Final Theodore Roosevelt Pavement Design Report 04-15-22.pdf

Final Pavement Recommendations

ND FTNP THRO 11(10)

South Unit Scenic Loop Slide Repair

Theodore Roosevelt National Park, North Dakota

Length 6.15 Miles

NPS PMIS No: 291791

Drawing No.: 387-177128

Yeh Project No: 221-230

April 15, 2022

Prepared for:

HDR Engineering, Inc.

1670 Broadway, Suite 3400

Denver, Colorado 80202 Attn: Mr. Nick Zoller, P.E.

Federal Highway Administration

Central Federal Lands Highway Division 12300 West Dakota Avenue Lakewood, Colorado 80228

Prepared by:

Yeh and Associates, Inc.

2000 Clay Street, Suite 200 Denver, Colorado 80211

Phone: 303-781-9590

Final Pavement Recommendations

ND FTNP THRO 11(10)

South Unit Scenic Loop Slide Repair

Theodore Roosevelt National Park, North Dakota

Length 6.15 Miles

NPS PMIS No: 291791

Drawing No.: 387-177128

Yeh Project No: 221-230

April 15, 2022

Prepared by: Reviewed by:

Robert F. LaForce, P.E. T. Samuel Holder, P.E.

Senior Project Manager Senior Project Manager

Independent Reviewer:

Todd Schlittenhart, P.E.

Principal Engineer

7/21/2022

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

4.2.1 PAVEMENT BORINGS BY OTHERS

4.2.2 GROUND PENETRATING RADAR

4.3 LABORATORY TESTING

4.4 GROUNDWATER

4.5 EXISTING PAVEMENT THICKNESS

5 PAVEMENT DESIGN

5.1 TRAFFIC LOADING

5.2 SUBGRADE STRENGTH

5.3 SPOT LOCATION TREATMENTS

5.3.1 DEEP PATCH LOCATIONS

5.4 PAVEMENT DESIGN

5.4.1 FULL DEPTH RECLAMATION

5.4.2 WIDENING

5.5 HACP MIX AND BINDER RECOMMENDATIONS

6 OTHER CONSTRUCTION CONSIDERATIONS

6.1 CORROSION POTENTIAL

7 LIMITATIONS

8 REFERENCES

List of Figures

FIGURE 1 – PROJECT LOCATION

FIGURE 2 – TYPICAL PAVEMENT MAPPING PAVEMENT > 8 INCHES

FIGURE 3 – TYPICAL AREA WITH VARIABLE THICKNESS 2.5 TO 8 INCHES

FIGURE 4 – TYPICAL VOID LOCATION

List of Tables

TABLE 1 – PAVEMENT AND BASE THICKNESS

TABLE 2 – DESIGN TRAFFIC LOADING

TABLE 3 – DESIGN PARAMETERS

List of Appendices

APPENDIX A – BORING LOCATIONS, LEGEND AND LOGS

APPENDIX B – GROUND PENETRATING RADAR REPORT SUMMARY

APPENDIX C – LABORATORY TEST RESULTS

APPENDIX D – PAVEMENT DESIGN PROGRAM OUTPUT

APPENDIX E – ASPHALT BINDER RECOMMENDATION

Final Pavement Recommendations YA Project No. 221-230 Theodore Roosevelt National Park (THRO) April 15, 2022

1 PURPOSE AND SCOPE OF STUDY

This report presents the results of our Pavement Investigation and Design recommendations for the South Unit Scenic Loop Slide Repair Project NP FTNP THRO 11(10) in Theodore Roosevelt

National Park near Medora, North Dakota. This study was performed in general accordance with our Scope of Work dated August 3, 2021. Our work for the pavement recommendations consisted of field exploration, laboratory testing, engineering analyses, preparation of this report and review of preliminary project plans. Figure 1 shows the Park location in western North

Dakota.

Figure 1 – Project Location

This report includes our recommendations for the geotechnical aspects of pavement design and construction for the project. Landslides, retaining walls, and other geotechnical features are addressed in the geotechnical report for this 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 pavement design. The scope of this report includes the following tasks:

• A subsurface investigation of South Unit Scenic Loop Road accessible with a truck-mounted drill rig.

• Ground Penetrating Radar (GPR)

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

• Preparation of this report to present pavement rehabilitation/reconstruction recommendations.

2 PROPOSED CONSTRUCTION

The South Unit Scenic Loop Slide Repair project includes minor widening/reconstruction, resurfacing, restoration, and rehabilitation in Billings County near Medora, North Dakota. The project includes an approximate 6-mile stretch of the South Unit Scenic Loop Road within the

South Unit of the Park. 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 without raising the road profile. There are also anticipated changes, signing and striping, drainage improvements, and additional safety-related features. Recommendations slide area repairs are presented in the Geotechnical Report.

