Report_2_Geotech.pdf

SOILS AND FOUNDATIONS REPORT

NO. 02-15

PROJECT NC ERFO FSR 2013-2(1)

LANDSLIDES REPAIR

POINT LOOKOUT TRAIL (FSR 203)

PISGAH NATIONAL FOREST

MCDOWELL COUNTY, NORTH CAROLINA

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

May, 2015

TABLE OF CONTENTS

1. Introduction

1.1. General

1.2. Project Location

1.3. Background

2. Geology

2.1. Regional Geology

2.2. Soil Survey

3. Subsurface Exploration Program

3.1. Drilling and Sampling

3.2. Data Summary

3.3. Laboratory Testing

4. FINDINGS

4.1. Subsurface Conditions

4.2. Groundwater

5. Design Analysis and Recommendations

5.1. Design Alternatives

5.2. Design Analyses

6. Construction Considerations

6.1. General

6.2. Excavations

6.3. Backfill Material

6.4. Reinforcement Geogrid Handling and Placement

Disclaimer/Limitations Clause

REFERENCES

APPENDICES

Appendix A - Figures Appendix B - Borings Location Maps and Generalized Subsurface Profiles Appendix C - Boring Logs Appendix D - Laboratory Testing Results Appendix E - Design Analysis Appendix F - Representative Photographs Appendix G – Special Contract Requirements

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

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SOILS AND FOUNDATIONS REPORT

NO. 02-15

POINT LOOKOUT TRAIL (FSR #203)

1. INTRODUCTION

1.1. General

This report presents the results of our subsurface exploration, laboratory testing, and geotechnical analysis and provides our evaluations and recommendations for the repair of four (4) damaged sites along Point Lookout Trail, Forest Service Route (FSR #203).

1.2. Project Location

The project includes four sites along Point Lookout Trail (FSR #203) within the Pisgah National Forest in McDowell County in Western North Carolina. Table 1 provides a summary of site locations.

Table 1. Summary of Damage Sites along Point Lookout Trail

Site No.

Mile Post

DSR Number Latitude

(°N) Longitude

(°W) 1 0.902 Trail 203-0.902 35.632996 82.251209 2 1.183 Trail 203-1.183 35.635286 82.252019 3 1.591 Trail 203-1.591 35.635750 82.247103 4 2.436 Trail 203-2.436 35.636658 82.234734

A project location map is presented in Figure 1 of Appendix A.

1.3. Background

We understand that the damage occurred following the heavy rain events of July 2013.

A 10± ft wide section of concrete pavement collapsed and fill slope movement was observed in Site 1. Surface water runoff overtopped the pavement and caused downslope erosion and slope movement as well as displacement of the roadway. The downslope pavement edge at Site 3 experienced settlements of approximately 2 feet. Some sites had been temporarily repaired prior to our subsurface exploration by overtopping and levelling with asphalt pavement, but significant cracking was observed within the temporary pavement at the time.

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Site 2 and Site 4 experienced similar distresses as Site 1. While no sections of concrete pavement had suffered complete collapse at Site 2 and Site 4, a portion of the concrete pavement along the downslope roadway edge, more than 1 foot in width, had been undermined due to slope movements.

2. GEOLOGY

2.1. Regional Geology

According to USGS Open-File Report 2005-13231, all sites lie within the Alligator Back Formation, which consists primarily of finely laminated to thin-layered gneiss, and includes schist, phyllite, and amphibolite. A geologic map of the project area is provided as Figure 2 of Appendix A.

2.2. 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 Survey2 was used to determine the major map units. Along Point Lookout Trail in the project area, the primary soil map unit is the Chestnut-Ashe complex (CaF); and the roadway downslope at Site 3 is partly located within the Edneyville-Chestnut complex (EcF) soil map unit. A Soil Survey Map of the project area is provided as Figure 3 of Appendix A.

3. SUBSURFACE EXPLORATION PROGRAM

3.1. Drilling and Sampling

A drilling program was performed by the EFLHD subsurface exploration team from December 2nd to December 7th, 2014. The program consisted of drilling four (4) soil borings and nine (9) auger probes to depths ranging from 5.5 feet to 49.8 feet below existing site grades. Table 2 provides a summary of the field data. It should be noted that auger probes were drilled in the proximity of some of the soil borings to confirm depths to auger refusal. No split spoon sampling was performed in any of the probes.

