Final Pavement Report.pdf

PAVEMENT REPORT NUMBER FY21-04

FHWA Project NP FOOT 8G16, 8H10

Great Smoky Mountains National Park Blount County, Tennessee

Foothills Parkway Reconstruction

September 2021

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-FOOT 8G16, 8H10 Pavement Report No. FY21-04

TABLE OF CONTENTS

I. INTRODUCTION

1. GENERAL

2. PROJECT DESCRIPTION

3. PROJECT PURPOSE-AND-NEED

II. PROCEDURES AND RESULTS

1. PAVEMENT CONDITION AND SUBGRADE ASSESSMENT PROCEDURES

2. SUBSURFACE EXPLORATION AND SUBGRADE CHARACTERIZATION

3. EXISTING PAVEMENT CONDITIONS

III. ANALYSIS AND CONCLUSIONS

IV. RECOMMENDATIONS

1. PAVEMENT DESIGN

V. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A - Project Location Map Appendix B - Laboratory Testing Results Appendix C - Cycle 6 Road Inventory Program Data Appendix D - Pavement Coring Log Appendix E - Soil Boring Log

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 FY21-04

Project NP-FOOT 8G16, 8H10

Foothills Parkway

Pavement Rehabilitation of Sections 8G and 8H of Foothills Parkway

I. INTRODUCTION

1. General

This report presents the findings and recommendations for Project NP-FOOT 8G16, 8H10 for the rehabilitation of Sections 8G and 8H of the Foothills Parkway. The project is located in the Great Smoky Mountains National Park in Blount County, Tennessee. A Project Location Map is presented in Appendix A.

2. Project Description

The Foothills Parkway is a 72-mile scenic parkway that was constructed in the 1960s.

Sections 8G and 8H of the Parkway had no major rehabilitation performed since its original construction other than the pavement preservation with microsurfacing in 2010. Project NP- FOOT 8G16, 8H10 consists of pavement rehabilitation of Sections 8G and 8H. The project begins near MP 55.27 at the existing gate west of the interchange with connector roads to State Route 73 (E Lamar Alexander Parkway, also U.S. Route 321) and ends at MP 72.21 at the intersection with U.S. Route 129 (Calderwood Highway). These sections consist of 17.9-mile, 2-lane (10-foot lanes), asphalt concrete pavement (ACP) with several scenic pull-offs and parking areas.

The project also includes the repair of two adjacent areas located along Section 8G that are exhibiting subsidence with extended crescent-shaped cracks. The sites are located approximately 3.5 miles west of State Route 73. The sites will be repaired using deep patch by sub-excavating a portion of the embankment and replacing with reinforced backfill. The deep patch repair will be coordinated with the EFLHD Geotechnical Team. These sites will be monitored with inclinometers that will be installed along the subject sections to record any potential movement.

3. Project Purpose-and-Need

The general Purpose-and-Need for this project is the rehabilitation Sections 8G and 8H of the Foothills Parkway to bring the pavement back into a serviceable condition.

II. PROCEDURES AND RESULTS

1. Pavement Condition and Subgrade Assessment Procedures

The Eastern Federal Lands Highway Division (EFLHD), Road Inventory Program (RIP), last collected the pavement condition data along Sections 8G and 8H in 2016 as part of Cycle 6 (C6) with the Data Collection Vehicle (DCV). The existing pavement conditions were also assessed by the Pavements Team during the scoping visit in October 2019 and confirmed by Construction personnel in April 2020. In December 2020, soil borings were conducted to characterize the subgrade and pavement cores were collected to determine the composition of the existing pavement structure.

2. Subsurface Exploration and Subgrade Characterization

EFLHD’s Subsurface Exploration Team drilled a total of 3 soil borings. The roadway borings were drilled to a depth of 5 feet below the existing grade. Standard Penetration Tests (SPT) were performed using a 3 ¾-inch (outer diameter) split-spoon sampler in accordance with AASHTO T-206. 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-27), 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). Results of the laboratory testing are shown in Appendix B.

The borings drilled encountered Silty Sand and poorly graded Sand with Silt and Gravel based on lab testing results. N-values recorded in the sand layers ranged from 10 to 33 blows per foot (bpf) indicating medium dense relative density. Weathered rock was encountered at depth of approximately 3.0-ft (BH -03). Soil boring logs are included in Appendix C.

The soil strength was tested from three samples. The California Bearing Ratio (CBR) ranges from 4% to 86% which correspond to Resilient Moduli (Mr) of 6,000 psi to 44,118 psi. For pavement design purposes, a Mr of 6,000 psi will be used.

