Pavement_Report_GRSM 10N(3) 19(1) 107(1).pdf

PAVEMENT REPORT NUMBER FY22-04

Project NP-GRSM 10N(3), 19(1), 107(1) Rehabilitation of Newfound Gap Road and Lakeview Drive East and

Pavement Preservation of Heintooga Ridge Road Great Smoky Mountains National Park

Sevier County, Tennessee Swain County, North Carolina

Pavement Design Recommendations for Newfound Gap Road, Lakeview Drive East, Heintooga Ridge Road

September 2022

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 22001 Loudoun County Parkway

Building E-2, Suite 200 Ashburn, Virginia 20147

NP-GRSM 10N(3), 19(1), 107(1) Pavement Report No. FY22-04 Rehabilitation of Newfound Gap Road and Lakeview Drive East Pavement Preservation of Heintooga Ridge Road

TABLE OF CONTENTS

I. INTRODUCTION

1. GENERAL

2. PROJECT DESCRIPTION

3. PROJECT PURPOSE-AND-NEED

II. PROCEDURES AND RESULTS

1. PAVEMENT AND SUBSURFACE CONDITION ASSESSMENT PROCEDURES

1.1 Existing Pavement Conditions

1.2. Subsurface Conditions

III. ANALYSIS AND CONCLUSIONS

IV. RECOMMENDATIONS

APPENDICES

Appendix A - Project Location Map Appendix B - Photographs Appendix C - Pavement Coring Log Appendix D - Soil Boring Logs Appendix E - Laboratory Test Results

Appendix F - Pavement Design Analysis

Note: Design changes, made subsequent to distribution of this report and prior to project advertisement, will be documented by a memo inserted after the title page

PAVEMENT REPORT NUMBER FY22-04

Project NP-GRSM 10N(3), 19(1), 107(1) Great Smoky Mountains National Park

Sevier County, Tennessee Swain County, North Carolina

Rehabilitation of Newfound Gap Road and Lakeview Drive East and

I. INTRODUCTION

1. General

This report presents the findings and recommendations for Project NP-GRSM 10N(3), 19(1), 107(1) for the reconstruction, rehabilitation and pavement preservation of several roads located in the Great Smoky Mountains National Park, in Sevier County, Tennessee and Swain County, North Carolina. A Project Location Map is presented in Appendix A.

2. Project Description

Project NP-GRSM 10N(3), 19(1), 107(1) consists of the reconstruction, rehabilitation and pavement preservation of the following routes:

• Newfound Gap Road (NPS Route 0010N) from MP 0.0 to MP 1.86 located in Sevier County (TN). This section of Newfound Gap Road is a 2-lane, 1.86-mile, asphalt concrete (AC) roadway that begins at the Park boundary in Gatlinburg and ends approximately 500 feet after the intersection with Fighting Creek Gap Road. This section of Newfound Gap Road provides access to the Sugarlands Visitor Center and the Park Headquarters.

• Sugarlands Headquarters Road (NPS Route 0405), located in Sevier County (TN), is a 2-lane, 0.46-mile, AC roadway.

• Two-Mile Branch Road (NPS Route 0111) located in Sevier County (TN), is a 2-lane, 0.13-mile, AC roadway leading to Sugarlands Riding Stables Parking Area.

• Sugarlands Riding Stables Parking Area (NPS Route 1257) located in Sevier County (TN), is a 9,322 square-foot AC parking area.

• Heintooga Ridge Road (NPS Route 0107), located in Swain County (NC), is a 2-lane, 5.34-mile, AC roadway that begins at the Park boundary at Black Camp Gap (Blue Ridge Parkway boundary) and ends at the Heintooga Overlook and Picnic Area. The roadway also provides access to the Balsam Mountain Campground.

• Balsam Mountain Campground Road (NPS Route 0100AZ), located in Swain County (NC), is a 2-lane, 0.32-mile, AC roadway.

• Balsam Mountain Campground Loop (NPS Route 0100BZ), located in Swain County (NC), is a 2-lane, 0.09-mile, AC roadway.

• Lakeview Drive East (NPS Route 0019), located in Swain County (NC), is a 2-lane, 5.89-mile AC roadway that begins at the Park boundary near Bryson City and ends at the eastern end of Lakeshore Trail.

