Geotech Report_adv.pdf

SOILS AND FOUNDATIONS REPORT

REPORT NO. 01-22

PROJECT: SLIDES REPAIR AND ROADS RECONDITIONING ON ROUND

KNOB ROAD, GREYSTONE SPUR & GREENE MOUNTAIN ROAD

TN ERFO FS 2019-1(4)

CHEROKEE NATIONAL FOREST

GREENE COUNTY, TENNESSEE

US DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

22001 LOUDON COUNTY PARKWAY

BUILDING E-2, SUITE 200

ASHBURN, VA 20147

MARCH 2022

TABLE OF CONTENTS

1. INTRODUCTION

1.1. General

1.2. Background

2. GEOLOGIC SETTING

3. SUBSURFACE EXPLORATION PROGRAM

3.1. Subsurface Exploration

3.2. Field Testing and Sampling

3.3. Laboratory Testing

4. SUBSURFACE CONDITIONS

4.1. General

4.2. Round Knob Road, FS-88

4.2.1. Borings BH20-01 and BH20-02

4.2.2. Borings BH20-03 and BH20-04

4.3. Greene Mountain Road (FS-98)

4.3.1. Borings BH20-05, BH20-06 and BH20-07

5. ANALYSIS AND RECOMMENDATIONS

5.1. Geotechnical Evaluation

5.2. Design Alternatives

5.3. Recommendations

5.3.1. Round Knob Road

5.3.2. Greene Mountain Road

5.4. Analyses

6. REFERENCES

7. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A – Figures Appendix B – Borings Location Map Appendix C – Borings Logs Appendix D – Laboratory Testing Results Appendix E – Slope Stability Analyses Appendix F – Selected Photographs

Note: Design changes subsequent to publication of this report and prior to the project’s advertisement will be documented by a memo attached after the title page.

PROJECT: SLIDE REPAIR & AGGREGATE RECONDITIONING

AT ROUND KNOB ROAD, GREYSTONE SPUR & GREENE MOUNTAIN ROAD

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 3 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

SOILS AND FOUNDATIONS REPORT

REPORT NO. 01-22

PROJECT: SLIDES REPAIR AND ROADS RECONDITIONING ON ROUND KNOB ROAD,

GREYSTONE SPUR & GREENE MOUNTAIN ROAD

CHEROKEE NATIONAL FOREST

GREENE COUNTY, TENNESSEE

1. INTRODUCTION

1.1. General

This report presents the results of our subsurface exploration, laboratory testing, geotechnical analysis, and recommendations for the slope failures repair in Round Knob Road (FS-88) and Greene Mountain Road (FS-98). The sites are located in Greene County, Tennessee. The sites location is shown in Figure 1, Appendix A.

1.2. Background

A series of heavy rain events in spring of 2019 caused roadway damages within the Cherokee National Forest. Damages include landslides, roadway and shoulder washouts, and clogged or displaced culverts.

The damaged roadways prevented public access to various sections of the Forest.

The damage at Round Knob Road (FS-88) is approximately 15 feet, 21 feet and 21 feet long near stations 122+13, 123+13, and 209+15, respectively. The damage at Greene Mountain Road (FS-98) was approximately 230 feet, and 100 feet near stations 500+42, and 503+45, respectively.

2. GEOLOGIC SETTING

The Geology Map of the southern Appalachian Mountains (Clark, 2008), indicates that the parent rock at FS-98 site is limestone. The parent rocks of the Blue Ridge Province are from the Ordovician to Cambrian age. The formations include places that have basal sedimentary breccia, conglomerate and quartz sand. In addition, the formation includes interbedded layers of shale. The geologic map also indicates that the parent rock at FS-88 site is metamorphosed sandstone. The parent rocks of the Blue Ridge Province are from the late Proterozoic age and are of the Ocoee basin. The formations include locally cross-bedded, metamorphosed, interbedded siltstone and sandstone. The geologic map is provided in Figure 2, Appendix 1.

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 4 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

3. SUBSURFACE EXPLORATION PROGRAM

3.1. Subsurface Exploration

A subsurface exploration program was conducted at Round Knob (FS-88), and Greene Mountain Road (FS-

98) on April 7 through April 11, 2021 by KS Ware & Associates (KSWA) subsurface exploration team.

The program consisted of drilling seven (7) soil borings (BH20-01 through BH20-07) on either side of the slides. The borings were advanced to their termination depths with a CME 45 and CME 550 Truck-mounted rotary drill rigs. The boring locations were selected by EFLHD geotechnical engineer based on the location of the observed damage, presence of underground utilities, and accessibility of the drilling rig. All boreholes were backfilled with auger cuttings after completion. Boring elevations were determined from the topographic plans. Borings extended to depths of 12 ft. to 37 ft. below existing site grades. Approximate boring locations are shown on the Boring Location Map in Appendix B.

3.2. Field Testing and Sampling

The borings were advanced to the termination depths using 3-¾ –in. (ID) hollow stem augers (HSA). Soil samples were obtained using a 2¼- in (OD) split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with AASHTO T206. Soil samples were typically recovered at 2.50 ft intervals in the top 20 ft and at 5.0 ft intervals thereafter, by driving the split-spoon sampler a distance of 18 inches into the undisturbed soil under the impact of a 140-lb. automatic hammer free-falling 30 inches. The total number of blows recorded for the last twelve inches of the 18-inch sample range is designated as the “Standard Penetration Resistance” or N-value. Spoon refusal, if encountered, is defined as greater than 50 blows per 6-inches of penetration of the split-spoon sampler.

The number of blows required to advance the sampler through each 6-inch interval was recorded on the field boring logs. Upon completion of the SPT, the sampler was removed from the borehole and sample recovery measurements were made and recorded for each sampling event. A field description by color, texture, and moisture was made for each recovered sample. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The SPT N-values for each sampling event were recorded on the boring logs.

The results of field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various material such as gravel, pebbles, organic matter, etc.; and observations of groundwater. They also contain interpretations by the exploration team of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information.

Rock coring was performed in borings BH20-01 and BH20-02, using rotary drilling techniques and samples were retrieved using an NQ core barrel and wireline. Rock core samples were preserved in wooden boxes for laboratory testing.