3. Existing Pavement Conditions

Based on C6 RIP data, the pavement conditions ranged from good to excellent with Pavement Condition Ratings (PCRs) ranging from 90 (Section 8G) to 97 (Section 8G).

Appendix D includes the C6 RIP Road Condition Summary Report for the Foothills Parkway (West) Sections 8G and 8H.

The Pavements team conducted a condition survey (i.e., visual inspection) along the two sections during the scoping of the two projects in October 2019. Section 8G, with except to the easternmost portion, was observed to have predominantly light surface distresses on the pavement wearing course including low severity longitudinal, transverse and block cracking.

The easternmost section (~2 miles) was observed to have moderate to high severity cracks that were predominantly block cracking. Two subsidence areas were observed along Section

8G, approximately 3.5 miles south of State Route 73 intersection. The two sites are 400 feet and 300 feet long and approximately 100 feet apart. The areas are also exhibiting crescent-shaped cracking distress pattern indicating a possible slide. Two fill slides in the same location and with same patterns was also noted in 1976 as documented in the Soils and Foundation Report No. 17-75 and a supplement Report No. 7-76, dated November 1975 and June 1976, respectively, for Project 8G1. According to the reports, the slide was investigated with soil borings, seismic refraction and was monitored using inclinometers. Horizontal drainpipes were installed along the downhill slope of the road to stabilize the slope as a mechanism to reduce driving forces. Some of these pipes were observed during the December 2020 subsurface investigation. It’s also our understanding that the NPS has observed this area in the past between 2007 and 2010, prior to the construction of the preservation project (FOOT 8G15, 8H9) using monitoring nails installed on the pavement.

The NPS monitored the nails up until the road was overlaid in 2010 and reported zero to very little movement during the +/- 3 years monitoring period. It wasn’t clear what the scope of repairing the area was, but it was most likely repaired with pavements full depth patching.

However, apparently the cracking and subsidence have reoccurred.

Section 8H was observed to have predominantly low severity cracking on the pavement wearing course including longitudinal and transverse cracking.

EFLHD personnel from the Construction Branch visited the site in April 2020. Based on the existing pavement surface conditions observed, Foothills Parkway (West) Sections 8G and 8H are in fair to good condition exhibiting low to medium severity longitudinal, transverse and block cracking. The easternmost 2 to 2.5 miles section was observed to have severe cracking distresses. The cracks in the parking areas were observed to be typically between joints in the pavement and/or joints between the parking areas and mainline

A total of 32 pavement cores were also obtained in December 2020 to determine the existing pavement type and thickness. The existing ACP ranges from 3.5 to 6.5 inches in the mainline and 2.75 to 4.5 inches in parking/pull-off areas. In average, the existing ACP is approximately 4 inches. Based on the soil borings, the existing aggregate base is approximately 8 inches. The Pavement Coring Log is included in Appendix E.

III. ANALYSIS AND CONCLUSIONS

The design for the new flexible AC pavement was 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. An Annual Average Daily Traffic (AADT) of 992 vehicles and a Seasonally Adjusted AADT (SADT) of 1,079 vehicles were obtained from 2019 traffic counts (source: NPS Denver Service Center). The SADT was used for pavement design purposes. Commercial vehicles traffic is prohibited on the Parkway. We assumed 2% of the SADT to consist of buses and recreational vehicles and a 2% annual growth rate. The effective roadbed soil resilient modulus (Mr) was assumed to be 6,000 psi (CBR = 4%). A conservative Mr of 7,500 psi was used to characterize the reinforced backfill used to repair the slides. 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 pavement recommendations are based on the existing pavement conditions at the time of the field investigation. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications).

1. Pavement Design

Based on the C6 RIP data, the observed existing pavement conditions, the pavement cores and subsurface investigation, we recommend full-depth reclamation with the minimum requirements presented in Table 1. Milling and overlay (i.e. 2 inches) was discussed as a possible alternative, but was not considered as close to 45% of the pavement core samples collected measured a thickness of less than 4 inches. It is essential to have enough remaining pavement structure to support construction equipment and traffic. The PDDM recommends no less than 2 inches of ACP to remain in-place. Also, provided the age of the existing pavement (i.e., 1960s), the durability and structural capacity of the existing pavement is even more questionable. Therefore, there is a high risk of the remaining pavement further deteriorating under construction equipment.

