Soils_and_Foundations_Report_No._07-14.pdf

SOILS AND FOUNDATIONS

REPORT NO. 07-14

PROJECT NC ERFO FSR 2013-1(1)

LANDSLIDES REPAIR

TATHAM GAP ROAD (NFSR # 423)

CHEROKEE AND GRAHAM COUNTIES, NORTH CAROLINA

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

June, 2014

TABLE OF CONTENTS

REPORT SECTION ............................................................................................... PAGE

Introduction General Project Location Background Regional Geology Soil Survey

Subsurface Exploration Program General Drilling and Sampling Data Summary Laboratory Testing Geophysical Survey

Subsurface Conditions Stratification Groundwater Seismic Refraction Survey

Design Analysis and Recommendations Design Alternatives Design Analyses

Construction Considerations General Excavations Backfill Material

Disclaimer/Limitations Clause

APPENDICES

A Figures B Borings Location Maps C Subsurface Profiles D Boring Logs E Laboratory Testing Results F Seismic Refraction Results G Design Analysis H Typical Sections I Photographs

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

DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

SOILS AND FOUNDATIONS

REPORT NO. 07-14

PROJECT NC ERFO FSR 2013-1(1)

TATHAM GAP ROAD (NFSR # 423)

CHEROKEE AND GRAHAM COUNTIES, NORTH CAROLINA

INTRODUCTION

General

This report presents the results of the subsurface exploration, laboratory testing, and geotechnical analysis and provides our evaluations and recommendations for the repair of three (3) landslides along Tatham Gap Road, National Forest Service Road (NFSR) No. 423, as reported in the Damage Survey Reports (DSR) No. 423-1.89, 423-3.39, and 423-3.48. Two additional disaster sites along Tatham Gap Road described in DSR No.

423-6.422 and 423-7.285 pertain to embankment repairs, possibly due to culvert failure, and will not be addressed in this report.

Project Location

The project includes five disaster sites site along Tatham Gap Road (NFSR#423) within the Nantahala National Forest spanning Cherokee and Graham counties in southwestern North Carolina. Table 1 provides a list of the disaster sites.

Table 1 – Summary of Disaster Sites along Tatham Gap Road

Site No. Mile Post County

1 1.89 Cherokee

2 3.39 Cherokee

3 3.48 Cherokee

4 6.42 Graham

5 7.29 Graham

A site location and vicinity map is presented in Figure 1 in Appendix A.

Background

Damage Survey Reports dated July 2013 indicate that the landslide and embankment failures were observed after the heavy rain events of early 2013.

PROJECT NC ERFO FSR-2013-1(1)

NORTH CAROLINA ERFO NC2013-1-FS

CHEROKEE AND GRAHAM COUNTY, NORTH CAROLINA

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Our site reconnaissance in October 2013 indicated that sites 1, 2, and 3 experienced landslides along the hillside fill slopes of NFSR #423, which is currently closed to motorists. Overtopping of runoff and culvert failure were observed at Sites 4 and 5.

Geology

Regional Geology

According to the “Geologic Map of North Carolina”, North Carolina Geologic Survey (1985), sites 1 through 3 lie within the Brasstown Formation, which consists of cross-biotite schist and micaceous quartzite in the lower part. Micaceous schist is the primary rock and consists of mica and quartz as the primary minerals with schistosity due to parallel arrangement of mica flakes. Secondary rocks include quartzite, which is a granoblastic metamorphic rock consisting primarily of quartz and formed by recrystallization of sandstone or chert by either regional or thermal metamorphism.

Sites 4 and 5 within the Nantahala Formation and Tusquitee Quartzite. The Nantahala Formation consists of dark gray slate and metasiltsone that is laminated to thinly bedded and is reported as being sulfidic. Tusquitee Quartzite consists of white to light yellowish gray with numerous thick slate layers. Slate is the primary rock type and is compact, fine-grained, and possesses slaty cleavage, which can cause rock to split into slabs and thin plates. The secondary and other rock types include metasedimentary and quartzite rocks.

A geologic map of the project area is provided as Figure 2 in Appendix A of this report.

Soil Survey

Data from the United States Department of Agriculture (USDA) National Cooperative Soil Survey (NCSS) was used to obtain soil information in the upper layers within the limits of the project area. The Web Soil Survey tool was used to determine the major map units. Following is a list of major map units within each site.

Site 1 lies within the Junaluska-Tsail Complex (JtF), with 50 to 95 percent slopes, and consisting of residuum weathered from phyllite and/or slate.

Sites 2 and 3 lie within the transition between the Junaluska-Tsail Complex (JtD), 15 to 30 percent slopes, and the Sylco-Cataska Complex (SyF), 50 to 95 percent slopes, both described as residuum weathered from phyllite and/or slate.

Site 4 lies within Spivey-Whiteoak Complex (SvD) with 30 to 50 percent slopes, described as boulder skeletal colluvium derived from phyllite and/or slate, and/or meta sandstone and/or meta greywacke.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Site 5 lies within the Bellwood-Reddies (DeB) Complex with 0 to 5 percent slopes consisting of gravelly and cobbly sandy alluvium.

A Soil Survey Map of the project area is provided as Figure 3 in Appendix A of this report.

SUBSURFACE EXPLORATION PROGRAM

General

A subsurface exploration program consisting of soil borings and geophysical (seismic refraction) testing was conducted to characterize subsurface conditions.