3 SITE CONDITIONS AND GEOLOGIC SETTING

The existing South Unit Scenic Loop Road is in poor condition with extensive cracking from age as well as numerous areas with settlement cracking and extensive patching in addition to locations with pavement lost because of slides.

3.1 Geologic Setting

The Geologic Map and discussion of geology in the Park is addressed in the Geotechnical

Report for this project.

4 SUBSURFACE INVESTIGATION

4.1 Field Exploration

Yeh’s subcontractor, SK Geotechnical/PKA, drilled thirty-four (34) borings for the project, sixteen (16) of which were focused on pavement investigation (YA-P-01 through YA-P-10 and

YA-PG-01 through YA-PG-06). The pavement borings were drilled with a truck-mounted

Deidrich D-120 drill rig equipped with an automatic (i.e., hydraulic) hammer. The borings were advanced with 4-inch diameter, hollow-stem auger during late August and finishing in

September of 2021. The road is closed, so traffic control was not required. A representative of

Yeh and Associates marked the boring locations in the field prior to drilling 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 and later the locations were surveyed.

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 twelve inches for each sample. The sampler was advanced by an automatic 140-pound hammer falling thirty inches. We also collected bulk samples of auger cuttings in each boring.

The number of blows required to drive the MC sampler twelve 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, and the Modified California tubes provide a sample to measure swell/consolidation potential of the in-place soils.

4.2 Subsurface Conditions

Borings YA-P-01 through YA-P-10 were advanced to depths of fifteen to sixteen feet through the existing pavement. Borings YA-PG-01 through YA-PG-06 were drilled through the existing pavement to depths of 30 to 60.5 feet, but only test data on shallow soil samples were considered in the pavement design. The borings and soil samples were distributed through the length of the project.

Soils encountered in our borings below the pavement generally consisted of base course over sandy lean clay fill with some gravel. Also in many locations, we encountered a red sandy lean clay with gravel that was obtained from burnt coal deposits. This material has been used as fill and sometimes base.

Much of the sandy lean clay is a dispersive clay soil with high fines content. The dispersive nature of this soil has caused many problems with erosion along this roadway.

The boring locations and elevations and are presented on the boring logs in Appendix A following the boring location map.

4.2.1 Pavement Borings by Others

Shannon & Wilson (S&W) drilled nine (9) pavement borings (SW-P-01 through SW-P-09) to depths of 5 feet. The S&W Geotechnical Report should be referenced for detailed information on conditions encountered in their exploratory borings.

4.2.2 Ground Penetrating Radar

Ground Penetrating Radar (GPR) for the entire length of the Loop Road was conducted by BDI through our subcontract with Collier Geophysics. The intent was to continuously verify the pavement thickness and to locate possible voids beneath the existing pavement.

The average GPR pavement thickness was measured at 5.8 inches with a standard deviation of

1.7 inches. In addition to the average thickness, areas where the pavement was thicker than 8 inches were identified because they may indicate settlement or voids that were treated with maintenance patches. Figure 2 presents an example of the mapping used to identify the thicker pavement sections. The area locations were identified using geo coordinate boundaries.

Figure 2 – Typical Pavement Mapping Pavement > 8 inches

In addition to the areas with thicker pavement, areas with variable pavement thickness were also mapped. Figure 3 presents a section of variable pavement thickness.

Figure 3 – Typical Area with Variable Thickness 2.5 to 8 inches

In addition to mapping the pavement thickness, the GPR was used to identify anomalies

(possible voids) beneath the pavement. The GPR did not seem to be effective at depths greater than two feet, but numerous locations with anomalies were identified and mapped in the GPR

Report. These areas were mapped in a manner similar to identifying the thick pavement areas.

Figure 4 presents a typical area with suspected voids beneath the pavement.

Figure 4 – Typical Void Location

Appendix B contains the GPR Pavement Report text with examples from the appendices to show examples of mapping of the voids and pavement thickness. The complete seismic and

GPR report will be included with the project records and the void locations will be mapped on the project plans.

4.3 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 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 Water-Soluble Chlorides pH R-Value

For pavement design, we performed sieve analysis tests on twenty-seven (27) samples and

Atterberg limits on twenty (20) subgrade samples obtained from the upper five (5) feet of the sixteen (16) pavement borings. Two (2) samples had an AASHTO soil classification of A-7-6 with group indices of 17 and 43, thirteen (13) samples classified as A-6 with group indexes of 4 to 13, two (2) samples as A-4 with group indices of 0 and 5, one (1) sample as A-2-6 (0) and one (1) sample as A-2-4 (0). In the ASTM system, one (1) sample classified as CH, fifteen (15) as CL, two (2) as SC, and one (1) as SM.