3. Project Purpose-and-Need

The general Purpose-and-Need for this project is to reconstruct, rehabilitate and preserve the routes within the scope of work.

II. PROCEDURES AND RESULTS

1. Pavement and Subsurface Condition Assessment Procedures

In June 2021, Eastern Federal Lands Highway Division (EFLHD) Road Inventory Program (RIP) collected data on routes within the Great Smoky Mountains National Park during Cycle 6 (C6) with the Data Collection Vehicle (DCV). Pavement Condition Ratings (PCRs) were determined based on the C6 RIP data. The existing pavement conditions were also assessed during the scoping visit on May 20th, 2021. Pavement cores and soil borings were performed between May 26th and June 18th, 2021, to determine the composition of the existing pavement structure and the subsurface characteristics.

1.1 Existing Pavement Conditions

A summary of PCRs and pavement conditions based on the condition survey conducted in May 2021 are included in Table 1.

Table 1. Existing Pavement Conditions Roadway Name PCR

(2021) Pavement Condition

(condition survey – May 2021) Newfound Gap Road

(0010N) – MP 0-1.8

(excellent)

Low-severity longitudinal cracking.

Sugarlands Headquarters Road (0405)

(poor)

Medium to high-severity longitudinal cracking, transverse cracking, fatigue cracking, and edge cracking.

Heintooga Ridge Road (0107)

(excellent)

Low-severity transverse cracking.

Two-Mile Branch Road (0111)

53* (poor)

Edge cracking, localized medium-severity fatigue cracking.

Sugarlands Riding Stables Parking Area (1257)

53* (poor)

Medium to high-severity fatigue cracking.

Balsam Mountain Campground Road (0100AZ)

(excellent) Low-severity transverse cracking, rooting.

Balsam Mountain Campground Loop (0100BZ)

(excellent) Low-severity transverse cracking, rooting.

Lakeview Drive East (0019) 30 (poor)

High-severity longitudinal cracking, transverse cracking, fatigue cracking, edge cracking, deteriorated potholes

*Manually rated on May 2021

Ultra-thin bonded wearing course (UTBWC) treatment was placed on Newfound Gap Road North in 2011 from the Park boundary south to approximately MP 2.0. This overlay was intended as an interim solution until pavement rehabilitation can be performed. Heintooga Ridge Road was rehabilitated in 2010 as part of a project funded through the American Recovery and Reinvestment Act (ARRA) that was administered by the NPS.

Photographs showing typical pavement conditions are included in Appendix B Photographs showing typical pavement conditions are included in Appendix B.

1.2. Subsurface Conditions

In May and June 2021, the EFLHD’s Subsurface Exploration Team collected a total of total of 13 pavement cores from Sugarlands Headquarters Road, Two Mile Branch Road, Heintooga Road, Balsam Mountain Campground Road, Balsam Mountain Campground Loop and Lakeview Drive East. A total of 4 pavement cores were obtained in 2014 from Newfound Gap Road as part of Project GRSM 1A28. Table 2 summarizes the asphalt concrete pavement (ACP) thickness information determined from the collected pavement cores. Pavement Coring Logs are included in Appendix C.

Table 2. Pavement Cores Data

Roadway Name

Number of Pavement

Cores

ACP

Thickness

Range (inches)

ACP

Thickness Average (inches)

Pavement Cores Conditions

Newfound Gap Road

(0010N) – MP 0-1.8 4* 4.0* 4.0* N/A

Sugarlands Headquarters Road (0405)

2 3.75 to 4.5 4.12 Loss of bond/delamination between AC layers (at depths of 1 and 2.5 inches)

Two Mile Branch Road (0111) 1 2.75 2.75 Core broken near base

Heintooga Ridge Road (0107) 3 5.5 to 7.5 6.5 Loss of bond between AC layers (at depths of 3, 3.5 and 4.75 inches) Balsam Mountain Campground Road

(0100AZ)

1 4.5 4.5 Intact core

Balsam Mountain Campground Loop

(0100BZ)

1 5.0 5.0 Loss of bond between AC layers (at depth of 3.75 inches)

Lakeview Drive East (0019) 6 1.75 to

3.75 2.25 Intact core

*Pavement cores from Project GRSM 1A28 (from MP 0 to MP 1.86) N/A – Not available

The EFLHD Subsurface Exploration Team drilled a total of 3 soil borings in June 2021 (one boring from each of the following roadways: Sugarlands Headquarters Road, Lakeview Drive East and Two Mile Branch Road). Standard Penetration Tests (SPT) were performed using a 3 ¾-inch (outer diameter) split-spoon sampler in accordance with AASHTO T-206.