Drilling and Sampling

A drilling program was performed by the EFLHD subsurface exploration team from January 13 to 20, 2014. The program consisted of thirteen (13) soil borings drilled to depths ranging from 7.5 to 40.6 feet below existing site grades. Table 2 provides a summary of the boring locations.

Table 2 – Boring locations, depths and ground surface elevations

Boring No. Location Northing* Easting* Ground Surface EL** (feet)

Borehole Depth (feet)

B-01 MP 1.89 573884.44 560996.28 2528.5 25.7

B-02 MP 1.89 573898.29 560953.12 2531.0 40.6

B-03 MP 3.39 578129.28 562433.09 3137.3 19.6

B-04 MP 3.39 578131.84 562421.14 3138.6 14.6

B-05 MP 3.39 578160.43 562410.29 3139.8 28.5

B-06 MP 3.39 578225.51 562403.3 3142.7 8.8

B-06A¶ MP 3.39 578234.18 562402.63 3143.4 7.5

B-07 MP 3.48 578596.67 562452.82 3176.5 10.5

B-07A¶ MP 3.48 578602.6 562450.41 3177.2 9.2

B-08 MP 3.48 578653.88 562457.23 3180.9 9

B-09 MP 3.48 578679.93 562474.7 3183.2 11.3

B-10 MP 6.42 585213.31 561656.53 2828.2 17

B-11 MP 7.29 588912.73 561740.06 2484.8 15.6

*Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983) **Elevations referenced to North American Vertical Datum of 1988 (NAVD 1988) ¶Borings were advanced without sampling until auger refusal was reached

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Borings were drilled using a CME 750 drill rig mounted on a rubber tired all-terrain vehicle (ATV). Boreholes were advanced using 3-¾-inch (inside diameter) hollow stem augers (HSA) in soil and highly weathered rock. Borings were terminated upon reaching auger refusal or after reaching the planned boring depth. Boring locations were laid out by EFLHD personnel in the field by referencing topographic features, measuring distances from existing surface features, and estimating right-angles. Upon completion, locations were surveyed by the EFLDH Survey Team to obtain ground surface elevations and horizontal coordinates at each boring location.

Soil samples were obtained using a standard split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with ASTM D 1586, Standard Method of Penetration Test and Split Barrel Sampling of Soils. SPT was performed by driving the split-spoon sampler a distance of 24 inches into the undisturbed soil under the impact of a 140-pound automatic hammer free falling 30 inches. SPT was generally performed at a frequency of two per 5-foot interval in the upper 20 feet and at 5-foot intervals thereafter. The number of hammer blows required to advance the split-spoon sampler the middle foot of the 24-inch sample interval is designated as the “Standard Penetration Resistance” or N-value. The number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs. SPT refusal is defined by achieving 50 blows per 6-in. (or less) of the split-spoon sampler.

Representative portions of the split-spoon samples were preserved in glass jars. The samples were visually classified and logged in the field by the crew team leader.

Samples were then delivered to the EFLHD Materials Testing facility in Sevierville, Tennessee for testing and storage. Details on sampling and sample descriptions are provided in the boring logs included in Appendix D of this report. Boreholes were backfilled with auger cuttings upon completion.

Data Summary

Data collected from the exploratory borings was recorded on the driller’s logs. These data sheets and logs indicate the boring methods, samples attempted and recovered, indications of the presence of various materials such as gravel, pebbles, organic matter, and observations of groundwater. The logs also contain interpretations 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 represent both factual and interpretative information.

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

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Groundwater levels, when encountered, were measured in the boreholes at the times and under the conditions stated in the boring logs. Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

Laboratory Testing

Laboratory testing was performed on representative soil samples recovered during the subsurface exploration to aid in classification and evaluation of engineering parameters of the subsurface materials. The following tests were performed on selected samples.

Particle size analysis (AASHTO T-11 and T-27) Moisture content (AASHTO T-265) Liquid Limit (AASHTO T-89) Plastic Limit (AASHTO T-90)

A summary of the laboratory test results is presented in Tables 3. Laboratory test results are provided in Appendix E.

Table 3 – Summary of Soil Laboratory Test Results

Boring No.

Sample No.

Sample Depth (feet)

Gravel

Sand

Fines

Moisture Content

B-01 J-1 1-3 10.9 51.1 38.0 16.9

B-02 J-4 8-10 18.9 51.0 30.1 20.3

B-02 J-7 15-17 1.4 43.9 54.7 13.1

B-02 J-9 20-22 0.3 56.2 43.5 25.6

B-03 J-3 5-7 33.3 43.1 23.6 11.7

B-04 J-3 5-7 7.7 66.3 26.0 19.8

B-04 J-4 5-7 2.4 62.1 35.5 24.2

B-05 J-2 3-5 1.5 55.5 43.0 15.7

B-05 J-9 20-22 3.1 56.4 40.5 30.1

B-07 J-3 3-5 33.0 40.7 26.3 15.6

B-08 J-1 1-3 22.5 46.8 30.7 18.5

B-08 J-2 3-5 30.0 42.8 27.2 18.0

B-11 J-2 5-7 62.0 28.6 9.4 16.4

Note: All samples tested for liquid and plastic limits were found to be non-plastic

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Geophysical Survey

EFLHD performed a geophysical refraction survey on January 9, 2014 to further assess the subsurface conditions at sites 1 through 3 where landslides occurred. The seismic refraction survey was performed in general accordance with ASTM D 5777, Standard Guide for Using the Seismic Refraction Method for Subsurface Investigations using a line of geophones and a GEODE-24 Multi-channel Seismograph device. Geophones were laid on the ground along the existing roadway, spaced at 10 ft intervals with a total length of 100 feet, 140 feet, and 120 feet, for sites 1, 2, and 3, respectively, described in this report as the spread lines.