We also tested select soils sampled immediately below the HACP roadway described as road base consisting of silty sand with gravel to determine the gradation and water-soluble sulfate content. The water-soluble sulfate concentrations of eight (8) samples ranged from 0.005 to

0.453 percent and the fines content (percent passing No. 200 sieve) ranged from 11 to 45 percent. The average sulfate content was 0.186 percent, and the average fines content was 24 percent.

R-value testing was performed by S&W in accordance with AASHTO T 190 on one sample with an AASHTO classification of A-7-6. The R-value was 6.

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 C and are integrated with the boring logs in Appendix A.

4.4 Groundwater

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

4.5 Existing Pavement Thickness

We measured the thickness of the existing pavement in each boring. Our borings encountered

7 to 15 inches of asphalt over nil to 15 inches of silty sand with gravel road base course. The average asphalt thickness was 8.4 inches, and the average base course thickness was 3.1 inches in sixteen (16) borings. Table 1 presents a summary of the pavement and base thickness, and the boring locations are presented in Appendix A.

Table 1 – Pavement and Base Thickness

Boring No. HACP (in.) Base (in.)

Soil Classification

Below Base

YA-P-01 7.5 6.5 A-6 (9) / CL

YA-P-02 8 7 A-4 (0) / SC

YA-P-03 11 2 A-6 (4) / CL

YA-P-04 10 8 A-6 (9) / CL

YA-P-05 7.5 5.5 A-6 (13) / CL

YA-P-06 8 0.5 A-6 (9) / CL

YA-P-07 7.5 3 A-6 (13) / CL

YA-P-08 8 1.5 A-6 (9) / CL

YA-P-09 8 3 A-6 (10) / CL

YA-P-10 7.5 3 A-7-6 (17) / CL

YA-PG-01 7 3 A-6 (6) / CL

YA-PG-02 6.5 4 A-6 (13) / CL

YA-PG-03 7 2 A-4 (5) / CL

YA-PG-04 5.5 1.5 A-6 (9) / CL

YA-PG-05 15 0 A-6 (10) / CL

YA-PG-06 11.5 0 A-6 (11) / CL

Average 8.5 3.2

5 PAVEMENT DESIGN

5.1 Traffic Loading

Traffic information used for the design of pavement on this project was based on traffic counts taken by the Park in 2019, since volumes in 2020 were not typical. We assumed a typical distribution of vehicle types for the loading calculations. Table 2 shows a summary of the projected 20-Year traffic volume and traffic loading.

Table 2 – 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 for the calculation of the pavement thickness. The complete calculation of the traffic volumes and traffic loading is presented in Appendix D.

5.2 Subgrade Strength

An R-value of 6 was measured on typical soils by S&W. Using the R-value of six and Equation

A-5-3 from the 1993 AASHTO Pavement Design Guide, we calculated a resilient modulus of

4,330 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 5.4. The design parameters are summarized in Table

3.

Table 3 – Design Parameters

5.3 Spot Location Treatments

There are areas where the pavement has been damaged or moved by slides, areas anticipated to be realigned, and areas where pavement will be removed for culvert work. Additionally, there are numerous areas with possible voids beneath the pavement that were identified by the GPR which will need patching. These areas will need to be addressed prior to the full pavement reconstruction.

Year Volume

(ADT)

Design Volume

(ADT)

Total 25-Year Loading (ESAL)

Design 25-Year Loading (ESAL)

2019 309 345 33,580 50,000

2039 380 - - 6.85 (EDLA)

Design Parameter Parameter Value Design Parameter Parameter Value

Hot Asphalt Concrete Pavement (HACP)

0.44/inch Reliability 75%

Full-Depth Reclamation (FDR) – Pulverizing with cement 0.16/inch Initial Serviceability 4.2

R-Value 6 Terminal Serviceability 2.0

Resilient Modulus 4,330 psi Overall Deviation 0.44

Resulting Structural Number (SN) = 2.36

The project is anticipated to be advertised with schedules. Schedule A will include structures and drainage features as well as pavement patching. The pavement areas requiring patching because of widening or voids, or other pavement failures is anticipated to be included in

Schedule A. The FDR will be in Schedule B. The plan is to award as much of the work as possible depending on bid prices and available funding.

We recommend that these areas be patched using ABC or other select material up to 4 inches below the existing pavement and then receive four (4) inches of a locally available asphalt concrete pavement (ACP). This treatment will allow the continuous treatment using full depth reclamation for the entire pavement in the second year of construction. Pavement designs for widening will be addressed in the pavement design section of this report.