SPT soil samples were recovered by driving the split spoon sampler a distance of 24 inches, or until refusal, into the undisturbed soil under the action of a 140-pound automatic hammer free-falling 30 inches. The number of hammer blows required to advance the split-spoon sampler the middle 12 inches of the 24-inch sample interval is designated as the “Standard Penetration Resistance” or N-value. The N-values and the number of blows required to advance the sampler through each 6-inch interval was recorded on field boring logs.

Representative portions of the SPT soil samples were placed into glass jars, labeled, and transported to the EFLHD Materials Testing Laboratory in Sevierville, TN for testing and storage. Laboratory testing of selected soil samples included gradation analysis by sieve (AASHTO T-11), Liquid Limit, Plastic Limit and moisture content of soils (AASHTO T-89, AASHTO T-90, and AASHTO T-265), California Bearing Ratio (AASHTO T-193), and standard proctor (AASHTO T-99).

Table 3 summarizes the laboratory results for the subgrade soil. Borings logs and laboratory testing results are included in Appendix D and Appendix E, respectively.

Table 3. Results of Laboratory Testing Boring

ID

Sample

ID

Depth

(ft)

Moisture content

PL

LL

PI

AASHTO

Classification Description CBR

BH-01 J-1 1-3 10.8 NP NV NP A-4(0) Silty Sand -

BH-01 Bucket 1-5 N/A NP NV NP A-1-b Silty Sand with Gravel 15

BH-02 J-1 1-3 7.6 NP NV NP A-1-b Silty Sand with Gravel -

BH-02 J-2 3-4.1 10.6 NP NV NP A-2-4(0) Silty Sand with Gravel -

BH-03 J-1 1-3 12.0 NP NV NP A-4(0) Silty Sand - BH-03 Bucket 1-5 N/A NP NV NP A-2-4(0) Silty Sand 5

N/A – not available NP – non plastic NV – non viscous

The boring drilled on Sugarlands Headquarters Road (BH-01) encountered silty SAND and silty SAND with gravel based on lab testing results. N-values recorded in the sand layers in boring BH-01 range from 4 to 39 blows per foot (bpf) indicating loose to dense relative density. The soil strength was tested from samples BH-01. The California Bearing Ratio (CBR) was 15% which corresponds to Resilient Modulus (Mr) of 14,429 psi.

The boring drilled on Two Mile Branch Road (BH-02) encountered silty SAND with gravel based on lab testing results. N-value recorded in the sand layer in boring BH-02 at a depth of 1 to 3 feet was recorded to be 9 bpf indicating loose relative density. Auger refusal was reached at approximately 4.1 feet.

The boring drilled on Lakeview Drive (BH-03) encountered silty SAND based on lab testing results. N-values recorded in the sand layers in boring BH-03 range from 17 to 22 bpf indicating medium relative density. The soil strength tested from samples BH-03 resulted in a CBR of 5% which corresponds to Mr of 7,500 psi.

III. ANALYSIS AND CONCLUSIONS

The designs for the new flexible AC pavement structures for Lakeview Drive East, Sugarlands Headquarters Road, Two Mile Branch Road and Sugarlands Riding Stables Parking Area were performed in accordance with the 1993 AASHTO Guide for Design of Pavement Structures, AASHTOWare DARWin software (version 3.1) and the Federal Lands Highway Project Development and Design Manual (PDDM). For pavement design purposes, 50,000 ESAL (i.e., the minimum per the PDDM guidance) was used in the structural analysis for Two Mile Branch Road and Sugarlands Riding Stables Parking Area. Lakeview Drive East and Sugarlands Headquarters Road were designed for 250,000 ESAL. The effective roadbed soil resilient modulus (Mr) was assumed to be 7,500 psi (CBR = 5%) for all roads.