Seismic energy was generated using a 20-pound sledge hammer swung manually against a striker plate on the ground. The striker plate improves the coupling of energy from the hammer to the ground. Each shot set included three hammer blows to enhance the signals read by the seismograph. Seven (7) shot sets were performed for each spread line. Shot locations included one shot 10 feet beyond each end of the spread line, known as off-end shots. Shot were also taken at the limits of the spread line near the first and last geophone. Interior shots were also taken at quarter points and at the center of the spread line. The locations of the spread lines were surveyed to determine horizontal and vertical coordinates. The location of the geophysical survey lines are referenced on the boring location maps provided in Appendix B. The processed the geophysical data was processed using SeisImager 2-dimensional seismic refraction data analysis software by Geometrics, Inc. The seismic refraction survey results are included in Appendix F.

SUBSURFACE CONDITIONS

Stratification

A brief description of the subsurface conditions encountered during our field work is listed below. Generalized subsurface profiles are presented in Appendix D of this report. Note that stratification lines designating the interfaces between layers on the boring logs and the subsurface profiles represent approximate boundaries while the transition between materials may be gradual.

The subsurface profile can be classified into the following strata based on descriptions on the boring logs, where classifications of the samples are recorded.

Fill.

Fill was encountered in all of the borings performed. The fill material consisted of very loose to medium dense, orange to reddish brown and brown silty sand with gravel, clayey sand, and poorly graded gravel with silt and sand. Medium stiff brown to black sandy silt was also encountered in boring B-10. SPT N-values recorded ranged from 1

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

to 10 blows per foot (bpf). The fill layer thickness varied from less than 2 feet to 11 feet.

Highly Weathered Rock Underlying the Fill stratum, weathered rock was encountered. The weathering profile varied from decomposed and completely weathered (residuum) at the top of the layer becoming highly weathered with increasing depth. It consists of reddish brown silty sand and sandy silt with gravel sized rock fragments and is medium dense to very dense. The layer exhibited relic rock structure with varying amounts of mica. SPT refusal was generally encountered in this layer.

Bedrock Underlying the Highly Weathered Rock stratum, bedrock was encountered at depths ranging from 9 feet to more than 40 feet below ground surface. Auger refusal is defined as the depth at which the augers can no longer penetrate the ground. Rock coring was not performed as part of this study; however, based on geologic reports, rock is expected to consist of schist and micaceous quartzite.

Groundwater

Groundwater was not encountered within the five disaster sites at the time of drilling;

however, several samples were found to be “wet” upon retrieval, indicating possible perched groundwater conditions. Note that changes in groundwater levels should be expected due to seasonal variations, precipitation, evaporation, and surface water runoff.

Seismic Refraction Survey

The seismic refraction survey results can be used to evaluate the soil/weathered rock interface based on the compression wave (p-wave) velocity. Our interpretation of the correlation between soil/rock and p-wave velocities is presented in Table 4.

Table 4 - Seismic refraction survey results

Soil Type/Density P -wave Velocity (ft/s)

Site 1 Site 2 Site 3 Overburden Soil <2,400 <3,100 <2,400 Highly Weathered Rock 2,400-3,200 3,100-5,400 2,400-4,300 Rock >3,200 >5,400 >4,300

In general, the refraction survey results were in agreement with the data obtained from the soil borings. Results from the refraction survey are shown on the profiles provided in Appendix F of this report.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

DESIGN ANALYSIS AND RECOMMENDATIONS

Design Alternatives

Two alternatives were considered feasible and effective for the landslides repairs.

These alternatives were based on subsurface conditions, constructability, cost, and our experience with similar projects. The alternatives are briefly discussed below:

Alternative 1 – Geosynthetic Reinforced Soil (GRS) Slope This alternative consists of rebuilding the hillside fill embankment with geosynthetic reinforced soil slope, supported on firm, natural soils. This alternative may require installation of excavation support for an excavation support system.

Two options are available with this alternative. Option A is to reconstruct the GRS slope with a facing that nearly matches the slope of the existing hillside fill slope, which is generally at a slope ratio of 1V:1H or steeper. Option B is to reconstruct the GRS slope with nearly vertical facing to reduce the vertical and horizontal limits of the repair.

Alternative 2 – Soil Nail Reinforcement This alternative consists of restoring the roadway profile and the installation of a soil nail system to protect the roadway from future slides.

Table 5 – Slope Stabilization Alternative Comparison

No. System Advantages Disadvantages Applicability

1A GRS with 1V:1H Slope Face

Flexible Cost effective Rapid Construction Vegetated facing blends to environment

Larger footprint Requires high quality backfill material May require shoring for temporary cut slopes

Applicable for sites 1 & 3 only

1B GRS with 7V:1H Slope Face

Flexible Cost effective Rapid Construction Smaller footprint

Requires additional support at facing

Requires high quality backfill material

May require shoring for temporary cut slopes

Establishing vegetated facing may be challenging

Applicable for all sites

2 Soil Nail Reinforcement

Small footprint Less disturbance to existing terrain Rapid construction

Requires specialized equipment and contractors

Additional quality control required for nails

Curing time for grout Additional corrosion protection for long-term performance

Cost

Applicable for sites 1 & 3 only

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Based on the aforementioned comparison, Alternative 1A is recommended for sites 1 and 3. Alternative 1B is recommended for Site 2.

