 20-Year Loading (ESAL)

Design 20-Year Loading (ESAL)

2020 635 705 41,433 50,000

2040 775 - - 6.85 (EDLA)

Final Pavement Design Report YA Project No. 219-429 for the calculation of the pavement thickness. The complete calculation of the traffic volumes and traffic loading is presented in Appendix C.

5.2 Subgrade Strength

We measured R-values ranging from 5 to 18, with the A-7-6 soils yielding R-values of 5 and 6 and the A-6 soils yielding R-values ranging from 12 to 18. The R-value of 5 was measured in a sample from boring YA-1 at the south end of the project where there will presumably be less traffic, and the R-value of 6 was measured in boring YA-11 at the pullout for Black Beach Road;

we do not believe these values are representative of the mainline on the project. We selected an R-value of 12 to represent the subgrade strength. Using an R-value of 12 and Equation 1.5.3 from the 1993 AASHTO Pavement Design Guide, we calculated a resilient modulus of 7,660 psi for use in the pavement design.

We used the strength coefficients presented in the Federal Lands PDDM to design the pavement sections presented in Section 5.3. The design parameters are summarized in Table

5-2.

Table 5-2 - Design Parameters

5.3 Pavement Design

Based on our calculations using Equation 1.2.1 from the 1993 AASHTO Pavement Design

Guide and the design parameters summarized in Table 5-2, we recommend a minimum of 3 inches of new Hot Asphalt Concrete Pavement (HACP) be placed over 6 inches of a pulverized full-depth reclamation (FDR) base layer for the existing Kortes Road, or 6 inches of imported aggregate base course (ABC) for widening areas and new turn lanes. Our calculations are included in Appendix C.

Design Parameter Parameter Value Design Parameter Parameter Value

Hot Asphalt Concrete Pavement (HACP)

0.44/inch Reliability 75%

Full-Depth Reclamation (FDR) - Pulverizing

0.10/inch Initial Serviceability 4.2

R-Value 12 Terminal Serviceability 2.0

Resilient Modulus 7,660 psi Overall Deviation 0.44

Resulting Structural Number (SN) = 1.88

Final Pavement Design Report YA Project No. 219-429

We performed sieve analysis testing on five samples taken directly below the existing asphalt to confirm that the existing base course is suitable to use pulverized FDR as a treatment option.

Four of the five samples contained less than 25 percent fines (passing No. 200 sieve) and one sample contained 29 percent fines, indicating that pulverized FDR is an appropriate treatment option.

Prior to fill placement for widening areas or turn lanes, existing fill, debris, vegetation, organics and other deleterious material should be removed and the surface should be scarified at least 8 inches, moisture-conditioned, and compacted. Fill should then be placed in thin loose lifts (not to exceed 8 inches), moisture-conditioned to within 2 percent of optimum moisture content for sand or within optimum and 4 percent above optimum for clay, and compacted to at least 95 percent of standard Proctor maximum dry density as determined by ASTM D698.

5.4 HACP Mix and Binder Recommendations

The Long-Term Pavement Performance Program LTPPBind recommends using a PG 58-34 asphalt binder based on data from the two closest weather stations, Pathfinder Dam and

Casper, Wyoming. Based on our discussion with Wyoming DOT personnel, gyratory mixes and designs are being implemented in Wyoming and are available from contractors in the Casper area. We recommend that a 75 gyration mix meeting the gradation requirements from Table

703-4 of FP-14 for either a nominal ¾ inch or ½ inch mix be used for this project. A copy of the

LTPPBind print-out for this project is presented in Appendix D following the pavement design information.

6 OTHER CONSTRUCTION CONSIDERATIONS

6.1 Corrosion Potential

We submitted two samples for chemical testing that included water-soluble sulfates and chlorides, pH, and resistivity. The pH of the two samples was basic with values of 7.7 and 8.4.

The water-soluble sulfate concentrations were 0.987 and 1.276 percent and the water-soluble chloride concentrations were 0.0100 and 0.0129 percent. The resistivity for the two samples was 216 and 562 ohm-cm.