Other parameters specified in the analysis included a reliability of 85 percent, an overall standard deviation of 0.49, an initial serviceability index of 4.2, and a terminal serviceability index of 2.5 in accordance with the PDDM. The results of the analysis are presented in Appendix F.

IV. RECOMMENDATIONS

The following final pavement recommendations are based on the existing pavement conditions at the time of the field investigation, the pavement cores and laboratory testing results. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications) and related Special Contract Requirements (SCR).

Newfound Gap Road (NPS Route 0010N) – MP 0-1.8 The subsurface investigation, pavement design analysis and pavement recommendations for this section of Newfound Gap Road were completed as part of Project GRSM 1A28. The information was documented in the report titled, “Pavement Evaluation and Rehabilitation Design” prepared by All About Pavements Inc., (API) as part of the Project. The typical sections associated with these recommendations were developed as part of Project 1A29 construction plans. The following pavement alternatives are recommended based on the report by API, the information included in the construction plans for Project GRSM 1A29, and existing pavement conditions observed by EFLHD pavement engineers in May 2021:

• ACP Mill and Overlay (Table 4) will be performed in areas with isolated fatigued pavements.

• ACP Full-Depth Patching (Table 5) will be performed in limited areas where the pavement grade needs to be maintained due to guard wall or curb reveal, where only one lane of roadway needs to be reconstructed or where failed slopes need reconstructing.

Table 4: Newfound Gap Road (NPS Route 0010N) – ACP Mill and Overlay

Layer Minimum Thickness

(in)

Comments

Existing ACP 2.0 ACP Milling

AC Surface Course 2.0

Marshall Mix ACP as per Section 402, Class A, ½” Nominal Maximum Size Aggregate (NMSA), Type II-B roughness Asphalt Tack Coat --- AC Tack Coat as per Section 412

AC Base Course 2.0 Marshall Mix ACP as per Section 402, Class A, ½” NMSA

Asphalt Tack Coat --- AC Tack Coat as per Section 412

Table 5: Newfound Gap Road (NPS Route 0010N) – ACP Full-Depth Patch

Minimum Thickness

AC Existing 7.5* ACP Milling

Marshall Mix ACP as per Section

402, Class A, ½” NMSA, Type III-B roughness

Asphalt Tack Coat --- AC Tack Coat as per Section 412

AC Base Course 5.5 Marshall Mix ACP as per Section 402, Class A, 1” NMSA

*Existing asphalt pavement and required amount of aggregate base must be removed to depth of proposed pavement structure. Scarify and recompact subgrade as directed by the CO.

For Newfound Gap Road, API recommended geocomposite pavement edge drains to be installed in cut sections where water could potentially be trapped and throughout the entire alignment. Upon observation of the entire alignment, the Park had determined which locations are most likely to have these conditions and requested to have the drains installed in selected locations where water accumulation is expected.

Sugarlands Headquarters Road (NPS Route 0405) Based on the existing pavement conditions observed and the presence of underground utilities, Full-Depth Reconstruction is recommended for Sugarlands Headquarters Road (Table 6). This approach consists of removing the existing pavement structure including the ACP and aggregate base layers by excavating approximately 12 inches. A separation geotextile will be placed on the existing subgrade prior to placing 6 inches of aggregate base and a 6-inch ACP. This approach will maintain the existing profile.

Table 6: Sugarlands Headquarters Road (NPS Route 0405) Full-Depth Reconstruction

Layer Minimum Thickness

Marshall Mix ACP as per Section

402, Class A, ½” NMSA, Type III-B roughness

Asphalt Tack Coat --- AC Tack Coat as per Section 412

AC Base Course 4.0 Marshall Mix ACP as per Section 402, Class A, 1” NMSA

Graded Aggregate Base 6.0 Aggregate Base Course, Grading C or D as per Section 703

Geotextile --- Geotextile, Class 2, Type E as per Section 207

Two Mile Branch Road (NPS Route 0111) and Sugarlands Riding Stables Parking Area (NPS Route 1257) Full-Depth Reconstruction (Table 7) is recommended for Sugarlands Riding Stables and Two Mile Branch Road. This approach consists of removing the existing pavement structure including the ACP and aggregate base layers by excavating approximately 10 inches. A separation geotextile will be placed on the existing subgrade prior to placing 6 inches of aggregate base and a 4-inch ACP. This approach will maintain the existing profile.