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 5 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

KS Ware & Associates performed laboratory testing on representative soil and rock samples and the remaing of the samples collected in the field were delivered to EFLHD Materials Testing facility in Sevierville, TN for storage. The sampling sequence and associated samples for the boring is presented in Appendix C.

The boring logs in Appendix C represent a compilation of field data and description of the soil samples by a geotechnical engineer. These records occasionally do not include all data recorded on the driller’s logs and field data sheets, but include all information considered relevant to the analysis and preparation of this report.

Groundwater level measurements, if present, were conducted at the times and under the conditions stated in the boring logs. It must be noted that fluctuations in groundwater level may occur due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were taken.

3.3. Laboratory Testing

A laboratory-testing program was conducted on representative soil samples recovered during the subsurface exploration to determine the soil engineering properties required for the analyses. The laboratory tests included, natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89/90), particle size analysis (AASHTO T-88), soil classification (AASHTO M-145). Unconfined Compressive Strength (AASHTO D 7012) tests were performed on representative rock samples. The results of the laboratory testing program are presented in Appendix D and summarized in Tables 1, 2 and 3.

Table 1 – Summary of Seive Tests Results

Boring No.

Sample Depth

(ft)

AASHTO

Classification

USCS

Classification

MC

Gravel

Sand

Silt / Clay

BH20-02 1.0-2.5 A-2-4 Clayey sand (SC) 7.6 9.4 64.3 26.3

BH20-03 1.0-2.5 A-1-b Silty sand (SM) with gravel 8.7 20.4 57.9 21.7

BH20-03 3.5-5.0 A-1-a Poorly graded Sand with silt and gravel (SP-SM) 9.8 29.0 60.4 10.6

BH20-04 1.0-2.5 A-4 Silty Sand (SM) 14.1 5.0 55.3 39.7

BH20-04 6.0-7.5 A-1-b Silty sand (SM) with gravel 6.0 33.2 45.8 21.0

BH20-04 11.0-12.5 A-1-b Silty sand (SM) with gravel 13.0 24.5 58.1 17.4

BH20-04 23.5-25.0 A-2-4 Silty Sand (SM) 10.7 2.4 69.6 28.0

BH20-05 6.0-7.5 A-1-a Well graded Gravel (GW) with clay and sand 4.5 51.8 41.5 6.7

BH20-06 3.5-5.0 A-1-b Well graded Sand (SW) with clay and gravel 5.5 27.4 61.8 10.9

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 6 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

USCS: Unified Soil Classification System

Table 2 – Summary of Attemberg Limits Tests Results

NP: Non-plastic USCS: Unified Soil Classification System

Table 3 – Summary of rock core UCS test results

Boring No.

Sample Depth (ft)

Compressive Strength psi ksf

BH20-01 7.5-8.0 2,400 350

BH20-01 10.5-11.0 2,120 310

4. SUBSURFACE CONDITIONS

4.1. General

A brief description of the soil and rock conditions encountered during the subsurface exploration is presented below. The stratification lines designating the interfaces between soil types on the boring logs represent approximate boundaries. The transition between materials may be gradual. It should be noted that one or more of the units may be absent at specific locations. Subsurface conditions may vary between the boring locations.

The boring logs are included in Appendix C.

BH20-07 1.0-2.5 A-1-a Poorly graded Gravel (GP) with clay and sand 4.2 52.7 37.9 9.4

BH20-07 6.0-7.5 A-1-a Well graded Gravel (GW) with clay and sand 3.4 61.2 30.8 8.0

Boring No.

Sample Depth

(ft)

USCS

Classification

MC

PL

LL

PI

BH20-03 1.0-2.5 Silty Sand (SM) with gravel 8.7 NP NP NP

BH20-03 3.5-5.0 Poorly graded Sand with silt and gravel (SP-SM) 9.8 NP NP NP

BH20-04 1.0-2.5 Silty Sand (SM) 14.1 NP NP NP

BH20-04 11.0-12.5 Silty Sand (SM) with gravel 13.0 NP NP NP

BH20-04 23.5-25.0 Silty Sand (SM) 10.7 NP NP NP

BH20-05 1.0-2.5 Sandy Silt (ML) 6.4 NP NP NP

BH20-05 18.5-20.0 Gravelly Silt 9.9 NP NP NP

BH20-07 13.5-15.0 Silty Lean Clay (CL) with sand and gravel 15.9 22 29 7

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 7 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

4.2. Round Knob Road, FS-88

4.2.1. Borings BH20-01 and BH20-02

Natural Deposits Natural deposits were encountered and extended to auger refusal and termination depths. These deposits consisted primarily of very dense poorly graded sand with gravel for BH20-01, and loose clayey sand in BH20-02. Sandstone was encountered underneath the sand layer.

Auger Refusal Auger refusal was encountered at a depth of 2.0 ft below existing site grades in boring BH20-1.

Rock Coring Rock coring was performed and extended to the termination depth of 12.0 ft and 16.4 ft below existing site grade in Borings BH20-01 and BH20-02, respectively. Unconfined compressive strength of rock cores tested ranged from 2,120 to 2,400 lb/sq in (psi).

Groundwater No groundwater was encountered in the borings during drilling operations.

4.2.2. Borings BH20-03 and BH20-04

Natural Deposits Natural deposits were encountered and extended to the borings auger refusal depth. These deposits consisted primarily of loose to to very dense silty sand, a very dense poorly and well graded sand. A Shale layer was encountered in boring BH20-03 between 6.2 ft to 11.0 ft below existing site grades.

Auger Refusal Auger refusal was encountered at depths of 18.5 ft and 37 ft below existing site grades in borings BH20-3 and BH20-04, respectivelly. No rock coring was performed at this site.

Groundwater No groundwater was encountered in the borings during drilling operations.