5.3.1 Deep Patch Locations

If areas with subgrade failure are discovered or voids are identified based on the results of the

GPR, we recommend the materials in these areas be removed to a depth of twelve (12) to eighteen (18) inches below the existing pavement section (ACP and Base) and be replaced with aggregate meeting the requirements for Minor Crushed Aggregate conforming to Section 302 of the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects

FP-14 or material such as ABC Class C or D as defined in Table 703-2 of FP-14. If aggregate conforming to the Minor Crushed Aggregate specification is used, we recommend that the material have maximum liquid limit of 35 as measured by AASHTO T89, and a maximum plastic index of 6 as measured by AASHTO T90. The new pavement section should then be brought up to the existing pavement elevation using four (4) inches of locally available new ACP. This section will be processed using full depth reclamation along with the existing pavement when the final pavement treatment is constructed.

5.4 Pavement Design

Park personnel wish to rehabilitate the pavement without widening the bench, so treatments with minimum or no widening of the pavement area are preferred.

5.4.1 Full Depth Reclamation

In order to address the structural number required for the 20-Year design and rehabilitate the existing pavement without raising the grade and causing widening, full depth reclamation (FDR) with cement is recommended (FP-14 Section 305).

To accomplish this treatment, we recommend that the existing pavement be treated using full depth reclamation to a depth of eight (8) inches in accordance with Section 304 of FP-14, followed by removal of four (4) inches of pulverized material.

The remaining FDR material will be treated with the FDR with cement process in accordance with Section 305 of FP-14. This treatment will then be graded and compacted to create a four-inch layer of cement treated FDR prior to placement of four inches of new HACP.

The treatment using FDR with cement was chosen to provide increased strength and a uniform base to support the new ACP. Following the removal of the 4 inches of FDR material to prevent pavement rise, the cement treatment will raise the structural strength of the FDR material and provide the necessary strength to support the new ACP.

Why FDR with Cement was selected

1. Original proposal (by others) was to remove 12 inches of the subgrade and replace with imported borrow material, then add new structural section.

a. Removing and disposing of 6 + miles, 24 feet wide of 12 inches of clays subgrade would require over 3,000 semi-truck loads. If the existing base and AC pavement were disposed of offsite (8 inches) would require an additional 2,000+ truck loads. This would be very expensive and potentially cause significant damage to the entrance road.

2. A second option that would reduce the number of truck loads and recycle some of the existing pavement was to pulverize the existing pavement and base, lime treat the subgrade, place 4 inches of recycled base course and 4 inches of HACP.

a. Advantage to this treatment would reduce quantity of material having to be disposed out of the park.

b. Lime treatment would chemically change the dispersive clay subgrade to nondispersive material and significantly increase the subgrade structural number

c. Disadvantage to this alternative was based on the soluble sulfate amounts be being between 0.2 and 0.5 percent. Laboratory testing results indicate soluble sulfates amount were > 0.5% . In addition, there is the potential for the lime to leech out of the subgrade (Badlands project)

3. The cement treated FDR treatment was successfully used on the remainder of the scenic loop road when it was previously rehab in the 2000’s

Another concern is that in the process of pulverizing this segment of the scenic loop road in

2002 the equipment got stuck in the subgrade. Considering the subgrade soils are moist to wet this could be a problem with the proposed FDR operation.

We estimate that the percent cement required to meet the specifications in FP-14, Section 305, will be between three (3) percent and five (5) percent. The actual percent cement needed to meet the required minimum strength will be based on the contractors mix design using the actual on-site FDR material.

The amount of material that is removed will need to be watched closely since the pulverization process will cause a swell in the uncompacted material, both ABC and ACP. A test section could be constructed to provide information on the amount of removal of uncompacted material is needed to provide a no rise condition. The compacted cement treated FDR material will need to be surveyed to ensure that there is no rise in the pavement elevation which would cause widening of the pavement bench

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

Guide and the design parameters summarized in Table 3, we recommend a minimum of four (4) inches of new Hot Asphalt Concrete Pavement (HACP) be placed over four (4) inches of a pulverized full-depth reclamation (FDR) base layer which will be treated with cement. Our calculations were inserted into the WinPas program which follows the 1993

AASHTO Pavement Design Guide are presented in Appendix D.

By treating the top eight (8) inches of pavement and base, we will be incorporating four inches of HACP into four inches of the “Aggregate Base” beneath the pavement. While some of the samples tested from immediately below the pavement have fine aggregate (minus 200) greater that the 50% recommended in the PDDM and some have soluble sulfate higher that the recommend 0.2 percent recommended for lime or cement treatment, the pulverized material will be made up of 50% by volume of recycled asphalt pavement, so the fines and sulfate concentration will be within a range to allow treatment with cement.