A key requirement for this project is to maintain the roadway profile to avoid any shoulder reconditioning work and potentially readjusting roadway features such as curbs and guardrails. To maintain the roadway profile and per discussion with the Park we concluded to remove/mill 3 inches of the existing ACP prior to performing the FDR. The remaining asphalt (approximately 1 inch) and existing aggregate base will be used as part of the FDR.

Excess material from anticipated fluff and increase in volume as a result of the pulverization and addition of cement must be removed as necessary prior to placing the ACP to maintain existing roadway profile.

Table 1. Full-Depth Reclamation with Cement

Layer Minimum

Thickness (in) Comments

AC Surface Course 2.0

Marshall Mix ACP as per Section 402, Class A, ½” Nominal Maximum Size Aggregate (NMSA), Type III-B roughness (Type IV roughness for pulloffs/parking areas)

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

Prime Coat --- Prime Coat as per Section 411

FDR (cement) 8.0 FDR as per Section 305

The subsidence observed on the Parkway will be addressed with a deep patch (6-feet) to correct the subsidence. The recommended pavement structure in this area is presented in Table 2.

Table 2. Full-Depth Reconstruction (Part of Slide Repair)

Minimum

Thickness (in) Comments

AC Surface Course

2.0 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 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 301

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

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

APPENDIX A – Project Information Project NP‐FOOT PMS (1)

LOCATION MAP

No Scale

Blount County, Tennessee

Project Site Route 0008G Foothills Parkway Section 8G

APPENDIX A – Project Information Project NP‐FOOT PMS (3)

Project Site Route 0008H Foothills Parkway Section 8H

LOCATION MAP

No Scale

APPENDIX B – Laboratory Testing 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, %

1.5 4.0 6.5 9.0 11.5 14.0 16.5

12/06/21

CBR (T-193) @ 0.1= 11

FHWA/EFLHDNP FOOT 8G 8H

31.10.0NP162.65015.0A-2-4 (0)Silty Sand1-5

AASHTO T 99 Method D Standard

Foothills Parkway

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: BH-01 Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 11.4 %

Maximum dry density = 123.2 pcf

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 2 4 6 8 10 12

12/06/21

CBR (T-193)@ 0.1= 86

FHWA/EFLHDNP FOOT 8G 8H

9.83.0NPND2.6502.8A-1-a (0)Sand with Silt Gravel1-5

AASHTO T 99 Method D Standard

Foothills Parkway

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: BH-02 Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 5.8 %

Maximum dry density = 148.9 pcf

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, %

6.5 9.0 11.5 14.0 16.5 19.0 21.5

12/05/21

CBR (T-193) @ 0.1= 4

FHWA/EFLHDNP FOOT 8G 8H

35.10.0NP192.6513.2A-2-4 (0)Silty Sand1-5

AASHTO T 99 Method D Standard

Foothills Parkway

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: BH-03 Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 15.1 %

Maximum dry density = 114.8 pcf

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, %

1.5 4.0 6.5 9.0 11.5 14.0 16.5

12/06/21

FHWA/EFLHDNP FOOT 8G 8H

31.10.0NP162.65015.0A-2-4 (0)Silty Sand1-5

AASHTO T 99 Method D Standard

Foothills Parkway

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: BH-01 Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 11.4 %

Maximum dry density = 123.2 pcf

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 2 4 6 8 10 12

12/06/21

FHWA/EFLHDNP FOOT 8G 8H

9.83.0NPND2.6502.8A-1-a (0)Sand with Silt Gravel1-5

AASHTO T 99 Method D Standard

Foothills Parkway

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: BH-02 Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 5.8 %

Maximum dry density = 148.9 pcf

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, %

6.5 9.0 11.5 14.0 16.5 19.0 21.5

12/05/21

FHWA/EFLHDNP FOOT 8G 8H

35.10NP192.6513.2A-2-4 (0)Silty Sand1-5

AASHTO T 99 Method D Standard

Foothills Parkway

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: BH-03 Bulk

TEST RESULTS

3/4 in.

Optimum moisture = 15.1 %

Maximum dry density = 114.8 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 % SAND % 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 5.0 63.9 31.1

(ft.)