Table 2. Field data

Number Type Location

Ground Surface

Elevation**

(feet)

Borehole Depth (feet)

Depth to Auger

Refusal (feet)

Depth to Groundwater

(feet)

B-1-1 Boring Site 1, MP 0.902 2361.8 15.3 BHT NE

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P-1-1 Probe Site 1, MP 0.902 2355.4 10.3 10.3 NE

P-1-2 Probe Site 1, MP 0.902 2368.8 25.8 25.8 NE

P-1-3 Probe Site 1, MP 0.902 2361.5 10.3 10.3 NE

B-2-1 Boring Site 2, MP 1.183 2276.7 40.5 40.5 NE

P-2-1 Probe Site 2, MP 1.183 2275.6 46.4 46.4 NE

P-2-3 Probe Site 2, MP 1.183 2277.0 25.0 25.0 NE

B-3-1 Boring Site 3, MP 1.591 2190.5 10.3 BHT NE

P-3-1 Probe Site 3, MP 1.591 2189.9 5.5 5.5 NE

B-4-1 Boring Site 4, MP 2.436 1962.0 49.8 49.8 NE

P-4-1 Probe Site 4, MP 2.436 1959.5 49.6 49.6 NE

P-4-2 Probe Site 4, MP 2.436 1965.5 28.5 28.5 NE

P-4-3 Probe Site 4, MP 2.436 1962.1 48.2 48.2 NE

BHT = Borehole terminated before reaching auger refusal NE = Groundwater not encountered during our drilling operations

Borings were drilled using a CME 45 trailer-mounted drill rig. Boreholes were advanced using 2 ¼ -inch (inside diameter) hollow stem augers (HSA). 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 and were later surveyed by the EFLHD Survey Team. Boring location maps are presented in Appendix B.

Soil samples were obtained using a standard split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with AASHTO T206.

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 5-foot intervals 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-inch interval was recorded on field boring logs. SPT refusal is defined as achieving 50 blows per 1-inch (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 subsurface exploration team leader. Samples were then delivered to the EFLHD Materials Testing facility in Sevierville, Tennessee for testing and storage. Details of sampling and sample

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descriptions are provided in the boring logs included in Appendix C. Boreholes were backfilled with auger cuttings upon completion and topped with cold patch asphalt.

3.2. Data Summary

Data collected from the soil 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 C 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.

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.

3.3. 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 Table 3. Laboratory test results are provided in Appendix D.

Table 3. Summary of Soil Laboratory Test Results

B or in g

N o.

S am pl e

N o.

am pl e

D ep th

(f ee t)

G ra ve l (

S an d

F in es

N at u ra l M oi st u re

C on te n t (

P la st ic

L im it

P L

L iq u id

L im it

L L

P la st ic it y

In de x (P

I)

U

C S

D es cr ip ti on

[A

A S

H T

O C la ss

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B-2-1 J-1 1-3 24.2 50.0 25.8 14.4 NP NP NP

Silty sand with gravel

[A-2-4(0)]

B-2-1 J-3 5-7 35.7 43.5 20.8 12.8 NP NP NP

Silty sand with gravel

[A-1-b(0)]

B-2-1 J-7 15-17 15.5 53.0 31.5 20.2 NP NP NP

Silty sand with gravel

[A-2-4(0)]

B-2-1 J-10 25-27 3.9 53.7 42.4 31.3 NP NP NP

Silty sand [A-4(0)]

B-2-1 J-12 35-37 5.6 58.2 36.2 22.3 NP NP NP

Silty sand [A-4(0)]

B-4-1 J-2 & J-3*

3-7 14.7 61.5 23.8 6.0 NP NP NP

Silty sand [A-1-b(0)]

* = Combined Sample. NP = Non-plastic

4. FINDINGS

4.1. Subsurface Conditions

A brief description of the subsurface conditions encountered during our field work is listed below. Generalized subsurface profiles are presented in Appendix B. Note that stratification lines designating the interfaces between soil types on the logs and the subsurface profiles represent approximate boundaries while the transition between materials may be gradual. It should be noted that one or more of the units may be absent at specific locations.