5.4.2 Widening

Widening of the existing pavement is planned for localized areas. A pavement design using aggregate base course (ABC) and ACP is presented in Appendix D to address these areas.

The design is to widen the pavement with 4 inches of ABC and 4 inches of a locally available

ACP; the same ACP recommended for patching. We recommend that aggregate base in conformance with FP-14, Section 703.05, Base Gradation C or D from Table 703-2 be used for widening these sections. When the final pavement rehabilitation is completed, the widening and patched areas will be treated with the same FDR and cement treatment that is planned for the existing pavement.

5.5 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 five closest weather stations. We recommend that a seventy-five-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 E following the pavement design information.

6 OTHER CONSTRUCTION CONSIDERATIONS

6.1 Corrosion Potential

We submitted samples from various soil depths from all 34 exploratory borings for chemical testing that included water-soluble sulfates and chlorides, pH, and resistivity. The pH measured on 14 samples was basic with values ranging from 8.1 to 9.5. The water-soluble sulfate concentrations measured on 24 samples ranged from 0.005 and 0.685 percent and the water-soluble chloride concentrations measured on 14 samples were 0.0002 to 0.0011 percent. The resistivity of 14 samples ranged from 158 to 371 ohm-cm.

The concentrations of water-soluble sulfates measured on the 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 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 considering 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 HDR and CFLHD for the proposed rehabilitation the South Unit Scenic Loop Road in Theodore Roosevelt 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 recommendations in this report assume that an adequate program of construction testing and observation will be conducted to evaluate compliance with our recommendations.

8 REFERENCES

“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.

Shannon & Wilson Geotechnical Report, ND FTNP THRO 11(10), South Scenic Loop MP 24.1

& 24.5, October 2021

NDE Pavement Inspection of Scenic Loop Road, Theodore Roosevelt National Park, North

Dakota, BDI, Collier Geophysics, December 14, 2021

Appendix A

BORING LOCATION, LEGEND AND LOGS

Theodore Roosevelt National Park Yeh No. 220-230

Pavement Boring Locations

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

Project Number: 221-230

Sample Types Legend for Symbols Used on Borehole Logs

Project:

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.

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.

Lab Test Standards

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

Bulk Sample of auger/odex cuttings

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

Shelby Tube

Drilling Methods

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

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) 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)

Lithology Symbols

Asphalt Clayey Sand (SC) Coal Fat Clay (CH)

Fill Fill with Sand as major soil

Fill with Silt as major soil Lean Clay (CL)

Poorly Graded Sand (SP) Sandy Fat Clay (CH) Sandy Lean Clay

(CL) Silty Clay (CL-ML)

Silty, Clayey Sand (SC-SM) Silty Sand (SM)

Claystone Cobbles and gravel Sandstone Interbedded claystone and sandstone

Siltstone

(see Boring Logs for complete descriptions)

Other Lab Test Abbreviations

Notes

HOLLOW-STEM

AUGER

Fill

A-6 (9)

CL35 20

S=0.359%23.2

62.1

4-11

5-6

2-1

3-3

0.0 - 0.6 ft. ASPHALT (7.5 inches).

0.6 - 1.2 ft. Silty SAND with Gravel, Road Base (6.5 inches) (Fill), brown, no plasticity, moist.

1.2 - 4.5 ft. Sandy lean CLAY with gravel (CL) (Fill), brown with red, medium plasticity, moist, stiff.

4.5 - 15.0 ft. Sandy lean CLAY (CL) with silt, brown with black, low plasticity, moist, soft to stiff, calcareous.

Minor red gravels.

Bottom of Hole at 15.0 ft.

7.3

12.0

21.2

19.4

55.6

18.5

Weather Notes: Warm, sunny

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2265.8 ft

Coordinates: N: 482643.6 E: 1217964.3

Location:

Drilling Method(s):

Boring Began: 8/30/2021

Boring Completed: 8/30/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-01

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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-4 (0)

SC24 836.2

8-11

3-2

4-7

5-10

0.0 - 0.7 ft. ASPHALT (8 inches).

0.7 - 1.3 ft. Silty SAND with Gravel, Road Base (7 inches) (Fill), brown, no plasticity, moist.

1.3 - 4.0 ft. Clayey SAND with gravel (SC) (Fill), light brown with rust, low plasticity, dry to moist, medium dense, contained geo-grid pieces in cuttings around 3 feet.

4.0 - 14.0 ft. Sandy lean CLAY (CL) with silt, light brown, low plasticity, dry to moist, medium stiff to stiff, slightly calcareous.

14.0 - 15.5 ft. Fat CLAY (CH), olive-gray and light brown, high plasticity, moist, stiff.

Bottom of Hole at 15.5 ft.