The concentrations of water-soluble sulfates measured on the two samples tested indicate

Class 2 (severe) degree of sulfate attack on concrete exposed to these geologic materials. The degree of attack is based on a range of Class 0 (negligible) to Class 3 (very severe) as

Final Pavement Design Report YA Project No. 219-429 described in the American Concrete Institute (ACI) Standard 201.2R, “Guide to Durable

Concrete”. Based on the sulfate test results, a Class 2 severity of concrete exposure is appropriate for all concrete on site. For sites with severe sulfate exposure, ACI recommends using a cement meeting the requirements for Type V (sulfate resistant) cement with a maximum water-to-cement ratio of 0.45 and air entrainment of 5 to 7 percent for concrete exposed to this concentration of water-soluble sulfates. Type V cement or equivalent may be used. ACI indicates concrete should have a minimum compressive strength of 4,000 psi in moderate exposure environments and 4,500 psi in severe exposure environments.

The resistivity values indicate severe corrosion potential. The corrosion potential measurements should be used to help determine the type of culvert materials to be used in contact with soils on this project. A qualified corrosion engineer should review this data to determine the appropriate level of corrosion protection.

7 LIMITATIONS

The recommendations in this report are based on our field observations, laboratory testing, and present understanding of the proposed construction. It is possible that subsurface conditions can vary beyond what we encountered in our widely-spaced borings. If the conditions found during construction differ from those described in this report, please notify us immediately so that we can review our report in light of those conditions and provide supplemental recommendations as necessary. We should also review this report if the scope of the proposed construction changes from that described in this report.

Yeh and Associates has prepared this report for the exclusive use of Atkins North America, Inc.

for the proposed rehabilitation of Kortes Road in Natrona County, Wyoming. This report was prepared in substantial accordance with the generally accepted standards of practice for geotechnical engineering as exist in the site area at the time of our investigation. No warranty is expressed or implied. The recommendations in this report are based on the assumption that an adequate program of construction testing and observation will be conducted to evaluate compliance with our recommendations.

Final Pavement Design Report YA Project No. 219-429

8 REFERENCES

Hunter, John, Ver Ploeg, A.J., and Boyd, C.S., "Geologic Map of Casper 30’ x 60’.” Wyoming State Geological Survey, Map Series MS-65, scale 1:100,000, 2005.

Jones, N.R., and Gregory, R.W., “Preliminary Geologic Map of the Shirley Basin 30’ x 60’

Quadrangle, Carbon, Natrona, Albany, and Converse Counties, Wyoming.” Wyoming State Geological Survey, Open File Report 11-8, scale 1:100,000, 2011.

“AASHTO Guide for Design of Pavement Structures.” American Association of State Highway

And Transportation Officials, 1993.

“Federal Lands Highway Project Development and Design Manual.” U.S. Department of

Transportation, Federal Highway Administration, 2018.

Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, Federal Highway Administration, 2014.

Final Pavement Technical Memorandum YA Project No. 219-429

Final Pavement Technical Memorandum YA Project No. 219-429

Final Pavement Technical Memorandum YA Project No. 219-429

Appendix A

BORING LOGS

WY FLAP 407(1) Kortes Road

Project Number: 219-429

Legend for Symbols Used on Borehole Logs

Project:

Lab Test Standards Other Lab Test Abbreviations

Notes

Moisture Content ASTM D2216 Dry Density ASTM D7263 Sand/Fines Content ASTM D421, ASTM C136, ASTM D1140

Atterberg Limits ASTM D4318 AASHTO Class. AASHTO M145, ASTM D3282

USCS Class. ASTM D2487 (Fines = % Passing #200 Sieve Sand = % Passing #4 Sieve, but not passing #200 Sieve)

Sample Types

Asphalt USCS Silty Clay Fill with Clay as major soil

Fill with Gravel as major soil

Fill with Sand as major soil Sandstone High Plasticity Sandy

Clay Low Plasticity Sandy Clay

USCS Clayey Sand USCS Clayey Sand USCS Silty Sand USCS Poorly-graded Sand with Clay

Lithology Symbols

Drilling Methods

Bulk Sample of auger/odex cuttings

Modified California Sampler (2.5 inch OD, 2.0 inch ID)

