140P1426R0002_Amendment_1_Attachment_2_Geotech_GRTE_Mormon_Row_Final_Report_7-22-2025_0001.pdf

Geotechnical Investigation Report

Mormon Row Cultural District

Grand Teton National Park

Moose, Wyoming

Yeh Project No.: 224-145

July 22, 2025

Prepared for:

DHM

900 South Broadway, Suite 300

Denver, Colorado 80209 Attn: Ms. Michaela Kaiser, PLA

Prepared by:

Yeh and Associates, Inc.

2000 Clay Street, Suite 200 Denver, Colorado 80211

Phone: 303-781-9590

Geotechnical Investigation Report

Mormon Row Cultural District

Grand Teton National Park

Moose, Wyoming

Yeh Project No.: 224-145

July 22, 2025

Prepared by: Reviewed by:

Samantha C. Sherwood, P.E. Brett Arpin, P.E Senior Project Manager Project Manager

7/22/2025 i

Table of Contents

1 PURPOSE AND SCOPE OF STUDY

2 PROPOSED CONSTRUCTION

3 SITE CONDITIONS AND GEOLOGIC SETTING

3.1 SITE CONDITIONS

3.2 GEOLOGIC SETTING

3.3 SEISMIC SITE CLASS

4 SUBSURFACE INVESTIGATION

4.1 FIELD EXPLORATION

4.2 SUBSURFACE CONDITIONS

4.3 GROUNDWATER

4.4 LABORATORY TESTING

5 CONSTRUCTION RECOMMENDATIONS

5.1 SITE DEVELOPMENT

5.2 EXCAVATION AND TRENCH CONSTRUCTION

5.3 STRUCTURAL FILL REQUIREMENTS

5.4 COMPACTION REQUIREMENTS

5.5 UTILITY TRENCH BACKFILL

5.6 DRAINAGE CONSIDERATIONS

5.7 CONSTRUCTION IN WET OR COLD WEATHER

6 FOUNDATION DESIGN RECOMMENDATIONS

6.1 LIGHTLY LOADED SHALLOW FOUNDATIONS

7 LATERAL EARTH PRESSURES

8 PAVEMENT DESIGN

8.1 SUBGRADE SOILS

8.2 DESIGN PARAMETERS

8.3 RECOMMENDED PAVEMENT THICKNESS

8.4 RECOMMENDED ASPHALT MIXES

9 LIMITATIONS

10 REFERENCES

List of Figures

FIGURE 1. JOHN MOULTON HOMESTEAD

FIGURE 2. T.A. MOULTON BARN

FIGURE 3. MOULTON RANCH CABINS

FIGURE 4 - GEOLOGIC MAP OF THE PROJECT SITE (MODIFIED FROM LOVE, 2001)

ii

List of Tables

TABLE 3-1. SEISMIC DESIGN PARAMETERS

TABLE 4-1 ANALYTICAL TEST RESULTS

TABLE 5-1. STRUCTURAL FILL CRITERIA

TABLE 5-2. SUBGRADE PREPARATION AND FILL PLACEMENT CRITERIA

TABLE 7-1 SOIL PARAMETERS FOR LIGHTLY LOADED SHALLOW WALLS AND FOUNDATIONS

TABLE 8-1 - TRAFFIC LOADING

TABLE 8-2 - ACP DESIGN PARAMETERS

TABLE 8-3 - RECOMMENDED PAVEMENT SECTIONS

List of Appendices

APPENDIX A – BORING LOCATION PLAN

APPENDIX B – BORING LOGS AND LEGEND

APPENDIX C – LABORATORY TEST RESULTS

APPENDIX D – SITE PHOTOGRAPHS

APPENDIX E – PAVEMENT DESIGN INFORMATION

Final Geotechnical Investigation Report Project No.224-145 Mormon Row GRTE WY July 22, 2025

1 PURPOSE AND SCOPE OF STUDY

This report presents the results of our geotechnical investigation for the proposed improvements at the

Mormon Row Cultural District at Grand Teton National Park (Moose, Wyoming). The purpose of this investigation was to evaluate the subsurface conditions on the site and to develop geotechnical recommendations to guide design and construction of new park infrastructure to improve the visitor experience and protect cultural resources. This study was performed in general accordance with our contract dated June 11, 2024, and includes the following:

• A site reconnaissance by a geotechnical engineer to locate borings and observe the site features.

• Drilling of 8 exploratory borings to depths ranging from 11.0 to 21.5 feet.

• Recommendations for foundations for the new structures including bearing capacity and lateral earth pressures.

• Recommended pavement sections for parking lots and access drives.

• Site grading and drainage recommendations.

This report includes our recommendations for the geotechnical aspects of project design and construction. The conclusions and recommendations stated in this report are based on the conditions found at the location of the limited 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 site has been altered without Yeh and Associates’ prior review to determine if these recommendations remain valid.

2 PROPOSED CONSTRUCTION

Preliminary plans provided by DHM, dated April 17, 2025 show the proposed improvements which include a shade structure, three pedestrian bridges, a vault toilet, along with designated trails, and new parking areas. A separate, non-scope small building for the Grand Teton Association (GTA) is also shown.