Table 7: Two Mile Branch Road (NPS Route 0111) and Sugarlands Riding Stables Parking Area (NPS Route 1257)

Full-Depth Reconstruction

Layer Minimum Thickness

Marshall Mix ACP as per Section 402, Class A, ½” NMSA, Type IV roughness Asphalt Tack Coat --- AC Tack Coat as per Section 412

AC Base Course 2.0 Marshall Mix ACP as per Section 402, Class A, ½” NMSA

Graded Aggregate Base 6.0 Aggregate Base Course, Grading C or D as per Section 703

Geotextile --- Geotextile, Class 2, Type E as per Section 207

Heintooga Ridge Road (NPS Route 0107), Balsam Mountain Campground Road (0100AZ) and Balsam Mountain Campground Loop (0100BZ) A pavement preservation treatment is recommended for Heintooga Ridge Road, Balsam Mountain Campground Road and Balsam Mountain Campground Loop, based on the existing pavement conditions observed. Preservation treatments alternatives were discussed with the Park and the ACP Thin Lift overlay (Table 8) was selected as the most practical and cost effective alternative.

Table 8: Heintooga Ridge Road (NPS Route 0107), Balsam Mountain Campground Road (0100AZ) and Balsam Mountain Campground Loop (0100BZ)

ACP Thin Lift

Layer Minimum Thickness

ACP Thin Lift 3/4 Gyratory ACP (GACP),

0.3 to <3 x 106 ESAL, No. 4 NMSA, Type IV roughness as per Section 431

Asphalt Tack Coat (trackless) --- AC Tack Coat as per Section 412

The following repairs must be performed as required prior to placing the :

• Perform ACP Patch (Type 2) as necessary, in areas exhibiting fatigue cracking, settlement, rooting and/or potholes. Such areas should be identified by the CO. Patch areas should be performed in accordance with Section 418.

• Perform Crack Sealing and Filling at least a week prior to placing the preservation treatment. Crack sealing (crack width ¼-inch to less than 1-inch) and filling (crack width greater than 1-inch) should be performed in accordance with Section 414. It is recommended to have as much time as possible, typically 6 to 12 months or one season per industry practice, between the crack sealing operation and a hot surface treatment application. That time will allow for the crack sealant to set into the cracks and cure under vehicular traffic. This will also prevent too much sealant under the surface treatment resulting in better performance. If crack sealing occurs prior to 6 months from the preservation treatment application, it is recommended to use a recessed configuration by applying the sealant so that it sets below the surface. This reduces the risk of the sealant melting and potentially bubbling back through the subsequent hot surface treatment applications. Crack sealing and removal of pavement markings and wheelstops will be necessary prior to placement of the surface treatment on some routes/parking areas.

Lakeview Drive East (NPS Route 0019) Based on the existing pavement conditions observed, we recommend Full-Depth Reclamation (FDR) with cement. This approach consists of pulverizing and stabilizing with cement the existing ACP, aggregate base and possibly a portion of the subgrade for a total thickness of 8 inches. Excess material must be removed to maintain roadway profile. Table 9 summarizes the minimum pavement structure requirements for FDR.

Table 9: Lakeview Drive East (NPS Route 0019) Full-Depth Reclamation (with cement)

Layer Minimum Thickness

AC Surface Course 1.5

GACP,

0.3 to <3 x 106 ESAL, 3/8-inch

NMSA,

Type III-B roughness as per Section

Asphalt Tack Coat --- AC Tack Coat per Section 412

AC Base Course 2.5

GACP,

0.3 to <3 x 106 ESAL, 3/4-inch

NMSA,

as per Section 401

FDR (cement) 8.0 FDR as per Section 305

V. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface and conditions between these locations may vary.