SOLID-STEM

AUGER

(see Boring Logs for complete descriptions)

2. "Penetration Resistance" on the Boring Logs refers to the uncorrected N value for SPT samples only, as per ASTM D1586. For samples obtained with a Modified California (MC) sampler, drive depth is 12 inches, and "Penetration Resistance" refers to the sum of all blows. Where blow counts were > 50 for the 3rd increment (SPT) or 2nd increment (MC), "Penetration Resistance" combines the last and 2nd-to-last blows and lengths; for other increments with > 50 blows, the blows for the last increment are reported.

4. "ER" for the hammer is the Reported Calibrated Energy Transfer Ratio for that specific hammer, as provided by the drilling company.

1. Visual classifications are in general accordance with ASTM D2488, "Standard Practice for Description and Identification of Soils (Visual-Manual Procedures)".

3. The Modified California sampler used to obtain samples is a 2.5-inch OD, 2.0-inch ID (1.95-inch ID with liners), split-barrel sampler with internal liners, as per ASTM D3550. Sampler is driven with a 140-pound hammer, dropped 30 inches per blow.

pH Soil pH (AASHTO T289-91) S Water-Soluble Sulfate Content (AASHTO T290-91, ASTM D4327)

Chl Water-Soluble Chloride Content (AASHTO T291-91, ASTM D4327)

S/C Swell/Collapse (ASTM D4546) UCCS Unconfined Compressive Strength

(Soil - ASTM D2166, Rock - ASTM D7012) R-Value Resistance R-Value (ASTM D2844) DS (C) Direct Shear cohesion (ASTM D3080) DS (phi) Direct Shear friction angle (ASTM D3080) Re Electrical Resistivity (AASHTO T288-91) PtL Point Load Strength Index (ASTM D5731)

A-7-6 (24)

CL

A-7-6 (32)

CH

S/C=1.5%

R-Value=6

29.0

80.5

75.1

99.3

9.1

25.6

21.3

7-10

5-4

0.0 - 0.6 ft. ASPHALT (4 inches), over 3 inches clayey SAND with gravel.

0.6 - 3.0 ft. Sandy lean CLAY (CL) (Fill), brown and tan, medium to high plasticity, moist, very stiff.

3.0 - 6.0 ft. Sandy fat CLAY (CH), brown, high plasticity, moist, stiff.

Bottom of Hole at 6.0 ft.

1st attempt, drill rig encountered refusal around 1.5 feet. Moved 2 ft north and tried again

16.0

2.0

2.0

55.0

17.5

22.9

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 6045.5 ft

Coordinates: N: 1051243.0 E: 1469854.6

Location:

Weather Notes: Sunny 38 F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-1

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

A-6 (14)

CL88.2 36 1682.327.614

8-6

4-3

0.0 - 0.3 ft. ASPHALT (3 inches), over 1 inch clayey SAND with gravel.

0.3 - 3.0 ft. Sandy lean CLAY (CL) (Fill), brown, medium plasticity, moist, stiff.

3.0 - 6.0 ft. Sandy lean CLAY (CL), brown and light brown, medium plasticity, moist, medium stiff.

Bottom of Hole at 6.0 ft.

0.0 11.8

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5935.9 ft

Coordinates: N: 1053573.9 E: 1471322.5

Location:

Weather Notes: Sunny, Windy 40

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-2

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

8-6

3-3

0.0 - 0.4 ft. ASPHALT (2.5 inches), over 2 inches clayey SAND with gravel.

0.4 - 3.0 ft. Sandy lean CLAY (CL) (Fill), brown, medium plasticity, moist, stiff.

3.0 - 6.0 ft. Sandy lean CLAY (CL), brown and tan, medium plasticity, moist, stiff.

Bottom of Hole at 6.0 ft.

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5821.9 ft

Coordinates: N: 1055297.1 E: 1472520.1

Location:

Weather Notes: Sunny, Windy 40

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-3

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

A-4 (0)

ML

A-6 (9)

CL

R-Value=18

76.2

78.9

NV

NP

106.99.4

13.2

11-8

1-5

3-3

0.0 - 0.5 ft. ASPHALT (3.5 inches), over 2.5 inches clayey SAND with gravel.