4.3. Greene Mountain Road (FS-98)

4.3.1. Borings BH20-05, BH20-06 and BH20-07

Natural Deposits Natural deposits were encountered and extended to the boring auger refusal depth in Borings BH20-05 and BH20-06, and termination depth of boring in BH20-07. These deposits consisted primarily of hard sandy silt, a dense well graded gravel, a firm fat clay, loose to moderately dense well graded sand, and a firm to hard lean clay. Shale and Limestone were encountered in borings BH20-05 and BH20-06 at different depths.

Auger Refusal

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 8 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Auger refusal was encountered at depths of 18.5 ft. and 23.5 ft. below existing site grades in borings BH20- 05 and BH20-07, respectively. No rock coring was performed at this site.

Groundwater No groundwater was encountered in the borings during drilling operations.

5. ANALYSIS AND RECOMMENDATIONS

5.1. Geotechnical Evaluation

Landslides occur as a result of unbalanced pressures along the sloping ground. The presence of water acts as a trigger mechanism by increasing the driving forces and/or reducing the shear strength of the in-situ materials. To mitigate slope stability problems, various approaches can be used. One approach is to reduce the driving forces and increasing shear strength. The shear strength can be increased by lowering the groundwater table which can be attained by improving the surface and subsurface drainage systems.

Another approach is increasing the resisting forces. Increasing the resisting forces can be achived by buttressing the slope, adding a retaining structure, or by reinforcing the slope.

5.2. Design Alternatives

Various alternatives were considered given their feasibility and effectiveness, site subsurface conditions, constructability, cost, and our experience with similar projects. A brief discussion of each alternative is presented below.

Alternative No. 1 – Gabion Baskets Wall

This alternative consists of re-establishing the roads and stabilize the slope by constructing a gabion basket wall. These walls consist of wiremesh baskets that are filled with stone and placed on top of each other to form a self draining retaining wall. Gabion walls are essentially gravity type walls and would require considerable thickness in order to provide adequate stability. They can sustain considerable deformation and differential settlements.

Alternative No. 2 – Reinforced Soil Slope (RSS)

Reinforced soil slopes are constructed using common construction materials, and conventional equipment and techniques, providing an economical and durable structure. These type of walls are cost effective, self-draining, and can tolerate larger differential settlements compared to other repair alternatives and they can be more esthetically pleasant. The reinforcing can be achieved by placement of horizontal gyosynthetics or metal elements.

Alternative No. 3 – Mechanically Stabilized Earth (MSE)

This alternative consists of re-establishing the roadway and stabilize the slope by constructiing a retaining wall with geosynthetic reinforced soil. MSE walls typically have precast panel facing. Alternatively, these

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 9 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

structures can be constructed with welded wire or gabion facing that provides the opportunity for vegetation to grow and mimic the surrounding landscape.

Alternative No. 4 –Soil Nail Reinforcing

Soil nails are reinforcing elements that are drilled and grouted in the ground to support unstable slopes.

They require a speciality contractor for construction and a through QA/QC program.

5.3. Recommendations

5.3.1. Round Knob Road

Based on our observations during the site reconnaissance, the results of our subsurface exploration program, geotechnical analyses, and discussions with our partner, it was concluded that gabion baskets wall with a maximum height of 9 ft and a base of 9 ft is recommended to be used at both Sta 122+30 and Sta 209+80.

The wall foundations should be supported on firm natural soils, engineered fill placed on firm natural soils, decomposed rock, or bedrock.

5.3.2. Greene Mountain Road

A gabion baskets wall with a maximum height of 12 ft and a base of 12 ft is recommended for this site at Sta 501+90. The wall height tapers to 6 at both ends. Again, The wall foundations should be supported on firm natural soils, engineered fill placed on firm natural soils, decomposed rock, or bedrock.

5.4. Geotechnical Analysis

The slope stability anlayses of the proposed earth retaining systems were conducted using limit equilibrium methodology, in general accordance with the design concepts and procedures presented in “AASHTO LRFD Bridge Design Specifications, 9th Ed.” (2020) (AASHTO) design requirements. A uniform distributed live surcharge load of 200 lb/sq ft (psf) was applied along the roads to account for traffic loading following AASHTO Section 3.11.6.4 requirements. A summary of the soil engineering parameters assumed in the external, internal, and global stability analyses is presented in Table 4.

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 10 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Table 4 - Summary of assumed engineering properties for analysis.

Material Type Unit Weight (pcf) Cohesion (psf) Internal Friction Angle ϕ (°)

Clayey Sand (SC) 110 – 120 0 34 – 36

Silty Sand (SM) 110 – 125 0 26 – 32

Silty Sand (SM) with gravel 120 – 130 0 – 100 35 – 45

Well graded Sand (SW-SC) with lean clay and gravel 120 – 130 0 – 100 34 – 45

Poorly graded Gravel (GP) with clay and sand 110 – 120 0 – 100 30 – 36

Well graded sand (GW) with clay and sand 100 – 120 0 – 100 30 – 36

Silty Leand Clay (CL) with sand and gravel 100 – 115 0 – 2000 0

Lean Clay (CL) 110 – 125 1000 – 5000 0

Rock - Sandstone 145 – 155 0 – 1000 30 – 45

Aggregate Base 115 – 120 0.0 34 – 38

Granular Backfill 110 – 120 0.0 34 – 36 Gabion Basket 110 – 115 Infinite Strength

The selected load and resistance factors and combinations are presented in Tables 5 and 6. The factors follow AASHTO.

Table 5 – Retaining wall load factors and combinations.

Load Combination EH EV ES LS EQ

Strength I (Max) 1.50 1.35 1.50 1.75 -

Strength I (Min) 0.90 1.00 0.75 1.75 -

Service I 1.00 1.00 1.00 1.00 -

Extreme Event I 1.00 1.00 1.00 1.00 or 0.50 1.00

Table 6 – Gravity Gabion Wall design resistance factors.

Analysis Resistance Factor

Sliding Φ: 0.90

Bearing Φ: 0.45

Overall/Global Φ: 0.75 (FS:1.3)

Internal Stability – Joint Resistance Φ: 0.75

Internal Stability - Overturning Φ: 1.00

Overall/Global Extreme Event I Φ: 0.9 (FS:1.1)

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 11 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

External and internal stability analysis computations were performed using PTC Mathcad Prime v. 7.0 software program by Computer Software Company (PTC) Inc., and the computer program Slide 2 by Rocscience, Inc. Copies of the computer output are included in Appendix E.