Design Analyses

Design of the GRS walls was conducted using limit equilibrium design methodology, in general accordance with the design concepts and procedures presented in FHWA Publication FHWA-GEC 011, “Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes,” (2010). Stability analyses for internal, external, and compound failure modes were performed to evaluate minimum factors of safety and required reinforcement embedment lengths.

A summary of soil and rock strength parameters assumed in the stability analyses are presented in Table 6.

Table 6 – Summary of Soil and Rock Properties

Material Type

Unit Weight, γ (pcf)

Drained Cohesion, c’ (psf)

Drained Angle of Internal Friction, Φ’ (deg)

In place Soil* 120 0-100 28-32

Reinforced Soil** 125 0 34

Highly Weathered Rock¶

135 400 34

Bedrock¶ 140 2,000 36 *Strength of in place soil was determined based on back-analysis of pre-failed slope **Material assumed to be select granular backfill meeting the requirements of FP-03 Section 704.10 ¶Rock properties determined based on relationships developed by Hoek and Bray (1981) and Kulhawy (1975)

A uniformly distributed surcharge load of 250 psf was applied along the top of the slope to account for traffic live loading.

Design criteria for different failure modes are provided in Table 7 based on limit equilibrium methods using and the allowable stress design approach.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Table 7 – Design Criteria

Failure Mode Minimum Factor of

Safety Sliding 1.3

Global Stability 1.5

Compound Stability 1.3

Reinforcement Pull-out 1.5

Stability analyses were performed using the computer programs Slide v. 6.0 by Rocscience, Inc., and ReSSA v. 3.0 by ADAMA Engineering, Inc. Computer output files are included in Appendix G. The output files provide the soil input properties, wall sections geometry analyzed, reinforcement spacing, type, strength and interaction parameters, the calculated safety factors for the stability criteria presented above, and plots of the calculated critical failure plane.

To satisfy the design criteria, the following slope and reinforcement length configuration is recommended.

Table 8 – GRS Slope Configuration

Site No.

Height* (ft)

Height (H1) of Lower Level

Reinforcement** (feet)

Lower Level

MRRL**

(feet)

Upper Level

MRRL¶

(feet)

Maximum Vertical Spacing

(feet)

Minimum

LTDS

(pounds/feet)

Minimum Foundation Embedment Depth (feet)

1 14 4.5 13 15 1.5 3,000 2

2 16 4.5 16 14 1.5 4,000 2

3 12 3 11 14 1.5 3,000 2

MRRL: Minimum Required Reinforcement Length LTDS: Long-term Tensile Design Strength of Reinforcement *Height does not include the embedment of GRS slope **MRRL of lower level reinforcement from the base of the wall to H1 feet above the base ¶MRRL of upper level of reinforcement from H1 to the top of the GRS

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

CONSTRUCTION CONSIDERATIONS

General

Construction shall be performed following the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-03) and the Special Contract Requirements (SCR) provided.

Unless free-draining backfill material is used for backfill within the reinforced zone, drains are recommended behind the reinforced zone to prevent hydrostatic pressures. If free draining backfill is used within the reinforced zone, underdrains should be used beneath the backfill to drain water that may infiltrate into the backfill zone. Surface runoff should also be diverted at the top of the slope to prevent it from flowing over the face. Surface runoff that is collected above the reinforced slope should be channeled or piped outside limits of slope repair.

Foundation preparation should be performed in accordance with Subsection 208.09 of the FP-03 Specifications.

Excavations

All excavations are to be performed in accordance with applicable federal, state, local, and OSHA requirements and in accordance with Section 204 of the FP-03 Specifications. Excavation in fill and/or natural material should be achievable using conventional earthmoving equipment in proper working condition.

Temporary excavations will be required to construct the recommended geosynthetic reinforced slopes. Due to the variability of the weathered rock and bedrock profile within the landslide areas, there is a possibility of localized slope instability within the temporary cut slopes. Determination where shoring will be required should be made during construction by the Contracting Officer as the excavations are made. Soil nails or rock dowels may be used to reinforce any localized slope instabilities.

Backfill Material

Backfill material for the GRS walls should consist of select granular materials as specified in the FP-03 subsection 704.10. If free-draining backfill is used, the fines content should be less than 5 percent. Backfill material should be placed and compacted in lifts not to exceed 12 inches, per Section 204 of the FP-03 Specifications.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and test described in this report have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these exploration and test represent conditions at the specific locations and dates indicated. Subsurface conditions between these locations may vary. The Geotechnical Design Analysis 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:

Francis A. Abreu, P.E.

Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

APPENDIX A

Figures

SHEET

NO.

PROJECT

STATEREG

NC ERFO FSR

2013-1(1)

TOTAL

SHEETS

1NC

FIGURE 1

Site Location and Vicinity Map

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

SHEET

NO.

PROJECT

TOTAL

SHEETS

NC ERFO FSR

2013-1(1)

NC

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

Brasstown Formation - cross-biotite schist; includes micaceous quartzite in lower part.