0.5 - 4.0 ft. Sandy silty CLAY (CL-ML), reddish brown and brown, no to low plasticity, moist, very stiff.

4.0 - 9.5 ft. Silty, clayey SAND (SC-SM), brown and tan, low plasticity, moist, loose.

9.5 - 11.0 ft. Sandy silty CLAY (CL-ML), reddish brown and brown, low to medium plasticity, moist, medium stiff.

Bottom of Hole at 11.0 ft.

0.0

1.0

23.8

20.1

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 11.0 ft

Ground Elevation: 5697.4 ft

Coordinates: N: 1058202.3 E: 1473206.4

Location:

Weather Notes: Sunny, Windy 40

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-4

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

20.93.8

6-7

6-6

0.0 - 0.4 ft. ASPHALT (3 inches), over 2 inches clayey SAND with gravel.

0.4 - 1.5 ft. Clayey GRAVEL with sand (GC) (Fill), brown and gray, low plasticity, moist.

1.5 - 6.0 ft. Sandy lean CLAY with gravel (CL) contains bedrock chunks (Fill), brown and tan, low to medium plasticity, moist, stiff.

Bottom of Hole at 6.0 ft.

6.0 73.1

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5660.0 ft

Coordinates: N: 1059991.5 E: 1474203.7

Location:

Weather Notes: Sunny, Windy 42

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-5

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

A-6 (7)

CL

pH=7.7 S=0.987% Chl=0.0129% S/C=-1.1% Re=562ohm·cm

74.7

54.1

19104.9

110.6

8.9

7.8

6.4

3-4

3-3

3-4

4-5

0.0 - 5.0 ft. Sandy lean CLAY (CL) (Fill), light brown and white, low to medium plasticity, moist, medium stiff.

5.0 - 10.0 ft. Sandy lean CLAY (CL) with occasional gravel, light brown and white, low to medium plasticity, moist, medium stiff.

10.0 - 16.0 ft. Silty, clayey SAND (SC-SM), reddish brown and white, low plasticity, moist, loose.

Bottom of Hole at 16.0 ft.

1.0

4.0

24.3

41.9

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 16.0 ft

Ground Elevation: 5672.7 ft

Coordinates: N: 1060114.8 E: 1474392.6

Location:

Weather Notes: Sunny, Windy 42

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-6

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

8-9

6-9

0.0 - 0.4 ft. ASPHALT (3 inches), over 2 inches clayey SAND with GRAVEL.

0.4 - 6.0 ft. Sandy lean CLAY with gravel (CL) contains bedrock chunks (Fill), dark brown and gray, medium to high plasticity, moist, stiff to very stiff.

Bottom of Hole at 6.0 ft.

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5720.0 ft

Coordinates: N: 1060194.7 E: 1475271.0

Location:

Weather Notes: Sunny, Windy 44

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-7

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per

A-7-6 (23)

A-6 (7)

CL

S/C=0.3%

R-Value=16

84.4

65.0

119.513.8

11.6

14-23

10-13

4-7

0.0 - 0.5 ft. ASPHALT (3 inches), over 3 inches clayey SAND with gravel.

0.5 - 6.0 ft. Sandy lean CLAY (CL) (Fill), brown and tan, medium plasticity, moist, very stiff.

6.0 - 11.0 ft. Sandy lean CLAY (CL), brown and white, medium plasticity, moist, stiff.

Bottom of Hole at 11.0 ft.

0.0

2.0

15.6

33.0

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 11.0 ft

Ground Elevation: 5825.9 ft

Coordinates: N: 1062268.9 E: 1478031.9

Location:

Weather Notes: Sunny, Windy 44

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-8

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

6-9

5-7

0.0 - 0.5 ft. ASPHALT (3.5 inches), over 2 inches clayey SAND with gravel.

0.5 - 6.0 ft. Sandy lean CLAY (CL) occasional gravels (Fill), brown and gray, medium plasticity, moist, stiff.