3 SITE CONDITIONS AND GEOLOGIC SETTING

3.1 Site Conditions

The Mormon Row Cultural site is located approximately one mile east of US 89 at Antelope Flats Road and Mormon Row Road. The site consists of the John Moulton Homestead (Figure 1), the TA Moulton

Final Geotechnical Investigation Report Project No.224-145

Barn (Figure 2) and the Moulton Ranch cabins (Figure 3). The John Moulton Homestead is just north of the intersection of Mormon Row and Antelope Flats roads. The TA Moulton Barn and Moulton Ranch cabin sites are south of the intersection, on the west side of Mormon Row Road. The area between the homestead sites is undeveloped land. Vegetation consists of semi-arid plants, grasses, and shrubs such as sagebrush with deciduous trees at the homesteads.

Figure 1. John Moulton Homestead

Final Geotechnical Investigation Report Project No.224-145

Figure 2. T.A. Moulton Barn

Figure 3. Moulton Ranch Cabins

Final Geotechnical Investigation Report Project No.224-145

3.2 Geologic Setting

The project area is mapped as alluvial fan deposits (Qf) of Holocene and Pleistocene age by the Wyoming

Geological Survey (Love, 2001). These deposits consist of crudely stratified gravel, sand, silt and clay.

The alluvial fans spread outward from ravines and canyons and show linear sorting as finer grained material becomes progressively more abundant toward downstream margins of fans. Gravel deposits

(Qag) of the same age are mapped east of the project area. This gravel was deposited along flood channel ways of major streams and are mostly composed of rounded quartzite. The geologic units mapped at the project site are presented in Figure 4.

Figure 4 - Geologic Map of the Project Site (modified from Love, 2001)

The nearest mapped faults include concealed and inferred faults along Blacktail Butte that may be of

Laramide age (approximately 80 to 35 million years ago). North-south trending, late Quaternary-age faults (less than 130,000 years ago) are mapped approximately three miles northeast and three miles

Final Geotechnical Investigation Report Project No.224-145 south of the project area. The most recently active faults, NNE-trending, latest Quaternary-age (less than 15,000 years ago) Teton Fault is mapped approximately 6 miles west of the project area.

3.3 Seismic Site Class

The ASCE-7 Hazard tool (ASCE/SEI 7-22) was used to generate site-specific seismic design parameters, using an assumed Seismic Risk Category of II and Site Soil Class D. The site is in Seismic Design Category

D. The seismic parameters are summarized in Table 3-1, below.

Table 3-1. Seismic Design Parameters

Site Class SS S1 SDS SD1

D 1.28 0.38 0.89 0.60

4 SUBSURFACE INVESTIGATION

4.1 Field Exploration

Yeh’s subcontractor, Inberg Miller, drilled eight borings with a track-mounted, CME-55 drill rig equipped with an automatic (i.e. hydraulic) hammer as noted on the boring logs. The borings were advanced with

4-inch inside-diameter (I.D.) hollow-stem augers on August 1, 2024. The subsurface conditions encountered in the borings were logged by a representative of Yeh.

Borings YA-B-1 and YA-B-2 were drilled for improvements at the John Moulton Homestead. Borings YA-

B-3 through YA-B-6 were drilled east of Mormon Row for the proposed parking area, vault toilet and miscellaneous light structures, and for pavement design. Borings YA-B-7 and YA-B-8 were drilled adjacent to the Moulton Ranch Cabins site for future parking areas. Field exploration photographs are included in Appendix D.

The borings were staked in the field using satellite imaging and existing site features at the time of our investigation. The latitude and longitude of the boring locations were recorded using a Garmin hand-held GPS with accuracy of 6 to 10 feet (provided by Garmin). The accuracy of boring locations should only be assumed to the level implied by the methods used.

Final Geotechnical Investigation Report Project No.224-145

Penetration resistance measurements were taken by driving a standard split-spoon (SPT) sampler or

Modified California (MC) sampler into subsurface materials at approximate 5-foot intervals. The SPT sampler has an outer diameter (O.D.) of 2.0 inches and an inner diameter (I.D.) of 1.375 inches. The SPT sampler is typically driven 18 inches for each sample, per ASTM D1586. The MC sampler has an O.D. of

2.5 inches, an I.D. of 2.0 inches, and uses 4-inch brass liners to collect samples. The MC sampler was driven 12 inches for each sample, per ASTM D3550. The samplers were advanced by an automatic-hammer simulating the energy of 140-pounds falling 30 inches.

The number of blows required to drive the MC sampler 12 inches or the SPT 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

Subsurface conditions encountered in the exploratory borings at the project site are generally consistent with the mapped geology. Sandy lean clays were the primary overburden material encountered at the project site. Layers of sand with gravel and cobbles were encountered at depths of 7 to 15 feet in five of the eight borings. Field penetration data indicates that the sands are very loose to dense, and the gravels are very dense.

The approximate boring locations are shown on the Boring Location Plan in Appendix A. The boring logs with results of the laboratory testing are presented in Appendix B.

4.3 Groundwater

Groundwater was not encountered during drilling operations in the eight borings. Groundwater observations are representative of conditions at the time of our field exploration and therefore may not be indicative of groundwater levels at other times of the year or at other locations across the site.

Groundwater levels may fluctuate with varying seasonal and weather conditions and land-use changes.