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. The fill material consisted of alternating zones of silt, silty sand, with various amounts of gravel. SPT N-values recorded ranged from 2 to 17 blows per foot (bpf). The fill layer thickness varied from less than 2 feet to approximately 19.5 feet below existing site grades.

Weathered Rock

Underlying the fill stratum, weathered rock consisting primarily of weathered micaceous schist was encountered in the borings. SPT N-values recorded ranged from 16 bpf to 50 blows for 2 inches of sampler penetration and layer thickness varied from 6.3 feet to 41.3 feet, where auger refusal was encountered.

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It should be noted that a 20± foot thick layer of residual soils was encountered underneath the fill materials in Boring B-2-1. SPT N-values recorded in this layer ranged from 5 bpf to 50 blows for 6 inches.

Auger Refusal

Auger refusal was encountered at depths ranging from 5.5 feet to 49.8 feet below existing site grades. No rock coring was performed in this study. Based on available geologic mapping, bedrock is expected to consist of micaceous schist and gneiss.

4.2. Groundwater

Groundwater was not encountered during our drilling operations. Note that changes in groundwater levels should be expected due to seasonal variations, precipitation, evaporation, and surface water runoff.

5. DESIGN ANALYSIS AND RECOMMENDATIONS

5.1. Design Alternatives

Several alternatives were considered for the landslide repairs at each site. These alternatives were based on subsurface conditions, constructability, cost, risk, and our experience with similar projects.

Table 4 presents a summary of each alternative, along with advantages and disadvantages, and excavation impacts for each.

Table 4. Landslide stabilization alternative summary

Alt. System Advantages/Disadvantages

A Reinforced Soil Slope

(RSS)

Advantages Flexible Cost effective Rapid construction Disadvantages Requires high quality backfill material Requires disposal of excavated material May require shoring for temporary cut slopes

B Lightweight

Fill (Geofoam)

Advantages No need to compact Rapid placement Disadvantages Additional quality control Limited material availability Experienced contractors required High cost

C Pile-Stabilized Advantages

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Slope (Shear Piles)

Low disturbance Rapid construction Disadvantages May need to be anchored into the bedrock Vibrations may cause additional disturbance High Cost

D Rock Anchors

Advantages Low disturbance footprint Rapid construction Disadvantages Experienced contractors required Strict QA/QC program is needed Additional corrosion protection for long-term performance High Cost

Based on our design analyses and experience with similar subsurface and project conditions we concluded that RSS represents the most cost-effective alternative for this project. Reinforcement geogrid is the recommended reinforcement type, to be installed at 18-inch vertical spacing.

Other items, such as upslope ditch reconditioning and proper drainage should be addressed. Care should be taken to avoid impacts to the existing 12-in high pressure natural gas transmission line present beneath the existing upslope ditches.

5.2. Design Analyses

Design of the Reinforced Soil Slopes was conducted using limit equilibrium design methodology, in general accordance with the design concepts and procedures presented in FHWA Geotechnical Engineering Circular (GEC) 011, “Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes,” (2009). Stability analyses for internal, external, and compound failure modes were performed to evaluate minimum factors of safety and required reinforcement lengths and slope heights. 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 E.

Table 5 contains a summary of the recommended slope geometry, reinforcement properties, and backfill types. A maximum finished slope face angle of 1.5V:1H was used for all sites.

Table 5. Recommended RSS Slope Configuration

Property Site 1 Site 2 Site 3 Site 4

Slope Height (ft) 6.0 6.0 6.0 7.5

Reinforcement Layers 4 5 4 6

Maximum Reinforcement Vertical Spacing (ft)

1.5 1.5 1.5 1.5

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Minimum Required Reinforcement Length (ft)

12.0 20.0 14.0 16.0

MNLTS (lb/ft) 2000 2000 2000 2000

Backfill Type #57 LWA #57 LWA

Notes: MNLTS = Minimum nominal long-term strength of reinforcement (See Subsection 714.04) LWA = Lightweight aggregate.