The Design Analysis section and the Recommendations section in 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:

Maria Chiara Guercio Pavement Engineer

Reviewed by:

Mohammed Elias Pavement Team Leader

APPENDIX A – Project Location Map

TN NP GRSM 10N(3), 19(1), 107(1) Appendix A Project Location Map

APPENDIX B – Photographs

GRSM 10N(3), 19(1), 107(1) APPENDIX B Photographs

Figure 1. Newfound Gap Road (0010N) – Good Condition

Figure 2. Sugarland Headquarters Road (0405) – Poor Condition

Figure 3. Sugarland Headquarters Road (0405) – Poor Condition

Figure 4. Sugarland Residence Road (0430) – Poor Condition

Figure 5. Heintooga Ridge Road (0107) – Transverse Cracking

Figure 6. Balsam Mountain Campground Road (0100AZ) - Rooting

Figure 7. Balsam Mountain Campground Loop (0100BZ) – Transverse Cracking

Figure 8. Lakeview Drive East (0019) - Poor Condition

APPENDIX C – Pavement Coring Log

Pavement Coring Log

APPENDIX C Project: NP-GRSM PMS(1)

Report Date: 07/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-01

5/26/21

Core Description Location / GPS 4.5” Asphalt Concrete Loss of bond at depths of 1 and 2.5 inches.

Location: Sugarlands Headquarters Road, Gatlinburg, TN

GPS: 35.687988°, -83.536762°

Core No. Core Photograph / Side View Location Key

PV21-02

5/26/21

Core Description Location / GPS 3.75” Asphalt Concrete Intact.

Location: Sugarlands Headquarters Road, Gatlinburg, TN

GPS: 35.690963°, -83.536425°

APPENDIX C Project: NP-GRSM PMS(1)

Report Date: 07/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-03

5/26/21

Core Description Location / GPS 2.75” Asphalt Concrete Core broke near base.

Location: Two Mile Branch Road, Gatlinburg, TN

GPS: 35.690901°, -83.532140°

APPENDIX C Project: NP- GRSM PMS(1)

Report Date: 7/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-01

5/26/21

Core Description Location / GPS 7.5” Asphalt Concrete Possible loss of bond initiated at a depth of 4.5 inches. Loose aggregate at the bottom of the core.

Location: Heintooga Ridge Road, Northbound lane. Cherokee, NC

GPS: 35.548610°, -83.167418°

Core No. Core Photograph / Side View Location Key

PV21-02

5/26/21

Core Description Location / GPS 6.5” Asphalt Concrete Loss of bond at a depth of 3.5 inches.

Location: Heintooga Ridge Road, Southbound lane. Cherokee, NC

GPS: 35.567737°, -83.163977°

Report Date: 7/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-03

5/26/21

Core Description Location / GPS 5.5” Asphalt Concrete Loss of bond at a depth of 3 inches.

Location: Heintooga Ridge Road, Northbound lane. Cherokee, NC

GPS: 35.572741°,-83.179591°

Core No. Core Photograph / Side View Location Key

PV21-04

5/26/21

Core Description Location / GPS 4.5” Asphalt Concrete Intact.

Location: Balsam Mountain Campground Road. Cherokee, NC

GPS: 35.566191°, -83.174818°

Report Date: 7/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-05

5/26/21

Core Description Location / GPS 5.0” Asphalt Concrete Loss of bond at a depth of 3.75 inches.

Location: Balsam Mountain Campground Loop, Cherokee, NC

GPS: 35.565257°, -83.174008°

APPENDIX C Project: NP GRSM PMS(1)

Report Date: 07/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-01

6/3/21

Core Description Location / GPS 3.0” Asphalt Concrete Intact.

Location: Lakeview Drive, Swain County, North Carolina

GPS: 35.450301°; -83.478664°

Core No. Core Photograph / Side View Location Key

PV21-02

6/3/21

Core Description Location / GPS 2.5” Asphalt Concrete Intact.

Location: Lakeview Drive, Swain County, North Carolina

GPS: 35.452576°; -83.485209°

Report Date: 07/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-03

6/3/21

Core Description Location / GPS 3.75” Asphalt Concrete Intact.