4.4 Laboratory Testing

Selected soil samples were tested in the laboratory to evaluate the classification and engineering

Final Geotechnical Investigation Report Project No.224-145 properties of the materials encountered in the borings. 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).

Laboratory testing included the following:

• Natural moisture content

• Gradation analysis

• Atterberg limits

• R-Value

• Water Soluble Sulfates

• Resistivity

• Water Soluble Chlorides

• pH

Sieve analysis and Atterberg limit tests were conducted on representative samples obtained from the borings. The overburden soils predominantly classified as lean clay with lenses of well-graded sands and gravels at depth.

Of the eight (8) samples submitted to the laboratory for classification testing six were classified as CL, one classified as SC and one classified as CH under the Unified Classification System (USCS). Four were classified as A-7-6, three as A-6, and one was A-4 under the AASHTO System.

Water-soluble sulfate and chloride content, pH, and electrical resistivity testing was performed on selected soil samples. The test results are presented in Table 4-1, below. The results indicate that the severity of sulfate exposure for these soils is classified as Class 0 in accordance with the American

Concrete Institute (ACI) Standard 201.2R, “Guide to Durable Concrete.” A qualified corrosion engineer should review the laboratory data and boring logs to determine the appropriate level of corrosion protection for materials in contact with these soils.

Table 4-1 Analytical Test Results

Boring ID Sample Depth (ft) Material

Water- Soluble

Sulfates (%)

Water- Soluble

Chlorides (%) pH Resistivity

(ohm-cm)

YA-B-1 2.5 Clay 0.018 0.045 7.7 1950

YA-B-3 10 Sandy Clay 0.003 0.027 7.8 7620

Final Geotechnical Investigation Report Project No.224-145

Boring ID Sample Depth (ft) Material

Water- Soluble

Sulfates (%)

Water- Soluble

Chlorides (%) pH Resistivity

(ohm-cm)

YA-B-4 5 Sandy Clay 0.005 0.057 7.6 10100

The laboratory test results are presented on the boring logs in Appendix B and summarized in Appendix

C.

5 CONSTRUCTION RECOMMENDATIONS

The following sections present recommendations for site preparation, excavation, subgrade preparation, fill placement, and surface drainage on the project. Earthwork on the project should be observed and evaluated by the owner’s representative (or CO). The evaluation of earthwork should include observation and testing of engineered fills, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project.

5.1 Site Development

Minor grading is anticipated to complete the planned improvements. Prior to site grading, strip and remove existing vegetation/organics, debris and other deleterious materials from the proposed construction areas and any other areas to receive fill. All exposed surfaces should be free of mounds and depressions, which could prevent uniform compaction. Stripped materials consisting of vegetation, organic materials should be wasted from the site or used to revegetate landscaped areas after completion of grading operations. Once properly cleared, all exposed areas which will receive fill should be scarified to a minimum depth of 8 inches, moisture-conditioned, and compacted in accordance with the recommendations in Section 5.4 of this report.

Foundation excavations for the walls and other lightly loaded structures should be scarified to a minimum of 12 inches below the footing elevation, moisture-conditioned, and compacted in accordance with the recommendations in Section 5.4 of this report.

Fill materials should be placed on a horizontal plane and placed in loose lifts not to exceed 8 inches in thickness and compacted in accordance with the recommendations in Section 5.4 of this report. The

Final Geotechnical Investigation Report Project No.224-145 moisture content and compaction of subgrade soils or fill should be maintained until slab construction or placement of pavement structures.

5.2 Excavation and Trench Construction

Excavations into the on-site soils will encounter a variety of conditions. All excavations must comply with the applicable local, State, and Federal safety regulations, and particularly with the excavation standards of the Occupational Safety and Health Administration (OSHA). Construction site safety, including excavation safety, is the sole responsibility of the Contractor as part of its overall responsibility for the means, methods, and sequencing of construction operations. Yeh and Associates recommendations for excavation support are provided for the Client’s sole use in planning the project, in no way do they relieve the Contractor of its responsibility to construct, support, and maintain safe slopes. Under no circumstances should the following recommendations be interpreted to mean that Yeh is assuming responsibility for either construction site safety or the Contractor’s activities.

We believe the overburden soils encountered on this site will classify as a Type C material, using OSHA criteria. OSHA requires that unsupported cuts be no steeper than 1½ (H):1 (V) for Type C for unbraced excavations up to 20 feet in height. In general, we believe that these slope ratios will be temporarily stable under unsaturated conditions. Flattened slopes may be required if excavations encounter groundwater, or the slopes will be exposed for an extended period. Please note that the Contractor’s

OSHA-qualified “competent person” must make the actual determination of soil type and allowable sloping in the field.

As a safety measure, it is recommended that all vehicles and soil piles be kept to a lateral distance equal to at least the depth of the excavation from the crest of the slope. The exposed slope face should be protected against the elements and monitored by the contractor on at least a daily basis.

5.3 Structural Fill Requirements

Site derived lean clay, sandy clay and clayey sand soils may be used as backfill around structures. Fat clays (CH USCS soil classification), if encountered, should not be used. Imported structural fill, if

Final Geotechnical Investigation Report Project No.224-145 required, should also consist of a non-expansive granular material meeting the criteria presented in

Table 5-1.