Bottom of Hole at 6.0 ft.

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5653.8 ft

Coordinates: N: 1064154.3 E: 1479489.9

Location:

Weather Notes: Sunny, Windy 45

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-9

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per pH=8.4 S=1.276% Chl=0.0100% Re=216ohm·cm

14.0

104.5

2.5

11.99

5-4

3-4

0.0 - 0.5 ft. ASPHALT (4.5 inches), over 2 inches gravelly SAND with clay.

0.5 - 6.0 ft. Sandy lean CLAY (CL) occasional gravels (Fill), gray and brown, medium plasticity, moist, medium stiff to stiff.

Bottom of Hole at 6.0 ft.

15.0 71.0

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5618.2 ft

Coordinates: N: 1066526.6 E: 1480391.0

Location:

Weather Notes: Sunny, Windy 45

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-10

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

A-7-6 (31)

CH

S/C=5.1%

R-Value=574.4 59 43

103.713.8

13.0

5-8

5-6

7-16

2-31

0.0 - 2.0 ft. Clayey GRAVEL with sand (GC) larger cobbles in upper 1 foot (Fill), brown and gray, low plasticity, moist.

2.0 - 12.0 ft. Sandy fat CLAY (CH), dark brown and white, medium to high plasticity, moist, stiff to very stiff, calcareous.

12.0 - 16.0 ft. SANDSTONE, gray and tan, low plasticity, moist, silty, medium hard.

Bottom of Hole at 16.0 ft.

8.0 17.6

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 16.0 ft

Ground Elevation: 5585.7 ft

Coordinates: N: 1067632.8 E: 1481014.2

Location:

Weather Notes: Sunny, Windy 45

F

Inclination from Horiz.: Vertical

Boring Began: 3/10/2020

Boring Completed: 3/10/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-11

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

A-2-4 (0)

SC

5.7

19.2 23 10

1.3

4.3

9-19

6-12

3-10

0.0 - 0.7 ft. ASPHALT (7 inches), over about 1 to 2 inches of gravelly SAND with clay.

0.7 - 2.0 ft. Clayey SAND with gravel (SC) (Fill), reddish brown, low plasticity, moist.

2.0 - 11.0 ft. Sandy lean CLAY with gravel (CL) contains bedrock chunks (Fill), brown and gray, low to medium plasticity, moist, stiff to very stiff.

Bottom of Hole at 11.0 ft.

26.0

18.0

68.3

62.8

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 11.0 ft

Ground Elevation: 5599.6 ft

Coordinates: N: 1068938.6 E: 1482397.5

Location:

Weather Notes: Sunny, Windy 35

F

Inclination from Horiz.: Vertical

Boring Began: 3/11/2020

Boring Completed: 3/11/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-12

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

CL74.6 35 227.9

17-24

6-8

0.0 - 0.8 ft. ASPHALT (9 inches).

0.8 - 2.0 ft. Sandy lean CLAY (CL) (Fill), brown and reddish brown, low plasticity, moist.

2.0 - 5.0 ft. Sandy silty CLAY (CL-ML), brown and gray, low to medium plasticity, moist, stiff to very stiff.

Bottom of Hole at 6.0 ft.

2.0 23.4

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5562.5 ft

Coordinates: N: 1070302.8 E: 1482341.8

Location:

Weather Notes: Sunny, Windy 38

F

Inclination from Horiz.: Vertical

Boring Began: 3/11/2020

Boring Completed: 3/11/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-13

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

A-7-6 (29)

A-7-6 (13)

CL

S/C=0.8%

R-Value=12

90.3

57.5

101.523.0

13.3

3-3

2-3

0.0 - 0.7 ft. ASPHALT (2 inches), over

6.5 inches of gravelly SAND with clay.

0.7 - 6.0 ft. Sandy lean CLAY (CL), brown to dark brown, medium to high plasticity, moist, medium stiff, calcareous.

Bottom of Hole at 6.0 ft.