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

Table 6. Summary of Soil and Rock Properties

Material Type

Unit Weight, γ (pcf)

Cohesion, c (psf)

Angle of Internal Friction, Φ (deg)

Existing Fill* 110 130-325 24-30

Residual Soil 110 450 30

Select Granular Backfill (#57 Stone/LWA) 125/70 0 34

Weathered Rock 135 500-1000 38

Bedrock 140 2000 38

A uniformly distributed surcharge load of 250 psf was applied along the top of the slope to account for traffic live loading, and a water table corresponding to the ground surface was selected to represent saturated conditions.

6. CONSTRUCTION CONSIDERATIONS

6.1. General

Construction shall be performed following the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-14) and the Special Contract Requirements (SCR) provided in the contract. Foundation preparation should be performed in accordance with Subsection 204.09 of the FP-14 Specifications. Construct reinforced soil slopes in accordance with Section 261.

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6.2. 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-14 Specifications.

Excavation in fill and weathered rock should be achievable using conventional excavation equipment, including hydraulic rock hammer/breaker attachments.

Temporary excavations may 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 of where shoring will be required should be made during construction by the Contracting Officer as the excavations are made. A pay item for temporary shoring should be included in the contract as a contingency. Soil nails or rock dowels may be used to reinforce any localized slope instabilities. Bench cut slope surfaces according to Section 261.

6.3. Backfill Material

Backfill material for the reinforced soil slopes should consist of select granular backfill as specified in the Special Contract Requirements included in Appendix G.

6.4. Reinforcement Geogrid Handling and Placement

Reinforcement geogrid should be in accordance with Section 714. The geogrid should come packaged in a sheathing or container suitable to protect the geogrid from damage due to ultraviolet light and abrasion during storage and handling. The geogrid should not be removed from the sheathing or container until the time of placement within the reinforced slope. The geogrid should be free from defects, tears, punctures, flaws, deterioration, or other damage. The principle strength direction for the geogrid should be placed perpendicular to the face of the RSS.

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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 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:

Christopher Lynch, EIT Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

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REFERENCES

1 United States Geological Survey (2007). USGS Open-File Report 2005-1323 -

Preliminary integrated geologic map databases for the United States : Alabama, Florida, Georgia, Mississippi, North Carolina, and South Carolina. Reston, VA.

http://pubs.usgs.gov/of/2005/1323/

2 Soil Survey Staff, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. Available online at http://websoilsurvey.nrcs.usda.gov/. Accessed October 1, 2014.

APPENDIX A

Figures

REG

NC ERFO FSR 2013-

2(1)

TOTAL

SHEETS

SHEET

NO.

PROJECT

STATE

8 1NC

FIGURE 1

PROJECT LOCATION MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Site 2

Site 3 Site 4Site 1

Ashe Metamorphic Suite and Tallulah Falls Formation; Metagraywacke (Zatw)

Description: Metagraywacke - foliated to massive, locally conglomeratic; interlayered and gradational with mica schist, muscovite-biotite gneiss, and rare graphitic schist.

Geologic Age: Late Proterozoic

Primary rock type: metasedimentary rock Secondary rock type: mica schist

Alligator Back Formation, Gneiss (Zabg)

Description: Gneiss - finely laminated to thin layered; locally contains massive gneiss and micaceous granule conglomerate; includes schist, phyllite, and amphibolite.

Geologic Age: Late Proterozoic

Primary rock type: gneiss Secondary rock type: conglomerate

Rocks of Brevard Fault Zone (bz)

Description: "fish scale" schist and phyllonite, graphitic; interlayered with feldspathic metasandstone, marble lenses.

Geologic Age: Uncertain, possibly Permian or Devonian

Primary rock type: schist Secondary rock type: phyllonite

Source: USGS Open-File Report 2005-1323. Preliminary integrated geologic map databases for the United States: Alabama, Florida, Georgia, Mississippi, North Carolina, and South Carolina. USGS, Reston, VA.

http://mrdata.usgs.gov/sgmc/nc.html

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

8 NC

NC ERFO FSR 2013-

2(1)STERLING, VIRGINIA

FIGURE 2

GEOLOGIC MAP

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

1 1

NC ERFO FSR 2013‐2(1)

Zatw

Zatw

Zabg

Zabg bz bz

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

2NC

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

SHEET

NO.