Table 5-1. Structural Fill Criteria Gradation Requirements

Standard Sieve Size Percent Passing

2-inch 100

No. 200 0 – 15

Plasticity Requirements (Atterberg Limits)

Liquid Limit 30 or less

Plasticity Index 6 or less

All fill placed on this site should be compacted according to the recommendations in Section 5.4 of this report. Fill to be placed at this site during leveling/grading operations should be placed under controlled conditions.

5.4 Compaction Requirements

Fill materials should be placed in horizontal lifts compatible with the type of compaction equipment being used, moisture conditioned and compacted in accordance with the criteria shown in Table 5-2.

Table 5-2. Subgrade Preparation and Fill Placement Criteria

Fill Location Material Type Percent Compaction (ASTM Method)

Moisture Content

Foundation and Subgrade Soils

On-Site Clay Soils 95 minimum (ASTM D1557) 0 to +2% of OMC

Imported Structural Fill 95 minimum (ASTM D1557) ± 2% of OMC

Aggregate Base (ABC) Imported Aggregate Base Coarse

95 minimum (ASTM D1557) ± 2% of OMC

* OMC = Optimum Moisture Content determined from ASTM D1557

Final Geotechnical Investigation Report Project No.224-145

Fill should be placed in level lifts not exceeding 8 inches in loose thickness and compacted to the specified percent compaction to produce a firm and unyielding surface. If field density tests indicate the required percent compaction has not been obtained, the fill material should be reconditioned as necessary and re-compacted to the required percent compaction before placing any additional material.

The aggregate base course should meet the requirements for aggregate bases as described in Section

703.05 and 703.06 of FHWA FP-24.

5.5 Utility Trench Backfill

On-site soils may be utilized as backfill material in utility trenches provided the backfill is essentially free of plant matter, organic soil, debris, trash, other deleterious matter, and rock particles larger than 2 inches. Backfill should be placed in loose lifts of 8 inches or less and compacted with appropriate trench equipment. Utility trench backfill should be compacted as recommended in

Section 5.4 of this report.

5.6 Drainage Considerations

Positive drainage should be created and maintained to route surface water away from the structures.

Drainage design should prevent ponding water immediately adjacent to the structures and roof run-off

(vault toilet) should be captured and routed away from the building. We recommend the ground surface should be sloped away from the structures for a minimum distance of 10 feet, where feasible.

Concentrated runoff should be avoided in areas susceptible to erosion and slope instability. Slopes and other stripped areas should be protected against erosion by re-vegetation or other methods.

5.7 Construction in Wet or Cold Weather

Fill should not be placed on frosted or frozen ground, nor should frozen material be placed as fill. Frozen ground should be allowed to thaw or be completely removed prior to placement of fill. A good practice is to cover the compacted fill with a “blanket” of loose fill to help prevent the compacted fill from freezing. Concrete and asphalt structures should not be constructed on frozen soil. Frozen soil should be completely removed from beneath the concrete elements, or thawed, scarified and re-compacted. The

Final Geotechnical Investigation Report Project No.224-145 amount of time passing between excavation or subgrade preparation and placing concrete should be minimized during freezing conditions to prevent the prepared soils from freezing. Blankets, soil cover, or heating as required may be utilized to prevent the subgrade from freezing.

6 FOUNDATION DESIGN RECOMMENDATIONS

Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results, we recommend that the proposed structures be supported on a mat or shallow foundation systems bearing on reconditioned site soils. Design and construction details for the foundation options are given for

Allowable Stress Design (ASD).

6.1 Lightly Loaded Shallow Foundations

Three new pedestrian bridge structures, a shade structure and a vault toilet are planned. The borings generally encountered sandy clay varying from medium stiff to very stiff at the anticipated foundation elevations. Shallow foundations founded on the site soils should be designed using the maximum allowable bearing pressure of 2,000 pounds per square foot (psf) for spread footings. The allowable bearing pressure is based on a factor of safety (F.O.S.) of approximately three (3) with respect to shear failure of the foundation bearing materials. A one third increase in the allowable bearing pressure may be used for the maximum allowable bearing pressure for temporary loading conditions including wind or seismic conditions.

Total movement of the foundations resulting from structural loads and anticipated soil conditions is estimated to be less than 1 inch. Differential movement should be about ½ to ¾ of the total movement.

Footings should be placed a minimum of 34 inches below the exterior grade to provide adequate frost protection.

Foundation excavations should be observed by the geotechnical engineer or engineer’s representative.

If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations may be required.

Final Geotechnical Investigation Report Project No.224-145

7 LATERAL EARTH PRESSURES

Soil parameters for use in design of the structures and vault toilet walls are provided in Table 7-1 below.

If the walls can move (i.e., rotate at the top of the wall) and mobilize shear strength of the retained soils, the walls can be designed for the active earth pressure (Ka) condition in the backfill. The horizontal wall movement needed to fully mobilize active earth pressure is approximately 1 percent of the wall height for lean clay backfill as listed in AASHTO (2020) Table C3.11.1-1. If the wall is restrained from rotating slightly, an at-rest soil pressure (Ko) should be used in design. For the passive resistance (Kp) to be fully mobilized, wall movement is much larger, up to 5 percent of the wall height, which is not commonly achievable within the tolerable movements of the wall.