NP FOOT 8G 8H

Foothills Parkway

FHWA/EFLHD

MP 55-74 BH-01/J-1 1-3 Silty sand A-2-4(0)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 43.1 47.1 9.8

MP 55-74 BH-02/J-1 1-3 Poorly graded sand with silt and gravel A-1-a

0.0 12.5 52.4 35.1

MP 55-74 BH-03/J-1 1-3 Silty sand A-2-4(0)

SOIL DATA

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NP FOOT 8G 8H

Foothills Parkway

FHWA/EFLHD

A-2-4(0)NP16NP15.01-3BH-01/J-1MP 55-74

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-1-aNPNVNP2.81-3BH-02/J-1MP 55-74

A-2-4(0)NP19NP13.21-3BH-03/J-1MP 55-74

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

APPENDIX C – Cycle 6 Road Inventory Program Data

Cycle 6 - Road Inventory Program Road Condition Summary Report for

Data Collection Vehicle (DCV) Rated Roads

Great Smoky Mountains National Park

Notes:

• This condition summary report contains only the roads rated with the Data Collection Vehicle (DCV).

• Condition on roads that were manually rated and parking areas are shown in separate reports.

• Route-level scores shown on this page may not represent scores at smaller intervals (due to rollup calculations).

• Additional details on individual road ratings at 0.10-mile and 1-mile intervals can be found in Section 5 of the Cycle 6 RIP Report.

• Refer to the RIP Report Appendix for an explanation of the rating system and rating methods.

POOR (0 - 60)

FAIR (61 - 84)

GOOD (85 - 94)

Condition (Rating / Index) Legend

EXCELLENT (95 - 100)

NR = NOT RATED

Route No. FMSS No.

Functional

Class Surf.

Type

Paved Length (Miles)Route Name R u tt in g I n d ex

P a tc h

P o th o le

I n d ex

Lo n g it u d in a l C ra ck in g

In d ex

St ru ct u ra l C ra ck

I n d ex

Su rf a ce

C o n d it io n

R a ti n g

SC

R

R o u g h n es s C o n d it ex

R

C I)

P a v em en t C o n d it

R a ti n g

P C

R

A ll ig a to r C ra ck

I n d ex

Tr a n sv er se

C ra ck in g ex

Route-Level Condition for Roads Rated with the Data Collection Vehicle (DCV)