PROJECT

STATEREG

NC ERFO FSR 2013-

2(1)

NC ERFO FSR

2013‐2(1)

CaD Chestnut-Ashe complex, 10 to 25 percent slopes, stony Parent Material: Residuum weathered from igneous and metamorphic rock.

Typical Profile (Chestnut): Typical Profile (Ashe):

A - 0 to 3 inches: gravelly sandy loam A - 0 to 5 inches: gravelly sandy loam Bw - 3 to 28 inches: sandy loam Bw - 5 to 31 inches: gravelly sandy loam Cr - 28 to 80 inches: weathered bedrock R - 31 to 80 inches: unweathered bedrock

CaF Chestnut-Ashe complex, 25 to 80 percent slopes, stony Parent Material: Residuum weathered from granite, biotite gneiss and/or gneiss that is affected by soil creep in the upper solum.

Typical Profile (Chestnut): Typical Profile (Ashe):

A - 0 to 3 inches: gravelly sandy loam A - 0 to 5 inches: gravelly sandy loam Bw - 3 to 28 inches: sandy loam Bw - 5 to 31 inches: gravelly sandy loam Cr - 28 to 80 inches: weathered bedrock R - 31 to 80 inches: unweathered bedrock

EcF Edneyville-Chestnut complex, 25 to 80 percent slopes, stony

Parent Material: Affected by soil creep in the upper solum over residuum weathered from biotite granitic gneiss and granodioritic gneiss.

Typical Profile (Edneyville): Typical Profile (Chestnut):

A - 0 to 5 inches: fine sandy loam A - 0 to 4 inches: gravelly fine sandy loam Bw - 5 to 43 inches: fine sandy loam Bw - 4 to 36 inches: gravelly fine sandy loam

C - 43 to 80 inches: sandy loam Cr - 36 to 80 inches: weathered bedrock

TOTAL

SHEETS

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

8 NC

NC ERFO FSR 2013-

2(1)

2 2STERLING, VIRGINIA

FIGURE 3

SOIL SURVEY MAP

REG STATE PROJECT

SHEET

NO.

APPENDIX B

Borings Location Maps and Generalized Subsurface Profiles

APPENDIX C

Boring Logs

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.)

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.

J-1

J-2

J-3

J-4

J-5

J-6

J-7

1.0

15.3

0.9

0.7

0.3

0.2

0.2

0.1

0.1

Asphalt and concrete pavement.

Medium dense to very dense, gray and light brown, highly weathered MICA SCHIST, fine texture. (Moist)

-WEATHERED ROCK-

Boring was terminated at 15.3 feet.

7-7-9-9

28-50/6"

50/6"

50/3"

50/3"

50/3"

50/3"

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Cloudy, 42°F

Encountered at:

After

Northing: 700945 Easting: 1034030

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

6.5 ft

(Blows / ft)

2361.8 ft

Undisturbed (UD)

12/2/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/2/14 D. Hutchins R. KingsleyOperator:

Site 1 - MP 0.902 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-1-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:4

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2360.8

2346.5

Sheet: 1 of 1

6"

6"

3"

3"

3"

0.7

10.3

Asphalt and concrete pavement.

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-WEATHERED ROCK-

Auger refusal at 10.3 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Sunny, 55°F

Encountered at:

After

Northing: 701073 Easting: 1034080

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2355.4 ft

Undisturbed (UD)

12/7/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/7/14 C. Lynch

R. KingsleyOperator:

Site 1 - MP 0.902 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-1-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:4

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2354.7

2345.1

Sheet: 1 of 1

0.6

25.8

0.6-ft concrete pavement surface.

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-WEATHERED ROCK-

Auger refusal at 25.8 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Sunny, 45°F

Encountered at:

After

Northing: 700848 Easting: 1033942

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2368.8 ft

Undisturbed (UD)

12/7/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/7/14 C. Lynch

R. KingsleyOperator:

Site 1 - MP 0.902 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-1-2

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:4

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2368.2

2343.0

1.0

10.3

Asphalt and concrete pavement.