6.3 13.7 50.1

Weather Notes: Warm, sunny

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 15.5 ft

Ground Elevation: 2387.6 ft

Coordinates: N: 480856.9 E: 1221079.4

Location:

Drilling Method(s):

Boring Began: 8/30/2021

Boring Completed: 8/30/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-02

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

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R E

S S

.G

LB

/1

9/

Li th ol og y 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 (4)

CL28 12

S=0.370%13.3

57.9

9-10

4-3

4-6

6-7

0.0 - 0.9 ft. ASPHALT (10.75 inches).

0.9 - 1.1 ft. Silty SAND with Gravel, Road Base (1.75 inches) (Fill), brown, no plasticity, moist.

1.1 - 4.0 ft. Sandy lean CLAY (CL) with red gravels (Fill), brown, dark brown with red, low plasticity, moist, very stiff.

4.0 - 15.0 ft. Sandy lean CLAY (CL) with silt, light brown, orange-brown, brown, low to medium plasticity, dry to moist, medium stiff to stiff, gradually become less silty with depth, and changed from light brown to brown.

Harder drilling at 12 feet.

Bottom of Hole at 15.0 ft.

4.3

11.9

31.5

13.7

55.2

28.4

Weather Notes: Warm, sunny

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2345.0 ft

Coordinates: N: 480568.8 E: 1221533.6

Location:

Drilling Method(s):

Boring Began: 8/30/2021

Boring Completed: 8/30/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-03

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

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E D

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R E

S S

.G

LB

/1

9/

Li th ol og y 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

CL29 1476.8

6-8

3-3

2-2

2-4

0.0 - 0.8 ft. ASPHALT (10 inches).

0.8 - 1.5 ft. Silty SAND with Gravel, Road Base (8.4 inches) (Fill).

1.5 - 4.5 ft. Sandy lean CLAY with gravel (CL) (Fill), contains clinker fragments, brown, light brown with red, low to medium plasticity, moist, stiff.

4.5 - 15.0 ft. Sandy lean CLAY (CL) with silt, brown with orange-brown, light gray, low to medium plasticity, moist, medium stiff.

Minor gravel, lignite.

Bottom of Hole at 15.0 ft.

15.3 8.7 14.5

Weather Notes: Warm, sunny

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2328.7 ft

Coordinates: N: 480264.6 E: 1221399.0

Location:

Drilling Method(s):

Boring Began: 8/31/2021

Boring Completed: 8/31/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-04

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

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E D

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R E

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LB

/1

9/

Li th ol og y 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 (13)

CL33 18

S=0.017%11.0

83.4

2-3

2-5

4-5

6-11

0.0 - 0.6 ft. ASPHALT (7.5 inches).

0.6 - 1.1 ft. Silty SAND with Gravel, Road Base (6 inches) (Fill), brown, no plasticity, moist.

1.1 - 3.0 ft. Sandy lean CLAY (CL) (Fill), with minor gravel, brown, gray, medium plasticity, moist, medium stiff.

3.0 - 7.0 ft. Sandy lean CLAY (CL) with lignite, olive-gray with black, yellow, medium plasticity, moist, medium stiff.

7.0 - 12.0 ft. Fat CLAY (CH), olive-gray with black, rust, high plasticity, moist, stiff.

12.0 - 15.0 ft. Sandy lean CLAY (CL) with silt, brown, medium plasticity, moist, very stiff.

Bottom of Hole at 15.0 ft.

6.5

19.9

24.2

2.1

64.8

14.5

Weather Notes: Cloudy, rainy

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2409.0 ft

Coordinates: N: 477030.2 E: 1221648.2

Location:

Drilling Method(s):

Boring Began: 9/2/2021

Boring Completed: 9/2/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-05

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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

CL30 15

S=0.008%34.4

74.4

3-5

6-5

2-5

4-6

0.0 - 0.7 ft. ASPHALT (7.75 inches).

0.7 - 0.8 ft. Silty SAND with Gravel, Road Base (0.5 inches) (Fill), brown, no plasticity, moist.

0.8 - 4.0 ft. Sandy lean CLAY (CL) (Fill), with minor gravel, red granules, brown, olive-brown, gray with red, low to medium plasticity, moist, stiff.

4.0 - 15.0 ft. Sandy lean CLAY (CL), olive-gray, brown, olive-brown, gray with rust, black, medium plasticity, moist, medium stiff to stiff, clinker at 5 feet, layers of lignite present from 5 to 15 feet.

Bottom of Hole at 15.0 ft.

9.1

16.1

21.9

3.9

43.7

21.7

Weather Notes: Warm, sunny

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: L. Safari

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2533.8 ft

Coordinates: N: 475098.7 E: 1223075.5

Location:

Drilling Method(s):

Boring Began: 9/2/2021

Boring Completed: 9/2/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-06

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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

CL36 2073.1

3-3

1-2

4-7

10-9

0.0 - 0.6 ft. ASPHALT (7.5 inches).