0.0

6.0

9.7

36.5

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5520.7 ft

Coordinates: N: 1071474.8 E: 1481676.1

Location:

Weather Notes: Sunny, Windy 38

F

Inclination from Horiz.: Vertical

Boring Began: 3/11/2020

Boring Completed: 3/11/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-14

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

9-6

7-14

0.0 - 0.6 ft. ASPHALT (4 inches), over 3 inches gravelly SAND with clay.

0.6 - 1.5 ft. Poorly graded SAND with clay and gravel (SP-SC) (Fill), brown.

1.5 - 4.0 ft. Poorly graded SAND with silty clay and gravel (SP-SC), reddish brown and white, low plasticity, moist, medium dense.

4.0 - 6.0 ft. weathered SANDSTONE, silty, with clay seams, reddish brown and gray, low plasticity, moist, firm.

Bottom of Hole at 6.0 ft.

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5456.0 ft

Coordinates: N: 1073896.3 E: 1480824.1

Location:

Weather Notes: Sunny, Windy 40

F

Inclination from Horiz.: Vertical

Boring Began: 3/11/2020

Boring Completed: 3/11/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-15

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per

A-6 (4) CL R-Value=17

3.0 ft - very hard drilling from 3 to 5 feet

57.7 25 128.7

9-16

5-4

2-3

0.0 - 0.6 ft. ASPHALT (3 inches), over 4 inches gravelly SAND with clay.

0.6 - 5.0 ft. Lean CLAY with sand (CL) silty with some gravel (Fill), reddish brown and gray, low plasticity, moist, very stiff.

5.0 - 8.0 ft. Silty, clayey SAND (SC-SM), brown to reddish brown, low plasticity, moist, loose.

8.0 - 11.0 ft. Sandy silty CLAY (CL-ML), brown and white, low plasticity, moist, medium stiff, calcareous.

Bottom of Hole at 11.0 ft.

3.0 39.3

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 11.0 ft

Ground Elevation: 5388.6 ft

Coordinates: N: 1075283.3 E: 1479282.0

Location:

Weather Notes: Sunny, WIndy 40

F

Inclination from Horiz.: Vertical

Boring Began: 3/11/2020

Boring Completed: 3/11/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-16

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

SW

A-4 (0)

ML

3.9

80.0 NV NP100.2

1.6

13.64

2-2

1-2

0.0 - 0.7 ft. ASPHALT (4 inches), over 4 inches gravelly SAND with clay.

0.7 - 6.0 ft. Silty CLAY (CL-ML), reddish brown, no to low plasticity, moist, soft to medium stiff.

Bottom of Hole at 6.0 ft.

21.0

0.0

75.1

20.0

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 6.0 ft

Ground Elevation: 5360.4 ft

Coordinates: N: 1077442.6 E: 1478195.8

Location:

Weather Notes: Sunny, Windy 42

F

Inclination from Horiz.: Vertical

Boring Began: 3/11/2020

Boring Completed: 3/11/2020

Drilling Method(s): Solid-Stem Auger

Driller: Inberg-Miller Engineering

Drill Rig: CME 45

Hammer: Automatic (hydraulic), ER: %

Groundwater Levels: Not Observed

Project Number: 219-429 Boring No.: YA-17

D ril lin g

M et ho d

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

WY FLAP 407(1) Kortes Road

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Field Notes and

Other Lab Tests

F in es C on te nt

Li qu id Li m it

P la st ic ity In de x

B O

R

IN

G L

O G

S P

T C

D O

T S

T Y

LE

-4

K

O R

T E

S R

O A

D .G

P J

Y

E H

C O

LO

R

A D

O T

E M

P

LA

T E

.G D

T

Y E

H C

O

LO

R A

D O

L

IB

R A

R Y

.G

LB

/2

4/

D ry

D en si ty

(p cf

M oi st ur e C on te nt

Li th ol o gy Soil Samples

P en et ra tio n

R es is ta nc e

Blows per 6 in

Material Description

G ra ve l C on te nt

S an d C on te nt

31.57.8

6-7

2-3

0.0 - 0.3 ft. ASPHALT (2 inches), over 2 inches gravelly SAND with clay.

0.3 - 4.0 ft. Silty, clayey SAND (SC-SM), light brown, no to low plasticity, moist, medium dense.

4.