Table 7-1 Soil Parameters for Lightly Loaded Shallow Walls and Foundations

Soil Type Unit Weight (psf)

Friction Angle

(degrees) Ka Kp

Ko

On Site Sandy Clays

(Bridges, Vault Toilet)

115 20 0.49 2.0 0.66

Structural Backfill 125 34 0.28 3.54 0.44

External loads used in the analysis of retaining walls should consist of earth pressure loads and potential surcharge loads. Lateral earth pressures can be calculated using the earth pressure coefficients above for the soils above the free water surface. The values in Table 7-1 assume no surcharge load or inclined backfill at the top of the wall.

If feasible, structural backfill is preferred for backfilling around the bridge foundations and vault toilet structures, or site derived clayey sands may be used. Backfill placed adjacent to buried structures should be placed and compacted in accordance with the criteria presented in Section 5. Compaction of each lift of fill adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Over compaction may cause excessive lateral earth pressures, which could result in wall movement.

Final Geotechnical Investigation Report Project No.224-145

8 PAVEMENT DESIGN

Traffic loading information was estimated from the number of parking stalls for cars and truck, buses and RVs. The total number of parking spaces was counted from the plans at 50 parking stalls for cars and seven for over-sized vehicles and buses. The traffic loading for Asphalt Concrete Pavement (ACP) was selected based on Equivalent Single Axle Load (ESAL) factors presented in Exhibit 11.2 of the FHWA

Project Development and Design Manual (PDDM). The total number ESALs addressing 20-Year Loading for ACP is presented in Table 8-1 below.

Table 8-1 - Traffic Loading Pavement Type Design Loading

20-Year ACP ESAL 50,000

8.1 Subgrade Soils

The subgrade soils encountered in the borings are classified predominantly as CL with an AASHTO classification of A-6 and A-7-6. The R-value of the clay soils was measured at 7. The resulting resilient modulus for input to the design program to check the minimum recommendations was calculated to be

4,885 psi.

The subgrade should be graded to ensure drainage and reconditioned to a depth of 12 inches and recompacted in accordance with the recommendations provided in Section 5.4 of this report.

8.2 Design Parameters

The pavement design parameters presented in Table 8-2 are based on the estimated traffic loading, soil test results and the AASHTO 1993 Pavement Design Guide. Table 8-2 presents the design parameters used to calculate the ACP section. The parameters are in conformance with the following the AASHTO

1993 Pavement Design Guide.

Table 8-2 - ACP Design Parameters

Design Parameter Value

20-Year Traffic Loading, ESAL 50,000 Initial Serviceability 4.2

Final Geotechnical Investigation Report Project No.224-145

Terminal Serviceability 2.0 Reliability 75%

HMA Structural Layer Coefficient 0.40/inch ABC Structural Layer Coefficient 0.12/inch

Subgrade R-value 7 Subgrade Resilient Modulus (MR) psi 4,885

Minimum Structural Number 2.23

8.3 Recommended Pavement Thickness

The WinPAS pavement design program, which follows the AASHTO 1993 Pavement design guide was used to calculate the recommended pavement sections shown in Table 8-3 below. WinPAS program output is included in Appendix E.

Table 8-3 - Recommended Pavement Sections

Roadway Section Minimum Thickness, in. Aggregate Base Thickness, in.

Asphalt Pavement (ACP) 4.0 6.0 Concrete Sidewalks 4.0 4.0

For sidewalk and exterior concrete slab construction, follow the guidelines in the PDDM section 11.5.

The 6-inch FHWA minimum aggregate base thickness is recommended for pavements along with the 4-inch thickness for sidewalks. Gravel trails should consist of 4 to 6 inches of aggregate base.

8.4 Recommended Asphalt Mixes

The ACP for this pavement should be constructed using gyratory mix with nominal ½-inch aggregate, ACP mix meeting the requirements of Section 703 of FP-24 and the gradation requirements presented in

Table 703-4. Aggregates for hot plant mix bituminous pavement should be of uniform quality, composed of clean, hard, durable particles of crushed stone, gravel, or slag. Excess fine material should be wasted before crushing.

PG 52-34 is the 95% reliability binder for both high and low temperature performance recommended by the Long-Term Pavement Performance Program (LTPPBind) based on Moose, Wyoming Weather Station

Final Geotechnical Investigation Report Project No.224-145

Data, however we recommend using a PG 58-34 because it is available in this area. PG 58-34 exceeds the

95% reliability for high temperature performance and meets the low temperature requirements.

9 LIMITATIONS

The recommendations in this report are based on our field observations, limited number of borings, laboratory testing, and our present understanding of the proposed construction. It is possible that subsurface conditions can vary beyond the points explored. In addition, the nature and extent of the subsurface variations may not become evident until excavation is performed. Variations in the data may also occur with the passage of time. 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. If there is a substantial lapse of time between the submission of this report and the start of work at the site, or if site conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or time lapse. We should also review this report if the scope of the proposed construction, including the proposed loads or structure locations, changes from that described in this report.