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-WEATHERED ROCK-

Auger refusal at 10.25 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Cloudy, 40°F

Encountered at:

After

Northing: 700948 Easting: 1034026

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2361.5 ft

Undisturbed (UD)

12/7/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/7/14 C. Lynch

R. KingsleyOperator:

Site 1 - MP 0.902 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-1-3

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:4

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2360.5

2351.3

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

1.0

20.5

1.4

0.6

1.1

0.6

0.9

0.8

1.4

1.1

1.1

1.6 1.0

Asphalt and concrete pavement.

very loose to loose, reddish brown SILTY SAND with gravel. [A-2-4(0)] (Moist) with lenses of Mica Schist

-FILL-

Alternating zones of

Gray and light brown, highly weathered MICA SCHIST, fine texture, traces of quartz and iron. (Moist) and

Loose to medium dense, reddish brown SILTY SAND.

[A-4(0)] (Moist)

-RESIDUAL SOIL-

5-3-3-2

2-2-3-3

3-3-2-6

4-3-3-3

3-4-5-5

2-3-5-4

1-2-2-3

3-4-4-6

7-3-2-2

3-4-3-4

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

P. Cloudy, 44°F

Encountered at:

After

Northing: 702100 Easting: 1033844

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

21.0 ft

(Blows / ft)

2276.7 ft

Undisturbed (UD)

12/3/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/3/14 D. Hutchins R. KingsleyOperator:

Site 2 - MP 1.183 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-2-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:5

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2275.7

2256.2

Sheet: 1 of 2

J-11

J-12

J-1340.5

0.4

1.4

0.3

1.25

Alternating zones of

Gray and light brown, highly weathered MICA SCHIST, fine texture, traces of quartz and iron. (Moist) and

Loose to medium dense, reddish brown SILTY SAND.

[A-4(0)] (Moist)

-RESIDUAL SOIL- (Continued)

Auger refusal at 40.5 feet.

4-7-7-7

2-3-6-7

50/6"

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

P. Cloudy, 44°F

Encountered at:

After

Northing: 702100 Easting: 1033844

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

21.0 ft

(Blows / ft)

2276.7 ft

Undisturbed (UD)

12/3/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/3/14 D. Hutchins R. KingsleyOperator:

Site 2 - MP 1.183 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-2-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:5

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2236.2

Sheet: 2 of 2

6"

46.4

Asphalt and concrete pavement

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-FILL- transitioning to -WEATHERED ROCK-

Auger refusal at 46.4 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Cloudy, 58°F

Encountered at:

After

Northing: 702140 Easting: 1033832

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2275.6 ft

Undisturbed (UD)

12/3/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/3/14 D. Hutchins R. KingsleyOperator:

Site 2 - MP 1.183 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-2-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:5

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2274.6

2229.2

25.0

Asphalt and concrete pavement

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-FILL- transitioning to -WEATHERED ROCK-

Auger refusal at 25.0 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Cloudy, 58°F

Encountered at:

After

Northing: 702098 Easting: 1033837

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2277.0 ft

Undisturbed (UD)

12/3/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/3/14 D. Hutchins R. KingsleyOperator:

Site 2 - MP 1.183 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-2-3

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:5

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2276.0

2252.0

J-3

J-4

J-5

1.0

4.0

10.3

1.4

1.0

0.4

0.5

0.2

0.1-ft asphalt pavement surface, 0.7-ft concrete pavement, and 0.2-ft aggregate base.

Medium dense to dense, reddish brown SILT, trace clay and sand. (Moist)

-FILL-

Very dense, gray and light brown, highly weathered MICA SCHIST, fine texture, traces of quartz and iron.

(Moist)

-WEATHERED ROCK-

Boring was terminated at 10.3 feet.

4-9-8-7

9-9-15

50/5"

50/5"

50/3"

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

P. Cloudy, 49°F

Encountered at:

After

Northing: 702126 Easting: 1035295

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2190.5 ft

Undisturbed (UD)

12/4/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/4/14 D. Hutchins R. KingsleyOperator:

Site 3 - MP 1.591 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-3-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:0

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2189.5

2186.5

2180.2

Sheet: 1 of 1

5"

5"

5.5

0.1-ft asphalt pavement surface, 0.8-ft concrete pavement, and 0.1-ft aggregate base.