Primary rock type: mica schist - A schist whose essential constituents are mica and quartz, and whose schistosity is mainly due to the parallel arrangement of mica flakes.

Secondary rock type: quartzite - A granoblastic metamorphic rock consisting mainly of quartz and formed by recrystallization of sandstone or chert by either regional or thermal metamorphism.

Nantahala Formation and Tusquitee Quartzite, undivided

Nantahala Formation: slate and metasiltstone, dark gray, laminated to thin bedded, sulfidic

Tusquitee Quartzite: white to light yellowish gray, numerous, thin slate layers

Primary rock type: slate - A compact, fine-grained metamorphic rock that possesses slaty cleavage and hence can be split into slabs and thin plates.

Secondary rock type: metasedimentary rock - A sedimentary rock that shows evidence of having been subjected to metamorphism.

Other rock types: quartzite - A granoblastic metamorphic rock consisting mainly of quartz and formed by recrystallization of sandstone or chert by either regional or thermal metamorphism.

Source: http://mrdata.usgs.gov/geology/state/state.php?state=NC

JtF—Junaluska-Tsali Complex, 50 to 95% slopes JtE—Junalusika-Tsali complex, 30 to 50% slopes JtD—Junaluska-Tsali complex, 15 to 30% slopes

Typical profile 0 to 5 inches: Fine sandy loam 5 to 21 inches: Sandy clay loam 21 to 36 inches: Stratified fine sandy loam to sandy clay loam 36 to 80 inches: Bedrock

SyF—Sylco-Cataska complex, 50 to 95% slopes, very rocky

Typical profile 0 to 4 inches: Very channery loam 4 to 22 inches: Very channery silt loam 22 to 80 inches: Bedrock

SvD—Spivey-Whiteoak complex, 15 to 30% slopes, bouldery

Typical profile 0 to 12 inches: Very flaggy loam 12 to 80 inches: Very flaggy loam

SpE—Spivey-Santeetlah complex, 30 to 50% slopes, very bouldery

Typical profile 0 to 12 inches: Very flaggy loam 12 to 80 inches: Very flaggy loam

DeB—Dellwood-Reddies complex, 0 to 5% slopes, occasionally flooded Parent material: Gravelly and cobbly sandy alluvium

Typical profile 0 to 8 inches: Gravelly fine sandy loam 8 to 16 inches: Extremely gravelly sand 16 to 80 inches: Extremely gravelly coarse sand

CsF—Cheoah-Jeffrey complex, 50 to 95% slopes, very rocky

Typical profile 0 to 12 inches: Channery fine sandy loam 12 to 47 inches: Channery loam 47 to 56 inches: Channery fine sandy loam 56 to 80 inches: Bedrock

DtE—Ditney-Unicoi-Rock outcrop complex, 30 to 50% slopes, very stony

Typical profile 0 to 6 inches: Channery sandy loam 6 to 30 inches: Channery fine sandy loam 30 to 80 inches: Bedrock

DtF—Ditney-Unicoi-Rock outcrop complex, 50 to 95% slopes, very stony

Typical profile 0 to 6 inches: Channery sandy loam 6 to 30 inches: Channery fine sandy loam 30 to 80 inches: Bedrock

Cherokee County, NC (NC039) and Graham County, NC (NC075) Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx

TOTAL

SHEETS

1 1

NC ERFO FSR

2013-1(1)

FIGURE 3

SOIL SURVEY MAP

REG STATE PROJECT

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

8 NCSTERLING, VIRGINIA

Parent material: Residuum weathered from phyllite and/or slate that is affected by soil creep in the upper solum

Parent material: Skeletal colluvium derived from phyllite and/or slate and/or meta sandstone and/or meta graywacke

Parent material: Skeletal colluvium derived from phyllite and/or slate and/or meta sandstone and/or meta graywacke

Parent material: Residuum weathered from metaconglomerate and/or meta graywacke and/or meta sandstone that is affected by soil creep in the upper solum

Parent material: Residuum weathered from metaconglomerate and/or meta graywacke and/or meta sandstone that is affected by soil creep in the upper solum

Parent material: Residuum weathered from metaconglomerate and/or meta graywacke and/or meta sandstone that is affected by soil creep in the upper solum

Parent material: Residuum weathered from phyllite and/or slate that that is affected by soil creep in the upper solum

APPENDIX B

Borings and Seismic Lines Location Map

APPENDIX C

Subsurface Profile

2,490

2,495

2,500

2,505

2,510

2,515

2,520

2,525

2,530

2,535

2,490

2,495

2,500

2,505

2,510

2,515

2,520

2,525

2,530

2,535

Drawing No:

FSR NC ERFO 2013-1(1)

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC

Scale: 1H = 0.6V Drawn By: F. Abreu

Fill (made ground)

Decomposed Rock

USCS Silty Sand USCS Silt

E le va tio n (f t)

Note: Strata changes shown on this profile represent generalizations based on average conditions indicated by soil test borings.