Location: Lakeview Drive, Swain County, North Carolina

GPS: 35.459499°, -83.496224°

Core No. Core Photograph / Side View Location Key

PV21-04

6/3/21

Core Description Location / GPS 2.25” Asphalt Concrete Intact.

GPS: 35.456502°, -83.507218°

Report Date: 07/01/2021

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-05

6/3/21

Core Description Location / GPS 2.5” Asphalt Concrete Intact.

Location: Lakeview Drive, Swain County, North Carolina

GPS: 35.457303°; -83.518635°

Core No. Core Photograph / Side View Location Key

PV21-06

6/3/21

Core Description Location / GPS 1.75” Asphalt Concrete Intact.

GPS: 35.458594°; -83.534269°

APPENDIX D – Soil Boring Logs

1.4

1.1

Asphalt Pavement

Base course, Gray crushed stone

Silty SAND, dense, brown, moist, fill.

Silty SAND, very loose, brown, moist, fill.

Boring terminated at 5.0 ft.

17-29-10-8

2-2-2-4

J-1

J-2

0.3

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

6/8/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/8/21 D. Hutchins

J. FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cutting.

Groundwater was not encountered during our drilling operation.

Bucket sample was collected hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP GRSM PMS(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Sevier County, Tennessee

E le va tio n (f ee t)

3.0 in.

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

SFA

BH-01

Hammer Wt. & Type:

Cloudy, 70

Sugarlands Headquarters Roads

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3952637.6 Easting: 270485.34

B O

R

IN

G L

O G

1/

8/

:2

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \A

S S

IG

N

M E

N T

S F

R O

M M

A R

IA

\N

P G

R S

M .G

P J

Sheet: 1 of 1

1.4

0.7

Asphalt Pavement

Base course, Brown-gray crushed stone

Clayey SILT, loose, brown, moist, trace sand and gravel, fill.

Clayey SILT, very dense, brown-gray, trace sand with weathered rock pieces, split spoon refusal at 4.1 ft

Boring terminated at 4.1 ft.

2-4-5-7

3-4-50/1"

J-1

J-2

0.2

1.0

3.0

4.1

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

6/8/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/8/21 D. Hutchins

J. FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cutting.

Groundwater was not encountered during our drilling operation.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP GRSM PMS(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Sevier County, Tennessee

E le va tio n (f ee t)

3.0 in.

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

SFA

BH-02

Hammer Wt. & Type:

Cloudy, 70

Two Mile Branch Road

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3952620.71 Easting: 270872.99

B O

R

IN

G L

O G

1/

8/

:2

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \A

S S

IG

N

M E

N T

S F

R O

M M

A R

IA

\N

P G

R S

M .G

P J

7"

1.7

1.7

Asphalt Pavement

Base course, Gray sand and gravel

Highly weathered rock, medium dense, brown-tan, dry.

Highly weathered rock, medium dense, brown-black-reddish, dry

Boring terminated at 5.0 ft.

6-10-12-13

6-9-8-10

J-1

J-2

0.2

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

6/18/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/18/21 D. Hutchins

J. FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cutting.

Groundwater was not encountered during our drilling operation.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP GRSM PMS(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Sevier County, Tennessee

E le va tio n (f ee t)

3.0 in.

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

SFA

BH-03

Hammer Wt. & Type:

Lakeview Drive

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3926853.05 Easting: 270016.67

B O

R

IN

G L

O G

1/

8/

:2

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \A

S S

IG

N

M E

N T

S F

R O

M M

A R

IA

\N

P G

R S

M .G

P J

APPENDIX E – Laboratory Test Results

Test specification:

Date:

Project:

Remarks:Client:Project No.

MATERIAL DESCRIPTION

No.200Moist.AASHTOUSCSDepth

PILLSp.G.

Nat.ClassificationElev/

COMPACTION TEST REPORT

D ry d en si ty , p cf

Water content, %

0 5 10 15 20 25 30

10/08/21

T-193- CBR @ 0.1= 15 Swell= 0.0

FHWA/EFLHDGRSM 10N(3)

Silty sand with gravel

19.70.0NPNVN/AA-1-bSM0-5

AASHTO T 99 Method D Standard

Great Smoky Mountains NP

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: B-1/Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 13.5 %

Maximum dry density = 112.6 pcf

Test specification:

Date:

Project:

Remarks:Client:Project No.