According to AASHTO 11.5.4.2, a seismic design shall not be considered mandatory for walls located in Seismic Zones 1 through 3, or for walls at Sites where the site adjusted peak ground acceleration is less than or equal to 0.4g, unless one or more of the following is true:

• Liquefaction induced lateral spreading or slope failure, or seismically induced slope failure, due to the presence of sensitive clays that lose strength during the seismic shaking, may impact the stability of the wall for the design earthquake.

• The wall supports another structure that is required, based on the applicable design code or specification for the supporting structure, to be designed for seismic loading and poor seismic performance of the wall could impact the seismic performance of that structure.

In addition, according to C11.5.4.2, paragraph 7, a seismic analysis should be considered mandatory if the wall is located in seismic zone 2 or higher, and if either of the following is greater than 30 feet:

• The exposed wall height plus the average depth over the width of the wall of any soil surcharge present.

• For tiered walls, the sum of the exposed height of all the tiers plus the average soil surcharge depth.

Based on the above listed criteria, we concluded that the proposed retaining walls do not require an external or internal seismic evaluation due to an adjusted PGA less than 0.4g, and the sites are located in Seismic Zones 1 to 3. However, an Extreme Event I global stability analysis is required for all sites. For this analysis, an assumed allowable lateral deformation was established based on the flexible nature of the types of structure. See the evaluation calculations in Appendix E for details.

The proposed retaining walls satisfied the minimum static and Extreme Event I (seismic) global stability requirements with the factors of safety listed in Table 7.

Table 7 – Global/Overall Stability Calculated Factors of Safety.

Road Site Calculated Factor of Safety

Static Seismic

Round Knob Road (FS-88) Sta 122+30 1.32 1.152

Sta 209+80 1.37 1.211

Greene Mountain Road (FS-98) Sta 501+90 1.38 1.114

Details of the global stability analyses are included in Appendix E.

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 12 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

6. REFERENCES

AASHTO-LRFD. (2020). AASHTO LRFD Bridge Design Specification (9th ed.). Washington, D.C.:

American Association of State Highway and Transportation Officials.

Clark, S. (2008). Geology of the southern Appalachian Mountains. Scientific Investigations Map. U.S.

Geological Survey. Retrieved July 13, 2021, from https://ngmdb.usgs.gov/Prodesc/proddesc_86253.htm

FHWA. (2014). Standard Specifications For Construction of Roads and Bridges on Federal Highway Projects (FP-14). US Department of Transportation. Washington D.C.: US Department of Transportation.

FHWA. (2015). Strength Characterization of Open-Graded Aggregates for Structural Backfills - FHWA- HRT-15-034. McLean: FHWA.

CHEROKEE NATIONAL FOREST, GREENE COUNTY, VIRGINIA

PAGE 13 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

7. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in this report have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these exploration and tests represent conditions at the specific locations and dates indicated. Subsurface conditions between these locations may vary. The Geotechnical Analyses and Recommendations Sections of this report include interpretations and recommendations developed by the Government in the process of preparing the design.

These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Prepared by:

Majed Abdelhadi, P.E.

Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

P ROJECT: KENDALL CAMPGROUND

RIVERBANK AND BOAT RAMP FIALURES REPAIR

RUSSELL COUNTY, KENTUCKY

PAGE 14 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

APPENDICES

Appendix A – Figures Appendix B – Borings Location Map Appendix C – Borings Logs Appendix D – Laboratory Testing Results Appendix E – Slope Stability Analyses Appendix F – Selected Photographs

DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

APPENDIX A – FIGURES

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 1

REG

Site Location and Vicinity Map EAST

STATE

TN

PROJECT

TN ERFO FS 2019-1(4)

SHEET

NO.

TOTAL

SHEETS

Data to create map retrieved from ArcGIS Online

0 0.9 1.8 2.7 3.60.45 Miles

TN ERFO FS 2019-1(4)

FS-98, Greene Mountain Road:

MP 4.19

FS-88, Round Knob Road:

MP 4.04

FS-88, Round Knob Road:

MP 2.49

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 1

REG

Site Location and Vicinity Map EAST

STATE

TN

PROJECT

TN ERFO FS 2019-1(4)

SHEET

NO.

TOTAL

SHEETS

Data to create map retrieved from ArcGIS Online t

0 0.35 0.7 1.05 1.40.175 Miles

FS-88, Round Knob Road: MP 2.49

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 1

REG

Site Location and Vicinity Map EAST

STATE

TN

PROJECT

TN ERFO FS 2019-1(4)

SHEET

NO.

TOTAL

SHEETS

Data to create map retrieved from ArcGIS Online

0 0.2 0.4 0.6 0.80.1 Miles

TN ERFO FS 2019-1(4)

FS-88, Round Knob Road: MP 4.04

FS-88, Round Knob Road: MP 2.49

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 1

REG

Site Location and Vicinity Map EAST

STATE

TN

PROJECT

TN ERFO FS 2019-1(4)

SHEET

NO.

TOTAL

SHEETS

Data to create map retrieved from ArcGIS Online

0 0.45 0.9 1.35 1.80.225 Miles

FS-98, Greene Mountain Road: MP 4.19

Geology of the southern Appalachian Mountains Authors: Clark, S.H.B.