LEGEND

E le va tio n (f t)

Date: 3/7/14

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\2

3- 1(

1) \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T L

O G

S \N

C _E

R F

O _2

-1 (1

G

P J

N Standard Penetration Test Resistance in Blows per Foot

GENERALIZED SUBSURFACE PROFILE

SITE 1 - MP 1.89

3.6

25.7

N B-01

Depth (ft)

3.5

10.4

20.6

40.6

N B-02

Depth (ft) francis.abreu Text Box Weathered Rock francis.abreu Text Box Fill francis.abreu Text Box Bedrock francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Text Box Silty Sand francis.abreu Text Box Silt

3,110

3,115

3,120

3,125

3,130

3,135

3,140

3,145

3,110

3,115

3,120

3,125

3,130

3,135

3,140

3,145

Drawing No:

FSR NC ERFO 2013-1(1)

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC

Scale: 1H = 1.7V Drawn By: F. Abreu

Fill (made ground)

USCS Silty Sand

Decomposed Rock

E le va tio n (f t)

Note: Strata changes shown on this profile represent generalizations based on average conditions indicated by soil test borings.

GENERALIZED SUBSURFACE PROFILE

SITE 2 - MP 3.39

E le va tio n (f t)

Date: 3/7/14

N Standard Penetration Test Resistance in Blows per Foot

X

S

T R

A T

IG

R

A P

H Y

N G

W B

L

B L

A P

R

0.

G D

T

/7

/1

:5

\\E F

L- F

IL

E

S H

A R

E .F

LH

D

.F H

W A

.D O

T .G

O V

\D A

T A

\P R

O

JE

C T

S

F S

\N C

\2

3- 1(

1) \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T L

O G

S \N

C _E

R F

O _2

-1 (1

G

P J

LEGEND

19.6

N B-03

Depth (ft) 0.5

14.6

N B-04

Depth (ft)

6.3

28.5

N B-05

Depth (ft)

8.8

B-06 Depth (ft) N

7.5

B-06a Depth (ft) francis.abreu Text Box Fill francis.abreu Text Box Weathered Rock francis.abreu Text Box Bedrock francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Text Box francis.abreu Text Box francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Text Box Weathered Rock francis.abreu Text Box Weathered Rock francis.abreu Text Box Fill francis.abreu Text Box Zone of Weaker Weathered Rock francis.abreu Text Box francis.abreu Text Box francis.abreu

Silty Sand

3,166

3,168

3,170

3,172

3,174

3,176

3,178

3,180

3,182

3,184

3,166

3,168

3,170

3,172

3,174

3,176

3,178

3,180

3,182

3,184

Drawing No:

FSR NC ERFO 2013-1(1)

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC

Scale: 1H = 2.7V Drawn By: F. ABREU

Fill (made ground)

Decomposed Rock

E le va tio n (f t)

Note: Strata changes shown on this profile represent generalizations based on average conditions indicated by soil test borings.

LEGEND

E le va tio n (f t)

Date: 3/7/14

X

S

T R

A T

IG

R

A P

H Y

N G

W B

L

B L

A P

R

0.

G D

T

/7

/1

:1

\\E F

L- F

IL

E

S H

A R

E .F

LH

D

.F H

W A

.D O

T .G

O V

\D A

T A

\P R

O

JE

C T

S

F S

\N C

\2

3- 1(

1) \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T L

O G

S \N

C _E

R F

O _2

-1 (1

G

P J

Standard Penetration Test Resistance in Blows per Foot

N

GENERALIZED SUBSURFACE PROFILE

SITE 3 - MP 3.48

4.5

N B-08

Depth (ft)

11.3

N B-09

Depth (ft)

9.2

6.5

10.5

N B-07

Depth (ft)

N B-07a

Depth (ft) francis.abreu Polygonal Line francis.abreu Line francis.abreu Polygonal Line francis.abreu Polygonal Line francis.abreu Text Box Bedrock francis.abreu Text Box Weathered Rock francis.abreu

Fill

APPENDIX D

Boring Logs

H:\SOILS\Abouzakhm\Boring Log_Soil Description Standard.doc

SOIL BORING GENERAL NOTES

Drilling and Sampling Symbols

SS: Split Spoon - 1 3/8” I.D., 2” O.D., except where noted ST: Shelby Tube - 2” O.D., except where noted PA: Power Auger Sample

Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible, even after several days, and additional evidence on ground water elevations must be sought.

VISUAL METHODS FOR SOILS CLASSIFICATION

Component Distinguishing Features

Boulders Larger than 12” (300 mm)

Cobbles 3” to 12” (75 mm to 12 mm)

Gravel Larger than No. 4 sieve and smaller than a 3” sieve, described with any of the following terms (or any combination):

Coarse 3” to 3/4” (75 mm to 19 mm) sieve Medium 3/4” to 3/8” (19 mm to 9.5 mm) sieve Fine 3/8” to No. 4 (9.5 mm to 4.75 mm) sieve

Sand The finest sand grains are just visible to the naked eye, while the largest would pass a No. 4

(4.75mm) sieve (pinhead size). Described with any of the following terms (or any combination):

Coarse No. 4 to No. 10 (4.75 mm to 2.0 mm) sieve Medium No. 10 to No. 40 (2.0 mm to 0.42 mm) sieve Fine No. 40 to No. 200 (0.42 mm to 0.075 mm) sieve

Silt 1. Lumps are easily crumbled when are-dried.

2. Feels gritty between the teeth.

3. A moist pat when shaken in the palm of the hand will appear shiny and wet. When squeezed it will appear dry and dull.

Clay 1. Lumps are comparatively hard when air-dried.