0.6 - 0.9 ft. Silty SAND with minor gravel, Road Base (3.25 inches) (Fill), brown, no plasticity, moist.

0.9 - 6.0 ft. Sandy lean CLAY (CL) (possible fill) (Fill), with minor gravel, red pieces, brown with red, low to medium plasticity, moist, soft to stiff.

6.0 - 12.0 ft. SANDY CLAYSTONE, gray-brown, residuum, (SENTINEL

BUTTE FORMATION).

12.0 - 15.0 ft. CLAYEY SANDSTONE, brown and gray-brown, residuum, (SENTINEL BUTTE FORMATION).

Bottom of Hole at 15.0 ft.

26.8 1.2 25.7

Weather Notes: Cloudy & cool

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: R. Desterhouse

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2531.2 ft

Coordinates: N: 474842.6 E: 1224020.5

Location:

Drilling Method(s):

Boring Began: 9/3/2021

Boring Completed: 9/3/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-07

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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

CL33 17

S=0.005%45.1

65.8

5-6

5-4

3-3

7-8

0.0 - 0.7 ft. ASPHALT (8 inches).

0.7 - 0.8 ft. Sandy SILT with Gravel, Road Base (1.5 inches) (Fill), brown, no plasticity, moist, contains roots.

0.8 - 5.0 ft. Sandy lean CLAY (CL) with some gravel (Fill), brown, low to medium plasticity, moist, stiff, contains roots.

5.0 - 12.0 ft. Sandy lean CLAY (CL) with silt, brown, dark brown, tan, low to medium plasticity, moist, medium stiff, calcareous.

12.0 - 15.0 ft. SILTY SANDSTONE, brown and reddish brown, residuum, (SENTINEL BUTTE FORMATION).

Bottom of Hole at 15.0 ft.

7.8

10.5

17.2

12.4

37.7

21.8

Weather Notes: Cloudy & cool

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: R. Desterhouse

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2531.7 ft

Coordinates: N: 474613.0 E: 1224292.0

Location:

Drilling Method(s):

Boring Began: 9/3/2021

Boring Completed: 9/3/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-08

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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 (10)

CL40 23

S=0.250%24.1

55.6

4-10

13-17

7-17

7-15

0.0 - 0.7 ft. ASPHALT (8 inches).

0.7 - 1.0 ft. Silty SAND with Gravel, Road Base (3.5 inches) (Fill).

1.0 - 4.0 ft. Sandy lean CLAY (CL) with some red gravel (Fill), brown, dark brown with red, low to medium plasticity, moist, stiff.

4.0 - 5.5 ft. Lignite, brown, dark brown, no plasticity, dry, very stiff, felt like gravely drilling.

5.5 - 15.0 ft. CLAYSTONE, olive-brown, firm, (SENTINEL BUTTE FORMATION).

Bottom of Hole at 15.0 ft.

9.5

16.1

17.4

10.1

58.5

34.3

Weather Notes: Cloudy & cool

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: R. Desterhouse

Symbol Depth Date

Total Depth: 15.0 ft

Ground Elevation: 2577.9 ft

Coordinates: N: 472558.4 E: 1227276.8

Location:

Drilling Method(s):

Boring Began: 9/3/2021

Boring Completed: 9/3/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-09

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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-2-6 (0)

SC

A-7-6 (17)

CL

S=0.016%14.7

74.5

5-5

5-10

5-10

6-17

0.0 - 0.6 ft. ASPHALT (7.5 inches).

0.6 - 0.9 ft. SAND with gravel, Road Base (3 inches) (Fill).

0.9 - 4.0 ft. Sandy lean CLAY (CL) with some gravel, brown, gray, low plasticity, moist, stiff, rust staining.

4.0 - 16.0 ft. CLAYSTONE, yellowish-brown, brown, gray, light brown, residuum to firm, sandy at times, some rust staining, (SENTINEL BUTTE

FORMATION).

Bottom of Hole at 16.0 ft.

6.3

19.2

30.0

7.6

55.3

17.9

Weather Notes: Clear, 70's-80's

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: R. Desterhouse

Final By: R. Desterhouse

Symbol Depth Date

Total Depth: 16.0 ft

Ground Elevation: 2573.4 ft

Coordinates: N: 468698.9 E: 1234108.7

Location:

Drilling Method(s):

Boring Began: 9/8/2021

Boring Completed: 9/8/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-P-10

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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 (6)

CL

A-7-6 (17)

CL

A-2-4 (0)

SM

NV

NP

57.6

71.2

22.9

5-7

6-9

2-4

2-4

7-3

2-4

2-4

21-38

6-15

0.0 - 0.6 ft. ASPHALT (7 inches).