Yeh and Associates, Inc. has prepared this report for the exclusive use of DHM and the National Park

Service for the proposed Mormon Row improvements at the Grand Teton (GRTE) National Park. 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 scope of work of this investigation did not include hazardous materials sampling or environmental sampling, investigation or analyses. In addition, we did not evaluate the site for potential impacts to natural resources, including wetlands, endangered species or any environmentally critical areas.

Final Geotechnical Investigation Report Project No.224-145

10 REFERENCES

AASHTO LRFD Bridge Design Specifications, Ninth Edition 2020.

AASHTO Pavement Design Guide, 1993.

ASCE, 2016. Minimum Design Loads and Associated Criteria for Buildings and Other Structures, ASCE/SEI 7-16. American Society of Civil Engineers

ASCE, 2024. ASCE 7 Hazard Tool. https://asce7hazardtool.online/ American Society of Civil Engineers

Federal Highway Administration, 2018 - Federal Lands Highway - Project Development and Design Manual (PDDM)

Federal Highway Administration, 2024, Standard Specifications for the Construction of Roads and Bridges on Federal Highway Projects (FP-24).

International Building Code, 2024 accessed at: https://codes.iccsafe.org/content/IBC2018/chapter-18 soils-and-foundations.

Love, J.D., 2001, Geologic map of the Moose quadrangle, Teton County, Wyoming: Wyoming State Geological Survey Love Map Series 3, scale 1:24,000.

United States Geological Survey, Quaternary fault and fold database for the United States, Accessed April 2025, at https://www.usgs.gov/natural-hazards/earthquakehazards/faults.

https://asce7hazardtool.online/ https://codes.iccsafe.org/content/IBC2018/chapter-18%20soils-and-foundations https://codes.iccsafe.org/content/IBC2018/chapter-18%20soils-and-foundations

Appendix A

BORING LOCATION PLAN

Appendix B

BORING LOGS AND LEGEND

NPS GRTE Mormon Row

Project Number: 224-145

Sample Types Legend for Symbols Used on Borehole Logs

Project:

Bulk Sample of auger/odex cuttings

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

Standard Penetration Test

(ASTM D1586)

Drilling Methods

Lithology Symbols

Clayey Gravel (GC) Clayey Sand (SC) Lean Clay (CL) Sandy Fat Clay (CH)

Sandy Lean Clay

(CL)

Well-Graded Sand

(SW)

(see Boring Logs for complete descriptions)

HOLLOW-STEM

AUGER

Lab Test Standards 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, and retained on the #200 Sieve)

Other Lab Test Abbreviations 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)Notes

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

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.

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.

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

5. Rock strength grade (R0 to R6) based on Brown (1981).

A-6 (9)

CL

38 21 pH=7.7 S=0.018% Chl=0.045% Re=1950ohm·cm S/C=-0.7% @ 1000 psf

13.0 ft - Auger grinding on cobbles

16.0 ft - Auger grinding on cobbles

55.5

50:5.5"

6-9

5-10

5-7

14-50:5.5"

4-7-23

0.0 - 7.0 ft. Lean CLAY (CL), brown, medium to high plasticity, dry to moist, stiff to very stiff.

7.0 - 13.0 ft. Sandy lean CLAY (CL), brown, medium plasticity, moist, stiff.

13.0 - 18.0 ft. Clayey GRAVEL with sand (GC) and cobbles, dark brown with light brown, low to medium plasticity, moist, very dense, subrounded to rounded.

18.0 - 21.5 ft. Sandy lean CLAY with gravel (CL), brown, low to medium plasticity, moist, very stiff.

Bottom of Hole at 21.5 ft.

94.1

103.8

11.1

14.2 44.5

Weather Notes: Sunny, 41° F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 21.5 ft

Ground Elevation:

Coordinates: Lat: 43.666146 Long: -110.66492 (Not Surveyed)

Location: North of John Moulton home

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-1

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

A-7-6 (15)

42 2569.3

10-5

6-7

3-4

0.0 - 11.0 ft. Sandy lean CLAY (CL) with cobbles, brown, low plasticity, moist, medium stiff to stiff.

Bottom of Hole at 11.0 ft.

102.219.3 0.2 30.5

Weather Notes: Sunny, 50°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 11.0 ft

Ground Elevation:

Coordinates: Lat: 43.665505 Long: -110.664272 (Not Surveyed)

Location: Gravel North Parking

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-2

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

A-7-6 (17)

43 25

S/C=-0.5% @ 1000 psf pH=7.8 S=0.003% Chl=0.027% Re=7620ohm·cm

72.619

9-10

4-5

3-2

7-6

9-15-25

0.0 - 15.0 ft. Sandy lean CLAY (CL), brown mottled with white, medium to high plasticity, moist, medium stiff to very stiff, organics (roots) in top 2.5'.

15.0 - 21.5 ft. Well-graded SAND with gravel (SW) and cobbles, brown to grayish brown, no plasticity, moist, dense, subrounded to rounded.

Bottom of Hole at 21.5 ft.