2. Threads (1/8” diameter) of considerable length will support their own weight when held by one end.

3. A moist pat will appear the same whether shaken in the palm of the hand or squeezed.

Order of Description

1. Soil Density (or consistency) – see table below

2. Color

3. Major Grain Size – Composes more than 50% of the sample

4. Modifying Term – “and” : 40% to 50% of the minor grain size

“some” : 30% to 40% “little” : 10% to 30%

“trace” : 10% or less

5. Minor Grain Size(s)

6. Other (plasticity, etc.)

H:\SOILS\Abouzakhm\Boring Log_Soil Description Standard.doc

7. Moisture Content (by field test) – “dry” : Absence of moisture, dusty, dry to the touch “moist” : Damp but no visible water

“wet” : Visible free water, usually soil is below water table

8. General Classification – Fill, Residual Soil, Weathered Rock

SOIL DENSITY (OR CONSISTENCY) TABLE

Coarse-Grained Soil (Gravel, Sand) Fine-Grained Soil (Clay, Silt)

Apparent Density SPT (# blows / ft) Consistency SPT (# blows / ft) Very loose 0-4 Very soft 0-2

Loose 5-10 Soft 3-4 Medium dense 11-30 Medium stiff 5-8

Dense 31-50 Stiff 9-15 Very dense >50 Very stiff 16-30

Hard >30

Examples:

1. Dense to very dense, brown to light brown, SILTY SAND, some gravel [A-7-6(10)]

(Moist)

-FILL-

Criteria for Describing Soil Structure

Description Criteria

Bed A sedimentary layer bounded by depositional surfaces.

Blocky A characteristic in which cohesive soil can be broken down into small angular lumps which resist further breakdown.

Bonded Attached or adhering.

Fissured Broken along definite planes of fracture.

Foliated Planar arrangement of textural or structural features.

Frequent More than one per foot of thickness.

Homogeneous Same color and appearance throughout.

Interbedded Alternating soil layers of different composition.

Laminae A very thin cohesive layer.

Layer A general term for material lying essentially parallel to the surfaces against which it was formed.

Lens A lenticular deposit, larger than a pocket.

Occasional One or less per foot of thickness.

Parting A very thin granular layer.

Pocket Small erratic deposits less than 12” in thickness.

Seam A thin layer separating two distinctive layers of different composition or greater magnitude.

Stratified Alternating layers of varying material or color.

Stratum A stratigraphic unit.

Varve A cyclic sedimentary couplet consisting of a coarser and a finer layer representing the variation in depositional energy resulting from the annual freeze-thaw cycle typically found in glaciolacustrine environments.

Very loose to loose, orange brown, SILTY SAND, with clay, trace fine gravel [A-4] (Moist)

FILL

Very dense, reddish brown, SILTY SAND, micaceous, relic rock structure (Moist)

Possible highly weathered schist

Bottom of Boring

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

3.6

25.7

1.5

2.0

1.7

0.7

0.8

0.7

0.8

0.7

1.5

2.5

3-2-2-3

4-28-45-40

12-41-50/4"

34-50/2"

19-50/3"

20-50/2"

35-50/3"

45-50/2"

Standard Penetration Test Data

Boring Began: 1/19/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cold

Encountered at:

After

Northing: 573884.44 Easting: 560996.28

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

2528.5 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/19/14 K. Thorton R. KingsleyOperator:

MP 1.89

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-01

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

2524.9

2502.8

10"

2"

3"

2"

3"

2"

Very loose to loose, brown, SILTY SAND WITH

GRAVEL

(Moist)

FILL

Loose, orange to brown, SILTY SAND, trace clay (Moist)

FILL

No recovery. Possible continuation of upper layer.

(Moist)

Very soft, brown to orange, SILTY SAND WITH

GRAVEL [A-2-4]

(Wet)

FILL

Dense to very dense, reddish brown, SANDY SILT, micaceous, schistose relic rock structure [A-4] (Moist)

Very stiff, reddish brown, SILTY WITH SAND, with clay (Moist)

Medium dense to very dense, reddish brown, SILTY SAND, micaceous, relic rock structure [A-4] (Moist)

Possible highly weathered schist

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

3.5

5.0

8.0

10.4

20.0 20.6

0.4

0.6

0.0

0.8

2.0

1.0

2.0

2.0

2.0

2.0

1.0

4-2-2-1

4-5-5-6

1-1-1-1

0-1-0-1

4-21-43-50/3"

16-50/6"

19-32-32-36

14-26-22-31

4-10-9-14

6-11-35-50/4"

19-50/6"

Standard Penetration Test Data

Boring Began: 1/16/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cold

Encountered at:

After

Northing: 573898.29 Easting: 560953.12

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

2531.0 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/16/14 K. Thorton R. KingsleyOperator:

MP 1.89

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-02

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

2527.5

2526.0

2523.0

2520.6

2511.0 2510.4

6"

Medium dense to very dense, reddish brown, SILTY SAND, micaceous, relic rock structure [A-4] (Moist)

Possible highly weathered schist (Continued)

Bottom of Boring

J-12

J-13

J-1440.6

0.7

0.3

0.4

26-50/3"

50/4"

20-50/1"

Standard Penetration Test Data

Boring Began: 1/16/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cold

Encountered at:

After

Northing: 573898.29 Easting: 560953.12

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

2531.0 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/16/14 K. Thorton R. KingsleyOperator:

MP 1.89

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-02

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

2490.4

3"

4"

1"

Very loose to loose, brown, SILTY SAND, with clay, trace fine gravel sized rock fragments (Moist)