Retrieved on July 12, 2021: https://ngmdb.usgs.gov/Prodesc/proddesc_86253.htm Scale - 1:806,000, Professional Paper 1691, USGS (2008))

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGNIA

FIGURE NO. 2

Geologic Map

STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

TN TN ERFO FS 2019-1(4) 1 1

FS-88,

Round Knob Road:

MP 2.49/4.04

FS-98,

Greene Mountain Road:

MP 4.19

EASTERN FEDERAL LANDS HIGHWAY DIVISION

APPENDIX B – BORINGs LOCATION MAP

DESIGNER

OWNER

PROJECT

SHEET TITLE

# DATE CHANGE DESCRIPTION

1000 Corporate Centre Drive Suite 250

Franklin, TN 37067

615.771.2480 tel 615.771.2459 fax www.aecom.com

60654209

SHEET NUMBER

PROJECT NO:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

DATE:

GRAPHIC SCALE

07/27/2021

Federal Highway Administration (FHWA)

Eastern Federal Lands Highway Division

Quantam Park, 22001 Loudoun County Pkwy

Suite E2-3-300

Ashburn, VA 20147

KNN

BCA

KNN

TN ERFO FS 2019-1(4)

FS-88 ROUND KNOB ROAD

FS-98 GREENE MOUNTAIN ROAD

CHEROKEE NATIONAL

FOREST, TN

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

SOIL CLASSIFICATION CHART

PT

OH

CH

MH

OL

CL

ML

SC

SM

SP

COARSE

GRAINED

SOILS

SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GC

GM

GP

GW

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS

CLEAN

GRAVELS

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GRAVEL

AND

GRAVELLY

SOILS

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

SILTS

AND

CLAYS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

2,406

2,408

2,410

2,412

2,414

2,416

2,418

2,420

2,422

2,424

-10 0 10 20 30 40 50 60 70 80 90 2,406

2,408

2,410

2,412

2,414

2,416

2,418

2,420

2,422

2,424

-10 0 10 20 30 40 50 60 70 80 90

50+

(0)

(0)

(100)

(62)

(60)

50+ (18)

(0)

(0)

(0)

E le va tio n (f t)

Distance Along Baseline (ft)

SUBSURFACE FENCE DIAGRAM

CLIENT FHWA Eastern Federal Lands Highway Division PROJECT NAME TN ERFO FS 2019-1(4)

PROJECT LOCATION Round Knob Rd, Cherokee National Forest, TNPROJECT NUMBER 60654209

FS-88 BH 20-01

N-value (RQD)

FS-88 BH 20-02

N-value (RQD)

2,405

2,410

2,415

2,420

2,425

2,430

2,435

2,440

2,445

2,450

-5 0 5 10 15 20 25 30 35 40 45 50 55 60 2,405

2,410

2,415

2,420

2,425

2,430

2,435

2,440

2,445

2,450

-5 0 5 10 15 20 25 30 35 40 45 50 55 60

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

E le va tio n (f t)

Distance Along Baseline (ft)

SUBSURFACE FENCE DIAGRAM

CLIENT FHWA Eastern Federal Lands Highway Division PROJECT NAME TN ERFO FS 2019-1(4)

PROJECT LOCATION Round Knob Rd, Cherokee National Forest, TNPROJECT NUMBER 60654209

FS-88 BH 20-03

N-value (RQD)

FS-88 BH 20-04

2,340

2,345

2,350

2,355

2,360

2,365

2,370

2,375

2,380

-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 2,340

2,345

2,350

2,355

2,360

2,365

2,370

2,375

2,380

-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

50+

E le va tio n (f t)

Distance Along Baseline (ft)

SUBSURFACE FENCE DIAGRAM

CLIENT FHWA Eastern Federal Lands Highway Division PROJECT NAME TN ERFO FS 2019-1(4)

PROJECT LOCATION Greene Mountain Rd, Cherokee National Forest, TNPROJECT NUMBER 60654209

FS-98 BH 20-05

N-value (RQD)

FS-98 BH 20-06

N-value (RQD)

FS-98 BH 20-07

APPENDIX C – BORING LOGS

FIELD CLASSIFICATION SYSTEM

Sands and Gravels Particle Size Identification

No. of Blows Relative Density Boulders: 8-inch diameter or more 0-5 Very Loose Cobbles: 3- to 8-inch diameter

6-10 Loose Gravel:

11-20 Firm Coarse: 1- to 3-inch 21-30 Very Firm Medium: 0.50- to 1-inch 31-50 Dense Fine: 0.25- to 0.50-inch 51+ Very Dense

Sand:

Silts and Clays Coarse: 2.00-mm to 0.25-inch (diameter of pencil lead)

No. of Blows Relative Consistency Medium: 0.074-mm to 2.00-mm 0-2 Very Soft (diameter of broom straw) 3-4 Soft Fine: 0.042-mm to 0.074-mm 5-9 Firm (diameter of human hair)

10-15 Stiff Silt: 0.002-mm to 0.042-mm 16-30 Very Stiff (Cannot see particles) 31+ Hard Clay: <0.002-mm

Relative Proportions Relative Quality of Rock Cores

Descriptive Term Percent Quality RQD

Trace 1-10 Very Poor 0-25%

Little 11-20 Poor 25-50%

Some 21-35 Fair 50-75%

And 36-50 Good 75-90% Excellent 90-100%

RQD = Total length of core recovered in pieces 4 inches long or longer x 100% Total length of core run

Rock Hardness

Very Soft Rock disintegrates or easily compresses to touch; can be hard to very hard soil.

Soft Rock is coherent but breaks easily to thumb pressure at sharp edges and crumbles with firm hand pressure.

Moderately Hard Small pieces can be broken off along sharp edges by considerable hard thumb pressure; can be broken by light hammer blows.

Hard Rock cannot be broken by thumb pressure, but can be broken by moderate hammer blows.

Very Hard Rock can be broken by heavy hammer blows.

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

SOIL CLASSIFICATION CHART

PT

OH

CH

MH

OL

CL

ML

SC

SM

SP

COARSE

GRAINED

SOILS

SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GC

GM

GP

GW

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS

CLEAN

GRAVELS

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GRAVEL

AND

GRAVELLY

SOILS

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

SILTS

AND

CLAYS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

POORLY-GRADED SAND (SP) with gravel, orange/brown, subround to subangular, find to medium grain, poorly-graded, very dense, dry

Auger Refusal at 2 FBGS Begin Coring SANDSTONE, gray/brown/orange, moderately hard, medium grain, moderately weathered, high angle fractures SANDSTONE with clay infill and limstone gravel fragments, gray/brown/orange, medium grain, highly weathered SANDSTONE, light to medium gray, moderately hard, medium to coarse grain, slightly weathered, widely spaced healed high angle fractures SANDSTONE, light to medium gray, moderately hard, medium to coarse grain, moderately to highly weathered, low and high angle fractures