MATERIAL DESCRIPTION

No.200Moist.AASHTOUSCSDepth

PILLSp.G.

Nat.ClassificationElev/

COMPACTION TEST REPORT

D ry d en si ty , p cf

Water content, %

0 5 10 15 20 25 30

10/07/21

T-193- CBR @ 0.1= 5 Swell= 0.0

FHWA/EFLHDGRSM 10N(3)

Silty sand

31.80.0NPNVN/AA-2-4(0)SM0-5

AASHTO T 99 Method D Standard

Great Smoky Mountains NP

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: B-3/Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 14.5 %

Maximum dry density = 113.8 pcf

SOIL DATA

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% COBBLES

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 20.8 17.3 15.2 27.0 19.7

(ft.)

GRSM 10N(3) 19(1) 107(1)

Great Smoky Mountains NP

FHWA/EFLHD

Lakeview Dr B-1/Bulk 0-5 Silty sand with gravel A-1-b

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.2 12.5 48.7 38.6

Lakeview Dr B-1/J-1 1-3 Silty sand A-4(0)

0.0 7.8 24.8 16.1 12.8 14.1 24.4

Lakeview Dr B-2/J-1 1-3 Silty sand with gravel A-1-b

0.0 8.7 20.6 12.6 10.9 18.5 28.7

Lakeview Dr B-2/J-2 3-4.1 Silty sand with gravel A-2-4(0)

0.0 0.0 0.0 4.5 17.7 46.0 31.8

Lakeview Dr B-3/Bulk 0-5 Silty sand A-2-4(0)

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% COBBLES

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 12.1 7.5 13.1 28.7 38.6

(ft.)

GRSM 10N(3) 19(1) 107(1)

Great Smoky Mountains NP

FHWA/EFLHD

Lakeview Dr B-3/J-1 1-3 Silty sand A-4(0)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

USCS

GRSM 10N(3) 19(1) 107(1)

Great Smoky Mountains NP

FHWA/EFLHD

SMNPNVNPN/A0-5B-1/BulkLakeview Dr

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

SMNPNVNP10.81-3B-1/J-1Lakeview Dr

SMNPNVNP7.61-3B-2/J-1Lakeview Dr

SMNPNVNP10.43-4.1B-2/J-2Lakeview Dr

SMNPNVNPN/A0-5B-3/BulkLakeview Dr

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

USCS

GRSM 10N(3) 19(1) 107(1)

Great Smoky Mountains NP

FHWA/EFLHD

SMNPNVNP12.01-3B-3/J-1Lakeview Dr

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

CL-ML

CL o r O

L

CH o r O

H ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

APPENDIX F – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Full-Depth Reconstruction Sugarlands Headquarters Road

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 250,000 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 85 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 7,500 psi Stage Construction 1

Calculated Design Structural Number 2.69 in

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

(Di)(in)

Width

(ft)

Calculated

SN (in) 1 AC Surface Course 0.44 1 2 - 0.88 2 AC Base Course 0.44 1 4 - 1.76 3 Graded Aggregate Base 0.12 1 6 - 0.72

Total - - - 12.00 - 3.36

Full-Depth Reconstruction Two Mile Branch Road

Sugarlands Riding Stables Parking Area

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 85 % Overall Standard Deviation 0.49

Calculated Design Structural Number 2.06 in

Coef.

(Ai)

Drain

1 AC Surface Course 0.44 1 2 - 0.88 2 AC Base Course 0.44 1 2 - 0.88 3 Graded Aggregate Base 0.12 1 6 - 0.72

Total - - - 10.00 - 2.48

Full-Depth Reclamation (with cement) Lakeview Drive East

18-kip ESALs Over Initial Performance Period 250,000 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 85 % Overall Standard Deviation 0.49

Calculated Design Structural Number 2.69 in

Coef.

(Ai)

Drain

1 AC Surface Course 0.44 1 1.5 - 0.66 2 AC Base Course 0.44 1 2.5 - 1.10

3 FDR 0.15 1 8 - 1.20

Total - - - 12.00 - 2.96