109.4

98.3

13.2

16.8

27.4

Weather Notes: Sunny, 56°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 21.5 ft

Ground Elevation:

Coordinates: Lat: 43.664821 Long: -110.663855 (Not Surveyed)

Location: SE of Antelope Flats & Mormon Row

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-3

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

S an d C on te nt

G ra ve l C on te nt

A-4 (1)

SC

29 8

S/C=1% @ 1000 psf pH=7.6 S=0.005% Chl=0.057% Re=10100ohm·cm

6.0 ft - Auger grinding on cobbles

16.0 ft - Auger grinding on cobbles

43.9

7-10

4-6

2-3

20-16

11-11-9

0.0 - 10.0 ft. Sandy lean CLAY (CL), brown, medium plasticity, moist, stiff to very stiff.

10.0 - 15.3 ft. Clayey SAND (SC), brown, medium plasticity, moist, loose.

15.3 - 21.5 ft. Well-graded SAND with gravel (SW) and cobbles, brown to light gray, no plasticity, moist, medium dense to dense, subrounded to rounded, Increasing Sand with depth.

Bottom of Hole at 21.5 ft.

102.7

102.4

13.6

17.1 1.1 55.0

Weather Notes: Sunny, 61°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 21.5 ft

Ground Elevation:

Coordinates: Lat: 43.664303 Long: -110.663991 (Not Surveyed)

Location: SE of Antelope Flats & Mormon Row

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-4

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

A-7-6 (16)

43 26

2.0 ft - Auger grinding on cobble

68.8

5-8

3-6

3-7

0.0 - 11.0 ft. Sandy lean CLAY (CL), brown, medium plasticity, moist, stiff, organics (roots) in top 3'.

Bottom of Hole at 11.0 ft.

87.426.6 31.2

Weather Notes: Sunny, 64°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 11.0 ft

Ground Elevation:

Coordinates: Lat: 43.662914 Long: -110.663684 (Not Surveyed)

Location: NE of Mormon Row S. Parking

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-5

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

A-7-6 (24)

CH51 3276.7

6-10

4-6

2-4

0.0 - 11.0 ft. Sandy fat CLAY (CH), brown, medium plasticity, moist, medium stiff to stiff.

Increasing Sand with depth.

Bottom of Hole at 11.0 ft.

15.9 0.5 22.8

Weather Notes: Sunny, 69°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 11.0 ft

Ground Elevation:

Coordinates: Lat: 43.661871 Long: -110.663771 (Not Surveyed)

Location: NE of Mormon Row S. Parking

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-6

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

A-6 (8)

CL37 21

No MC recovery, drove SS for sample

53.8

14-9

3-3-4

16-31

0.0 - 8.0 ft. Sandy lean CLAY (CL), brown, medium plasticity, moist, medium stiff to very stiff.

8.0 - 11.0 ft. Well-graded SAND with gravel (SW) and cobbles, brown, no plasticity, moist, dense.

Bottom of Hole at 11.0 ft.

15.3 11.5 34.7

Weather Notes: Sunny, 74°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 11.0 ft

Ground Elevation:

Coordinates: Lat: 43.658662 Long: -110.664525 (Not Surveyed)

Location: North of Moulton Ranch Cabins

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-7

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

A-6 (11)

39 20

No MC recovery, drove SS for sample

66.06

3-3

5-9

10-6

0.0 - 7.0 ft. Lean CLAY with sand (CL), brown, medium plasticity, moist, medium stiff to stiff.

7.0 - 11.0 ft. Well-graded SAND with gravel (SW) and cobbles, brown, no plasticity, moist, medium dense, subangular to subrounded.

Bottom of Hole at 11.0 ft.

97.616.9 1.1 32.9

Weather Notes: Sunny, 74°F

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: A. Crowder

Final By: S. Sherwood

Symbol Depth Date

Drilling Method(s):

Boring Began: 8/1/2024

Boring Completed: 8/1/2024

Driller: Inberg-Miller Engineering

Drill Rig: CME 55 Track

Hammer: Automatic (hydraulic), ER: 87%

Hollow-Stem Auger

Total Depth: 11.0 ft

Ground Elevation:

Coordinates: Lat: 43.657879 Long: -110.664532 (Not Surveyed)

Location: South of Moulton Ranch Cabins

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cations

Li qu id Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 224-145 Boring No.: YA-B-8