Boring Terminated at 12 FBGS

2.0

3.0

4.0

5.0

12.0

2-50/2 50+

P la st ic ity I nd ex

Sheet 1 of 1

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

12.0 4/11/21 4/11/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Round Knob Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 550 drill rig with automatic hammer. SPT sampling. No groundwater encountered within boring. Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-88 BH 20-01

N -V al ue

W at er C o nt en t

P la st ic

L im it

CLAYEY SAND (SC), brown/orange, subround, fine to medium grain, poorly-graded, loose, moist

SANDSTONE, brown/orange, moderately hard, coarse grain, highly weathered closely-spaced high angle fractures (8.6'-16.4')

Boring Terminated at 16.4 FBGS

6.4

16.4

5-6-3

5-4-8

50/5

50+

7.6

4.7

P la st ic ity I nd ex

Sheet 1 of 1

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

16.4 4/9/21 4/9/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Round Knob Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-88 BH 20-02

N -V al ue

W at er C o nt en t

P la st ic

L

NP

NP

NP

SILTY SAND (SM) with gravel, angular to subangular, find to coarse grain, well-graded, moderately dense, dry

POORLY-GRADED SAND (SP-SM) with silt and gravel, saprolitic, brown, very dense, dry

SHALE

SANDY LEAN CLAY (CL), saprolitic, brown, very stiff, dry

Split Spoon Refusal at 18.5 FBGS

3.5

6.2

11.0

18.5

6-10-12

17-19-35

50/4

50/2

50/5

50/1

50/1

50+

50+

50+

50+

50+

8.7

9.8

NP

NP

P la st ic ity I nd ex

Sheet 1 of 1

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

18.5 4/9/21 4/9/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Round Knob Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-88 BH 20-03

N -V al ue

W at er C o nt en t

P la st ic

L

NP

NP

SILTY SAND (SM), brown/gray/orange, loose, moist

SILTY SAND (SM) with gravel, orange/white, subangular, fine to coarse grain, well-graded, very dense, dry to moist

SILTY SAND (SM) with gravel, residuum, saprolitic, light brown/orange/red, moderately dense to very dense, moist

WELL-GRADED SAND (SW-SC) with lean clay and gravel, gray/orange/brown, well-graded, very dense, dry

3.5

11.0

16.0

2-4-2

18-50/4

31-50/4

50/5

9-13-16

45-50/2

50/4

50/5

50+

50+

50+

50+

50+

50+

14.1

6.0

13.0

NP

NP

P la st ic ity I nd ex

Sheet 1 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

36.5 4/8/21 4/9/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Round Knob Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-88 BH 20-04

N -V al ue

W at er C o nt en t

P la st ic

L

NPNP53

SILTY SAND (SM), residuum, saprolitic, brown/red/black, very dense, moist

Auger Refusal at 37 FBGS Boring Terminated

23.5

37.0

22-50/5

45-50/2

20-31- 50/5

50+

50+

50+

10.7 NP

P la st ic ity I nd ex

Sheet 2 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

36.5 4/8/21 4/9/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Round Knob Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-88 BH 20-04

N -V al ue

W at er C o nt en t

P la st ic

L

NP

NP

SANDY SILT (ML), brown/orange, hard, dry

WELL-GRADED GRAVEL (GW) with clay and sand, brown/orange, moderately dense, dry

FAT CLAY (CH), residuum, saprolitic, brown/gray/orange, firm, moist

GRAVELLY SILT (ML), residuum, saprolitic, brown/gray/orange, firm, moist

3.5

13.9

16.0

15-22-29

7-8-6

6-2-2

22-28-25

6-7-8

6-7-6

2-7-8

5-9-13

6.4

4.5

6.8

9.9

NP

NP

P la st ic ity I nd ex

Sheet 1 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

28.5 4/8/21 4/8/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Greene Mountain Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-98 BH 20-05

N -V al ue

W at er C o nt en t

P la st ic

L

SHALE, dark gray, soft, very fine grain, moderately weathered, oxidation staining

Split Spoon Refusal at 28.5 FBGS

24.3

28.5

3-27-35

50/0

50+

P la st ic ity I nd ex

Sheet 2 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

28.5 4/8/21 4/8/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Greene Mountain Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-98 BH 20-05

N -V al ue

W at er C o nt en t

P la st ic

L

WELL-GRADED SAND (SW), with gravel, white/light gray/brown/orange, subangular to subround, fine to course grain, well-graded, moderately dense, dry

WELL-GRADED SAND (SW) with clay and gravel, brown, subround to subangular, medium to coarse grain, moderately dense, moist LIMESTONE with shale, weathered, saprolitic

LEAN CLAY (CL) with sand and gravel, saprolitic, gray/brown/black, hard, dry to saturated

3.5 3.9

18.5

8-6-9

11-39-49

47-50/1

35-50/1

50/1

50/1

50/1

22-33-42

50+

50+

50+

50+

50+

5.5

P la st ic ity I nd ex

Sheet 1 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

35.0 4/7/21 4/7/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Greene Mountain Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-98 BH 20-06

N -V al ue

W at er C o nt en t

P la st ic

L

Split Spoon lost in hole. No Recovery.

Boring Terminated at 35 FBGS 35.0

6-18-28

50/1

47-50/5

50+

50+

P la st ic ity I nd ex

Sheet 2 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

35.0 4/7/21 4/7/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Greene Mountain Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-98 BH 20-06

N -V al ue

W at er C o nt en t

P la st ic

L

POORLY-GRADED GRAVEL (GP) with clay and sand, orange/brown, subangular, medium to coarse grain, loose, dry

WELL GRADED GRAVEL (GW) with clay and sand, orange/brown, subangular, medium to coarse grain, loose, dry

SILTY LEAN CLAY (CL) with sand and gravel, brown, firm, moist

LEAN CLAY (CL) with sand and gravel, saprolitic, gray/black/brown, hard, moist

6.0

13.5

16.0

6-6-5

4-2-4

5-4-5

4-3-3

3-2-2

1-2-4

7-6-50/5

50/1

50+

50+

3.4

P la st ic ity I nd ex

Sheet 1 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

23.5 4/8/21 4/8/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Greene Mountain Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-98 BH 20-07

N -V al ue

W at er C o nt en t

P la st ic

L

Split Spoon Refusal at 23.5 FBGS Boring Terminated

23.5

50/0 50+

P la st ic ity I nd ex

Sheet 2 of 2

D ep th , f ee t

Remarks:

G ra ph ic

L og

Li qu id L im it

23.5 4/8/21 4/8/21 Stan White Matt Edmunds

Completion Depth (ft.):

Date Started:

Date Completed:

Drilled By:

Logged By:

Location:

PROJECT NAME:

LOCATION:

PROJECT NO.:

TN ERFO FS 2019-1(4)

Greene Mountain Rd, Cherokee National Forest, TN

300-21-0005

R ec ov er y

Truck-mounted CME 45 drill rig with automatic hammer.