FILL

Loose, brown, SILTY SAND, with clay (Wet)

FILL

Medium dense to dense, brown, SILTY SAND WITH GRAVEL, with clay [A-1-b] (Moist to Dry)

Dense to very dense, brown, SILTY SAND (Moist)

Possible highly weathered schist/quartzite

No recovery at 18 ft - possible continuation of upper layer

Bottom of Boring (Auger Refusal at 19.6 ft)

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

5.0

6.0

10.0

19.6

0.7

0.9

1.6

1.8

1.3

2.0

2.0

0.0

1-3-3-2

1-1-3-3

2-2-16-14

7-11-29-50/3"

22-26-21-21

16-27-42-32

16-33-20-15

50/3"

Standard Penetration Test Data

Boring Began: 1/15/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cold & Cloudy

Encountered at:

After

Northing: 578129.28 Easting: 562433.09

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

3137.3 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/15/14 K. Thorton R. KingsleyOperator:

MP 3.39

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-03

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

3132.3

3131.3

3127.3

3117.7

Medium dense, brown to orange, SILTY SAND, with clay

FILL

Loose to very dense, brown, SILTY SAND [A-2-4] (Moist)

Possible highly weathered schist/quartzite

SAME except from 8 to 10 ft becomes brown mottled with black and orange, [A-4] (Wet)

No recovery, possible continuation of upper layer

Bottom of Boring (Auger Refusal at 14.6 ft)

J-1

J-2

J-3

J-4

J-5

J-6

0.5

14.6

2.0

1.7

1.9

0.5

1.8

0.0

7-11-37-24

6-17-17-22

7-8-9-13

8-11-30-50/1"

9-34-42-42

50/3"

Standard Penetration Test Data

Boring Began: 1/15/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cold & Cloudy

Encountered at:

After

Northing: 578131.84 Easting: 562421.14

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

3138.6 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/15/14 K. Thorton R. KingsleyOperator:

MP 3.39

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-04

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

3138.1

3124.0

Medium dense, orange to brown, SILTY SAND, with clay, trace fine gravel [A-4] (Moist)

Possible Fill

Dense to very dense, brown, SILTY SAND (Moist)

Possible highly weathered schist/quartzite becomes medium dense, brown to black from 20 to 22 feet [A-4] (Wet)

Very dense, brown, SILTY SAND (Moist)

Possible highly weathered schist/quartzite

No recovery at 28 ft

Bottom of Boring (Auger Refusal at 28.5 ft)

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

J-12

6.3

22.0

28.5

2.0

2.0

2.0

0.8

0.8

1.5

1.8

1.9

2.0

0.3

0.0

0.0

5-7-10-10

3-11-12-11

5-6-20-35

21-50/4"

18-50/3"

7-13-24-20

6-34-22-30

5-20-21-50/4"

4-8-9-20

50/4"

50/2"

50/1"

Standard Penetration Test Data

Boring Began: 1/14/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cloudy

Encountered at:

After

Northing: 578160.43 Easting: 562410.29

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

3139.8 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/14/14 K. Thorton R. KingsleyOperator:

MP 3.39

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-05

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

3133.5

3117.8

3111.3

4"

3"

4"

Brown, SILTY SAND, contains gravel sized weathered rock fragments (Moist)

FILL

Note: Sample J-1, SPT was stopped after 12 inches of penetration due to misalignment of split spoon

Medium dense to very dense, brown and gray, SILTY

SAND

(Moist)

Possible highly weathered schist/quartzite

Possible highly weathered schist/quartzite

Bottom of Boring (Auger Refusal at 8.8 ft)

J-1

J-2

J-3

J-4

3.0

8.0

8.8

1.0

1.5

1.6

0.2

9-20

13-38-27-20

6-6-6-20

50/2"

Standard Penetration Test Data

Boring Began: 1/13/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Cloudy

Encountered at:

After

Northing: 578225.51 Easting: 562403.3

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

3142.7 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/13/14 K. Thorton R. KingsleyOperator:

MP 3.39

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

FSR NC ERFO 2013-1(1)

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-06

P P

B O

R

IN

G L

O G

/2

4/

:1

\\E

F L-

F

IL

E S

H A

R E

.F

LH

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

F

S \N

C \2

3-

1( 1)

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E I

N V

E S

T

IG

A T

IO

N

\B O

R

IN

G L

O G

S \G

IN

T

L O

G S

\N C

_E R

F O

_2

-1

(1

G P

J

3139.7

3134.7

3133.9

Blind drilled without sampling until auger refusal was reached.

Bottom of Boring (Auger Refusal at 7.5 ft) 7.5

Standard Penetration Test Data

Boring Began: 1/20/14

10 60

T yp e

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic 3-3/4 IDHammer Wt. & Type:

Clear

Encountered at:

After

Northing: 578234.18 Easting: 562402.63

Caved at:

Hammer Drop:

Project Name:

N o.

Tatham Gap Rd (NFSR# 423), Cherokee & Graham counties, NC Project Datum:

(Blows / ft)

3143.4 ft

Undisturbed (UD)

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

1. Borehole backfilled with cuttings upon completion

2. Horizontal coordinates referenced to US State Plane Zone 3200 NC (NAD 1983)

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Not cored

1/20/14 K. Thorton R. KingsleyOperator:

MP 3.39

hrs

Remarks:

Auger Cuttings

G…