0.6 - 0.8 ft. Silty SAND with Gravel, Base Course (3 inches) (Fill), brown, no plasticity, moist.

0.8 - 5.0 ft. Sandy lean CLAY (CL) with some gravel (Fill), contains clinker fragments, lignite chunks, brown, olive-brown with red, black, medium plasticity, moist, stiff.

5.0 - 10.0 ft. Fat CLAY (CH) with layers of Sandy Lean CLAY (CL) with silt, brown, olive-gray, medium to high plasticity, moist, medium stiff, some rust staining.

10.0 - 12.0 ft. Silty CLAY (CL-ML), brown, gray with orange-brown, low plasticity, moist, stiff.

12.0 - 24.0 ft. Sandy lean CLAY (CL), with some red gravels, brown, gray, low to medium plasticity, moist, medium stiff, red granules, calcareous.

24.0 - 25.0 ft. SILTY SANDSTONE, brown, brown-gray, hard, (SENTINEL

BUTTE FORMATION).

25.0 - 30.0 ft. INTERBEDDED

SANDSTONE AND CLAYSTONE,

brown, olive-gray, gray, firm, (SENTINEL

BUTTE FORMATION).

Bottom of Hole at 30.0 ft.

103.3

104.6

12.9

20.0

16.1

10.0

7.9

32.4

20.9

77.1

Weather Notes: Warm, sunny

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: R. Desterhouse

Symbol Depth Date

Total Depth: 30.0 ft

Ground Elevation: 2395.0 ft

Coordinates: N: 477911.1 E: 1220736.8

Location:

Drilling Method(s):

Boring Began: 9/2/2021

Boring Completed: 9/2/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-PG-01

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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 (43)

CH

A-7-6 (53)

CH

A-7-6 (28)

CL

S=0.029%12.7

66.4

98.9

96.4

99.5

4-6

3-5

4-9

4-9

15-24

11-26

13-35

16-37

9-18

0.0 - 0.5 ft. ASPHALT (6.5 inches).

0.5 - 0.9 ft. Silty SAND with gravel, Base Course (4 inches) (Fill), brown, no plasticity, moist.

0.9 - 3.5 ft. Sandy lean CLAY (CL) with some gravel (Fill), contains clinker fragments, brown with red, medium plasticity, moist, stiff.

3.5 - 10.5 ft. Fat CLAY (CH), olive-gray, olive-brown with dark gray, high plasticity, moist, stiff.

10.5 - 30.0 ft. CLAYSTONE, gray, dark gray with white, firm to hard, contains lignite layers, calcareous at times, minor sand, some rust staining, (SENTINEL

BUTTE FORMATION).

Harder drilling.

Bottom of Hole at 30.0 ft.

106.8

108.1

5.9

16.7

25.2

20.8

20.2

33.4

8.8

0.1

53.9

24.8

0.7

3.5

0.5

Weather Notes: Cloudy, sl/rainy

Inclination from Horiz.: Vertical

Groundwater Levels: Not Observed

Night Work:

Logged By: L. Safari

Final By: R. Desterhouse

Symbol Depth Date

Total Depth: 30.0 ft

Ground Elevation: 2397.0 ft

Coordinates: N: 477824.7 E: 1220779.9

Location:

Drilling Method(s):

Boring Began: 9/2/2021

Boring Completed: 9/2/2021

Driller: SK Geotechnical/PKA

Drill Rig: Diedrich D-120

Hammer: Automatic (hydraulic), ER: 77%

Hollow-Stem Auger

Atterberg Limits

E le va tio n (f ee t)

PAGE

AASHTO

& USCS

Classifi-cationsLi qu id

Li m it

P la st ic ity In de x

D ril lin g

M et ho d

Project Number: 221-230 Boring No.: YA-PG-02

S am pl e

T yp e/ D ep th

Project Name:

D ep th (f ee t)

ND FTNP THRO 11(10) South Unit Scenic Loop Slide Repair

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

T H

R O

.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

E D

IT

IN

G

IN

P R

O G

R E

S S

.G

LB

/1

9/

Li th ol og y 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-4 (5)

A-7-6 (22)

CL

A-7-6 (22)

CL

70.6

87.7

85.4

4-8

5-8

3-3

3-4

4-8

4-7

3-4

5-9

5-11

0.0 - 0.6 ft. ASPHALT (7 inches).

0.6 - 0.8 ft. Silty SAND with Gravel, Base Course (2 inches) (Fill), brown, no plasticity, moist.

0.8 - 5.0 ft. Sandy lean CLAY (CL) with some gravel (possible fill)…