SPT sampling. No groundwater encountered within boring.

Borings backfilled with auger cuttings upon completion.

MATERIAL DESCRIPTION

S am pl esApprox. Surface El. (feet, MSL):

KSWA BORING LOG

R Q

D

P oc ke t

P en ts f)

S P

T V al ue s

BORING NO. FS-98 BH 20-07

N -V al ue

W at er C o nt en t

P la st ic

L

APPENDIX D – LABORATORY TESTING RESULTS

0 20 40 60 80 100

FinesLL

Equipment Used: Liquid Limit Device, Oven, Ohaus 3kg Scale, Metal Tares, Mortar and Pestle, Spatula, Plastic Grooving Tool

SS

SS

SS

SS

SS

SS

SS

SS

ATTERBERG LIMITS (ASTM D4318)

P

LA

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

ML MH

PL PI

SS = Split Spoon ST = Shelby Tube G = Grab Sample B = Bulk Sample

Abbreviations:

NP = Non-plastic LL = Liquid Limit PL = Plastic Limit PI = Plasticity Index

CL

TEST DATE: 5/20/2021

DATE: 5/24/2021

CH

Specimen Identification Soil Description

NP

NP

NP

NP

NP

NP

NP

TESTED BY: S. Krikorian

REVIEWED BY: K. Andrus

SAMPLE

TYPE

SILTY SAND with GRAVEL(SM)

POORLY GRADED SAND with SILT and GRAVEL(SP-SM)

SILTY SAND(SM)

SILTY SAND with GRAVEL(SM)

SILTY SAND(SM)

FS-88 BH 20-03, 1.0'-2.5'

FS-88 BH 20-03, 3.5'-5.0'

FS-88 BH 20-04, 1.0'-2.5'

FS-88 BH 20-04, 11.0'-12.5'

FS-88 BH 20-04, 23.5'-25.0'

FS-98 BH 20-05, 1.0'-2.5'

FS-98 BH 20-05, 18.5'-20.0'

FS-98 BH 20-07, 13.5'-15.0'

CL-ML

52 Lindsley Avenue, Suite 101 Nashville,Tennessee 37210 Phone: (615) 255-9702 Fax: (615) 256-5873

PROJECT NUMBER 300-21-0005

CLIENT: AECOM PROJECT NAME: AECOM FHA Borings

PROJECT LOCATION: Cherokee National Forest, TN

SANDY SILT

GRAVELLY SILT

SILTY LEAN CLAY

0.0010.010.1110100

SOIL DESCRIPTION:

SILTY SAND with GRAVEL(SM)

POORLY GRADED SAND with SILT and GRAVEL(SP-SM)

SILTY SAND(SM)

FS-88 BH 20-02, 1.0'-2.5'

FS-88 BH 20-03, 1.0'-2.5'

FS-88 BH 20-03, 3.5'-5.0'

FS-88 BH 20-04, 1.0'-2.5'

FS-88 BH 20-04, 6.0'-7.5'

9.4

20.4

29.0

5.0

33.2

26.3

21.7

10.6

39.7

21.0

64.3

57.9

60.4

55.3

45.8

%Clays

6.42

NP

NP

NP

0.103

0.159

1.193

0.137

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Spec. Grav.

10024 16 301

Description

%Silts

9.5

Specimen Identification

Specimen Identification

PI Cc

D60 D30

501/2 1403 4 20 406 601.5 8 143/4 3/8

U.S. SIEVE NUMBERSU.S. SIEVE OPENING IN INCHES HYDROMETER

%Gravel

6 103

GRAIN SIZE IN MILLIMETERS

D100 D10

0.44

2.207

3.396

0.708

3.107

COBBLES

GRAVEL

%Sand

SAND

coarse fine coarse

SILT OR CLAY

finemedium

NP

NP

NP

NP

NP

NP

CuLL PL

51.99

TESTED BY: S. Krikorian TEST DATE: 5/20/2021 REVIEWED BY: K. Andrus DATE: 5/24/2021

GRAIN SIZE DISTRIBUTION

ASTM D6913 - COARSE GRAIN SIZE

ASTM D7928 - FINE GRAIN SIZE

52 Lindsley Avenue, Suite 101 Nashville,Tennessee 37210 Phone: (615) 255-9702 Fax: (615) 256-5873

PROJECT NUMBER 300-21-0005

CLIENT: AECOM PROJECT NAME: AECOM FHA Borings

PROJECT LOCATION: Cherokee National Forest, TN

FS-88 BH 20-02, 1.0'-2.5'

FS-88 BH 20-03, 1.0'-2.5'

FS-88 BH 20-03, 3.5'-5.0'

FS-88 BH 20-04, 1.0'-2.5'

FS-88 BH 20-04, 6.0'-7.5'

CLAYEY SAND

SILTY SAND with GRAVEL

0.0010.010.1110100

SOIL DESCRIPTION:

SILTY SAND with GRAVEL(SM)

SILTY SAND(SM)

FS-88 BH 20-04, 11.0'-12.5'

FS-88 BH 20-04, 23.5'-25.0'

FS-98 BH 20-05, 6.0'-7.5'

FS-98 BH 20-06, 3.5'-5.0'

FS-98 BH 20-07, 1.0'-2.5'

24.5

2.4

51.8

27.4

52.7

17.4

28.0

6.7

10.9

9.4

58.1

69.6

41.5

61.8

37.9

%Clays

2.78

2.29

0.65

NP

NP

0.257

0.086

1.987

0.647

0.723

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Spec. Grav.