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-FILL- transitioning to -WEATHERED ROCK-

Auger refusal at 5.5 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

P. Cloudy, 52°F

Encountered at:

After

Northing: 702113 Easting: 1035312

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

2189.9 ft

Undisturbed (UD)

12/4/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/4/14 D. Hutchins R. KingsleyOperator:

Site 3 - MP 1.591 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-3-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:0

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

2188.9

2184.4

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

1.0

8.5

1.4

0.6

0.8

0.9

1.6

1.4

1.7

1.6

1.6

0.8

Asphalt and concrete pavement.

Very loose to loose, reddish brown SILTY SAND.

[A-1-b(0)] (Moist)

-FILL-

Medium dense to very dense, gray and light brown, highly weathered GNEISS, fine texture, trace iron and quartz. (Moist)

-WEATHERED ROCK-

Lenses of orangish brown, medium plastic, clayey residual soil from depths of 14.0 to 16.0 ft.

3-3-3-2

2-1-1-1

0-1-2-3

2-8-11-2

13-11-8-15

14-12-5-5

6-7-17-17

7-9-10-12

9-13-9-11

31-50/5"

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Cloudy, 54°F

Encountered at:

After

Northing: 702348 Easting: 1038951

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

23.0 ft

(Blows / ft)

1962.0 ft

Undisturbed (UD)

12/4/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/4/14 D. Hutchins R. KingsleyOperator:

Site 4 - MP 2.436 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-4-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:0

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

1961.0

1953.5

Sheet: 1 of 2

5"

J-11

J-12

J-13

J-14

49.8

1.9

1.8

1.8

0.1

Medium dense to very dense, gray and light brown, highly weathered GNEISS, fine texture, trace iron and quartz. (Moist)

-WEATHERED ROCK- (Continued)

Auger refusal at 49.8 feet.

8-11-10-16

13-19-19-17

9-25-35-50/5"

50/2"

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Cloudy, 54°F

Encountered at:

After

Northing: 702348 Easting: 1038951

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

23.0 ft

(Blows / ft)

1962.0 ft

Undisturbed (UD)

12/4/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/4/14 D. Hutchins R. KingsleyOperator:

Site 4 - MP 2.436 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

B-4-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:0

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

1912.2

Sheet: 2 of 2

2"

49.6

0.2-ft asphalt pavement surface, 0.7-ft concrete pavement, and 0.1-ft aggregate base.

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-FILL- transitioning to -WEATHERED ROCK-

Auger refusal at 49.6 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Clear, 33°F

Encountered at:

After

Northing: 702377 Easting: 1038897

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

1959.5 ft

Undisturbed (UD)

12/7/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/7/14 C. Lynch

R. KingsleyOperator:

Site 4 - MP 2.436 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-4-1

P P

US State Plane NAD 1983, North Carolina 3200, NAVD 1988

2.25 in.

B O

R

IN

G L

O G

/7

/1

:0

M :\P

R O

JE

C

T S

F

S \N

C \2

3-

2( 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 \N

C E

R F

O F

S R

3- 2(

1) F

.G P

J

1958.5

1909.9

28.5

0.05-ft asphalt pavement surface, 0.6-ft concrete pavement, and 0.35-ft aggregate base.

Brown SILT, some gravel. (Moist)

(Auger Cuttings)

-FILL- transitioning to -WEATHERED ROCK-

Auger refusal at 28.5 feet.

Standard Penetration Test Data

Boring Began:

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/AutomaticHammer Wt. & Type:

Rainy, 51°F

Encountered at:

After

Northing: 702313 Easting: 1039013

Caved at:

Hammer Drop:

Project Name:

N o.

Point Lookout Trail (FSR 203) - McDowell County, NC Project Datum:

(Blows / ft)

1965.5 ft

Undisturbed (UD)

12/5/14

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings and topped with cold patch asphalt upon completion.

Groundwater was not encountered during our drilling operations.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

Sample Types:

BORING LOG

N/A

12/5/14 C. Lynch

R. KingsleyOperator:

Site 4 - MP 2.436 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NC ERFO FSR 2013-2(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

P-4-2

P P

US State Plane NAD 1983, North…