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

NPS GRTE Mormon Row

Field Notes and

Other Lab Tests

F in es C on te nt

B

O R

IN

G

L O

G

S

P T

C D

O T

S T

Y

LE

-1

N P

S G

R T

E M

O R

M O

N R

O W

.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

/2

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

D ry

D en si ty

(p cf

M oi st ur e C on te nt

G ra ve l C on te nt

S an d C on te nt

Appendix C

LABORATORY TEST RESULTS

YA-B-1 2.5 MC 7.7 0.018 0.045 1950

YA-B-1 5.0 MC 11.1 94.1 -0.7 @ 1000

YA-B-1 10.0 MC 14.2 103.8 0.0 44.5 55.5 38 17 21 A-6 (9) CL

YA-B-2 5.0 MC 19.3 102.2 0.2 30.5 69.3 42 17 25 A-7-6 (15) CL

YA-B-2 & YA-B-5 0 BULK 7

YA-B-3 2.5 MC 13.2 109.4 0.0 27.4 72.6 43 18 25 A-7-6 (17) CL

YA-B-3 5.0 MC 16.8 98.3 -0.5 @ 1000

YA-B-3 10.0 MC 7.8 0.003 0.027 7620

YA-B-4 2.5 MC 13.6 102.7 1 @ 1000

YA-B-4 5.0 MC 7.6 0.005 0.057 10100

YA-B-4 10.0 MC 17.1 102.4 1.1 55.0 43.9 29 21 8 A-4 (1) SC

YA-B-5 10.0 MC 26.6 87.4 0.0 31.2 68.8 43 17 26 A-7-6 (16) CL

YA-B-6 1.0 BULK 15.9 0.5 22.8 76.7 51 19 32 A-7-6 (24) CH

YA-B-7 5.0 SPT 15.3 11.5 34.7 53.8 37 16 21 A-6 (8) CL

YA-B-8 2.5 MC 16.9 97.6 1.1 32.9 66.0 39 19 20 A-6 (11) CL

Natural Moisture Content

Depth (ft)

Report By: M. Aichiouene Checked By: S. Sherwood

Sample Type PISand

Resistivity (ohm-cm)

Unconf.

Comp.

Strength

Summary of Laboratory Test Results

Sample Location Classification

AASHTO

Water Soluble Sulfate

USCS

Project No: 224-145 Project Name: NPS GRTE Mormon Row Date: 04-29-2025

PLLL

Atterberg

Fines < #200

Swell (+) / Collapse (-) (% at Load in psf)

Denver Lab

Water Soluble Chloride pH

Gradation

Gravel > #4

Natural Dry

Density (pcf)

R-ValueBoring No.

Rev 03/19 Page 1 of 1

ASTM D4546 METHOD C

Applied Normal Pressure, ksf

Job No:

YEH & ASSOCIATES, INC

SWELL OR COLLAPSE

GRAPH

YA-B-1 94.1 11.1% -0.7 CL / A-7-6 Drawn By: M.A

Boring Number Depth, ft Natural Dry Density, pcf

Moisture Content, Consolidation(-) /Swell(+), % Soil Classification

Clay Lab - Denver

224-145 Project Name: NPS GRTE Mormon Row Checked By: SCS

ONE - DIMENTIONAL SWELL OR COLLAPSE OF SOILS

-16.0

-14.0

-12.0

-10.0

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

0.1 1 10 100

C on so lid at io n(

/S w el l(+

Applied Normal Pressure, ksf

Water Added

Applied Normal Pressure, ksf

Job No:

Clay Lab - Denver

224-145 Project Name: NPS GRTE Mormon Row Checked By: SCS

ONE - DIMENTIONAL SWELL OR COLLAPSE OF SOILS

YEH & ASSOCIATES, INC

SWELL OR COLLAPSE

GRAPH

YA-B-3 98.3 16.8% -0.5 CL / A-7-6 Drawn By: M.A

Boring Number Depth, ft Natural Dry Density, pcf

Moisture Content, Consolidation(-) /Swell(+), % Soil Classification

-16.0

-14.0

-12.0

-10.0

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

0.1 1 10 100

C on so lid at io n(

/S w el l(+

Applied Normal Pressure, ksf

2.5 Job No:

YEH & ASSOCIATES, INC

SWELL OR COLLAPSE

GRAPH

YA-B-4 102.7 13.6% 1.0 CL / A-7-6 Drawn By: M.A

Boring Number Depth, ft Natural Dry Density, pcf

Moisture Content, Consolidation(-) /Swell(+), % Soil Classification

Clay Lab - Denver

224-145 Project Name: NPS GRTE Mormon Row Checked By: SCS

ONE - DIMENTIONAL SWELL OR COLLAPSE OF SOILS

-16.0

-14.0

-12.0

-10.0

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

0.1 1 10 100

C on so lid at io n(

/S w el l(+

Appendix D

SITE PHOTOGRAPHS

Site Photos

Drill rig stationed on soil boring YA-B-1, facing south.

Site conditions at soil boring YA-B-2, facing east.

Drill rig stationed on soil boring YA-B-3, facing west.

Drill rig stationed on soil boring YA-B-4, facing northwest.

Site conditions at soil boring YA-B-5, facing south.

Drill rig stationed on soil boring YA-B-6, facing east.

Site conditions at soil boring YA-B-7, facing northwest.

Site conditions at soil boring YA-B-8, facing south.

Appendix E

PAVEMENT DESIGN INFORMATION

WinPAS Pavement Thickness Design According to

1993 AASHTO Guide for Design of Pavements Structures

American Concrete Pavement Association

Flexible Design Inputs

Project Name:

Route:

Location:

Owner/Agency:

Design Engineer:

Flexible Pavement Design/Evaluation

Structural Number Total Flexible ESALs Reliability Overall Standard Deviation percent Terminal Serviceability Initial Serviceability Subgrade Resilient Modulus

Layer Pavement Design/Evaluation

Layer

Material

Layer

Coefficient

Drainage

Coefficient

Layer

Thickness

Layer

SN

Morman Row GRTE Parking Lot

Grand Teton NP

GRTE

Parking Expansion Lot

2.23 50,000 75.00 0.49

4,885.00

4.20 2.00 psi

Asphalt Cement Concrete 0.40 1.00 4.00 1.60

Granular Subbase 0.12 1.00 6.00 0.72

SNS 2.32

Monday, April 28, 2025 9:48:10AM Engineer:rfl