10024 16 301

Description

%Silts

Specimen Identification

Specimen Identification

PI Cc

D60 D30

501/2 1403 4 20 406 601.5 8 143/4 3/8

U.S. SIEVE NUMBERSU.S. SIEVE OPENING IN INCHES HYDROMETER

0.207

0.082

%Gravel

6 103

GRAIN SIZE IN MILLIMETERS

D100 D10

2.325

0.737

6.876

2.868

9.819

COBBLES

GRAVEL

%Sand

SAND

coarse fine coarse

SILT OR CLAY

finemedium

NP

NP

NP

NP

CuLL PL

33.26

45.06

119.55

TESTED BY: S. Krikorian TEST DATE: 5/19/2021 REVIEWED BY: K. Andrus DATE: 5/24/2021

GRAIN SIZE DISTRIBUTION

ASTM D6913 - COARSE GRAIN SIZE

ASTM D7928 - FINE GRAIN SIZE

52 Lindsley Avenue, Suite 101 Nashville,Tennessee 37210 Phone: (615) 255-9702 Fax: (615) 256-5873

PROJECT NUMBER 300-21-0005

CLIENT: AECOM PROJECT NAME: AECOM FHA Borings

PROJECT LOCATION: Cherokee National Forest, TN

FS-88 BH 20-04, 11.0'-12.5'

FS-88 BH 20-04, 23.5'-25.0'

FS-98 BH 20-05, 6.0'-7.5'

FS-98 BH 20-06, 3.5'-5.0'

FS-98 BH 20-07, 1.0'-2.5'

WELL GRADED GRAVEL with CLAY and SAND

WELL GRADED SAND with CLAY and GRAVEL

POORLY GRADED GRAVEL with CLAY and SAND

0.0010.010.1110100

SOIL DESCRIPTION:

FS-98 BH 20-07, 6.0'-7.5'

61.2 8.030.8 %Clays

1.48

1.41

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Spec. Grav.

10024 16 301

Description

%Silts

Specimen Identification

Specimen Identification

PI Cc

D60 D30

501/2 1403 4 20 406 601.5 8 143/4 3/8

U.S. SIEVE NUMBERSU.S. SIEVE OPENING IN INCHES HYDROMETER

0.109 %Gravel

6 103

GRAIN SIZE IN MILLIMETERS

D100 D10

12.391

COBBLES

GRAVEL

%Sand

SAND

coarse fine coarse

SILT OR CLAY

finemedium

CuLL PL

113.96

TESTED BY: S. Krikorian TEST DATE: 5/19/2021 REVIEWED BY: K. Andrus DATE: 5/24/2021

GRAIN SIZE DISTRIBUTION

ASTM D6913 - COARSE GRAIN SIZE

ASTM D7928 - FINE GRAIN SIZE

FS-98 BH 20-07, 6.0'-7.5'

52 Lindsley Avenue, Suite 101 Nashville,Tennessee 37210 Phone: (615) 255-9702 Fax: (615) 256-5873

PROJECT NUMBER 300-21-0005

CLIENT: AECOM PROJECT NAME: AECOM FHA Borings

PROJECT LOCATION: Cherokee National Forest, TN

WELL GRADED GRAVEL with CLAY and SAND

54 Lindsley Avenue

Nashville, Tennessee 37210 tel: 615-255-9702 fax: 615-256-5873

Project Name:

Sample Description:

Date Received:

PSI KSF

FS 88 BH 20-01 1.860 4.198 2.257 2.717 6510 2,400 350

FS 88 BH 20-01 1.848 3.993 2.161 2.681 5670 2,120 310

Remarks :

Date:

Date: 6/3/2021

Average

Diameter

(in)

10.5-11

3/5/2021

UNCONFINED COMPRESSIVE STRENGTH OF ROCK CORES (ASTM D7012 Method C)

AECOM FHWA Sub Ex Sample Type: NQ Rock Cores

Project Number: 300-21-0005 Test Date: 6/1/2021

Limestone/Sandstone

7.5-8

Surface

Area

(in

Total Load

(lbs)

Compressive Strength

Reviewed By: D. Hodnett

Sample ID Depth

(ft)

Results reported may differ from results obtained from a test specimen that meet the requirements of Practice D4543

Submitted By: S. Krikorian 6/1/2021

Average

Height

(in)

L/D Ratio

Chattanooga TN • Bowling Green, KY www.kswarellc.com

54 Lindsley Avenue

Nashville, Tennessee 37210 tel: 615-255-9702 fax: 615-256-5873

Project Name:

Test Date:

Date Received:

Equipment Used:

Sample ID Sample

Depth

Tare Weight

(grams)

Tare and

Wet Soil

Weight

(grams)

Tare and Dry

Soil Weight

(grams)

Water

Weight

(grams)

Percent

Moisture

FS98 20-07 13.5-15' 21.31 100.26 89.38 10.88 15.9

FS98 20-07 1-2.5' 21.10 147.75 142.67 5.08 4.2

FS98 20-05 6-7.5' 20.40 154.96 149.17 5.79 4.5

FS98 20-05 13.5-15' 21.01 99.24 94.26 4.98 6.8

FS98 20-05 18.5-20' 21.07 115.74 107.18 8.56 9.9

FS98 20-05 1-2.5' 20.93 104.27 99.26 5.01 6.4

FS98 20-06 3.5-5 21.11 116.12 111.14 4.98 5.5

FS88 20-04 23.5-25' 20.93 104.85 96.72 8.13 10.7

FS88 20-04 1-2.5' 21.24 76.55 69.73 6.82 14.1

FS88 20-04 6-7.5' 21.54 136.05 129.59 6.46 6.0

FS88 20-04 11-12.5' 21.24 113.24 102.68 10.56 13.0

FS88 20-03 1-2.5' 20.74 101.10 94.70 6.40 8.7

FS88…