GRSM-0008A 57695 FOOTHILLS PARKWAY SECTION 8A 1 AS 5.67 100 95 99 100 99 95 100 10097

GRSM-0008G 231708 FOOTHILLS PARKWAY SECTION 8G 1 AS 10.11 100 83 88 100 88 83 100 9990

GRSM-0008H 57694 FOOTHILLS PARKWAY SECTION 8H 1 AS 6.90 100 95 95 100 95 97 100 9997

GRSM-0010N 55726 NEWFOUND GAP ROAD NORTH 1 AS 14.98 100 97 97 100 97 99 100 10098

GRSM-0010S 55724 NEWFOUND GAP ROAD SOUTH 1 AS 16.98 100 98 98 100 98 100 100 10099

GRSM-0011N 103222 GATLINBURG SPUR ROAD (NORTHBOUND) 7 AS 4.09 100 100 100 100 100 100 100 100100

GRSM-0011S 57673 GATLINBURG SPUR ROAD (SOUTHBOUND) 7 AS 4.32 100 99 100 100 100 100 99 10099

GRSM-0012AZ 57674 NB GATLINBURG BYPASS RAMP TO GATLINBURG SPUR ROAD (NORTHBOUND) 1 AS 0.23 NR 94 94 100 94 100 100 10094

GRSM-0012BZ 57674 NB GATLINBURG BYPASS RAMP TO GATLINBURG SPUR ROAD (SOUTHBOUND) 1 AS 0.09 NR 98 100 100 100 99 100 9898

GRSM-0012CZ 57674 SB NEWFOUND GAP ROAD RAMP TO NB GATLINBURG BYPASS 1 AS 0.09 NR 83 93 100 93 83 100 9683

GRSM-0012DZ 57674 NB NEWFOUND GAP ROAD AT GATLINBURG BYPASS 1 AS 0.40 NR 97 99 100 99 97 100 9897

GRSM-0012EZ 57674 SB GATLINBURG BYPASS RAMP TO NEWFOUND GAP ROAD 1 AS 0.04 NR 97 100 100 100 97 100 10097

GRSM-0012FZ 57674 RAMP TO NB NEWFOUND GAP ROAD AT GATLINBURG BYPASS 1 AS 0.04 NR 90 90 100 90 94 100 9790

GRSM-0012Z 57674 GATLINBURG BYPASS ROAD 1 AS 3.75 100 98 99 100 99 98 100 10099

GRSM-0013AZ 57675 FIGHTING CREEK GAP ROAD 1 AS 4.97 100 42 42 100 42 51 100 9965

GRSM-0013BZ 57675 FIGHTING CREEK GAP ROAD SPUR FROM NEWFOUND GAP ROAD 1 AS 0.05 NR 4 4 100 4 49 100 994

GRSM-0014 57676 LITTLE RIVER GORGE ROAD 1 AS 12.62 100 75 75 100 75 81 100 10085

GRSM-0015 57677 LAUREL CREEK ROAD 1 AS 7.79 100 99 99 100 99 100 100 10099

GRSM-0016 57678 TOWNSEND ENTRANCE ROAD 1 AS 0.74 100 91 91 100 91 98 100 9995

Data Collection Date: 06/2016 maria.guercio Highlight maria.guercio Highlight

APPENDIX D – Pavement Coring Log

Pavement Coring Log APPENDIX D Project: NP FOOT 8G16, 8H10

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-01

12/9/20

Core Description Location / GPS 3.75” Asphalt Concrete Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.718311°; -83.823327°

Core No.

Core Photograph / Side View Location Key

PV20-02p 12/8/20

3.5” Asphalt Concrete Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.718144°; -83.824311°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-03

Location Foothills Parkway – Section 8G

GPS: 35.717488°, -83.832921°

PV20-04p

4.0” Asphalt Concrete

GPS: 35.713876°, -83.843577°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-05p

5.0” Asphalt Concrete Specimen cracked. Loss of bond at approximately 2.5-inch depth.

GPS: 35.711537°, -83.848320°

PV20-06

GPS: 35.708289°, -83.855042°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-07p

Specimen cracked. Loss of bond at approximately 2.5-inch depth.

GPS: 35.706345°, -83.860328°

PV20-08p

GPS: 35.702625°, -83.868678°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-10p

Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.698469°, -83.873439°

PV20-11

4.75” Asphalt Concrete

GPS: 35.697211°, -83.874520°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-12

Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.689163°, -83.882105°

PV20-13p

GPS: 35.677849°, -83.891461°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-14p

4.5” Asphalt Concrete Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.678053°, -83.891777°

PV20-15p

2.75” Asphalt Concrete

GPS: 35.672651°, -83.899239°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-16p

4.5” Asphalt Concrete Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.670668°, -83.903590°

PV20-17p

GPS: 35.668085°, -83.904962°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-18

Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.662460°, -83.911582°

PV20-19

6.5” Asphalt Concrete

GPS: 35.655104°, -83.922187°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-20

3.25” Asphalt Concrete Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.646122°, -83.930628°

PV20-21

4.25” Asphalt Concrete

GPS: 35.636380°, -83.938168°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-22p

Specimen intact.

Location: Foothills Parkway – Section 8G

GPS: 35.630927°, -83.940763°

PV20-23

Location: Foothills Parkway – Section 8H

GPS: 35.629841°, -83.947482°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-24p

Specimen intact.

Location: Foothills Parkway – Section 8H

GPS: 35.626633°, -83.951246°

PV20-25

GPS: 35.620886°, -83.961600°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-26p

Specimen intact.

Location: Foothills Parkway – Section 8H

GPS: 35.612204°, -83.973684°

PV20-27p

GPS: 35.610138°, -83.976155°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-28

Specimen intact.

Location: Foothills Parkway – Section 8H

GPS: 35.607480°, -83.978667°

PV20-29p

GPS: 35.604158°, -83.981187°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-30p

Specimen intact.

Location: Foothills Parkway – Section 8H

GPS: 35.599483°, -83.985259°

PV20-31

5.75” Asphalt Concrete

GPS: 35.595523°, -83.988398°

Report Date: 01/14/2021

Notes:

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

Core No. Core Photograph / Side View Location Key

PV20-33

Specimen intact.

Location: Foothills Parkway – Section 8H

GPS: 35.568924°, -84.002757°

PV20-34

GPS: 35.557774°, -84.009865°

APPENDIX E – Soil Boring Log

1.1

1.6

3.75-inch Asphalt Concrete Pavement

8.25-inch Aggregate Base

Silty SAND (SM), loose, brown, trace gravel, moist.

A-2-4(0). Fill.

Silty SAND (SM), medium dense, brown, trace gravel, moist. A-2-4(0). Fill.

Boring terminated at 5.0 ft.

2.5

3.5

4-4-6-11

6-9-11-11

J-1

J-2

0.4

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/10/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/10/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during our drilling operation.

Boring was backfilled with auger cuttings.

2) Bucket sample collected.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

Foothills Parkway Reconstruction

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.

Blount County, Tennessee

E le va tio n (f ee t)

2 1/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH-01

Hammer Wt. & Type:

Partly Cloudy, 43°F

Foothills Parkway

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: Easting:

B O

R

IN

G L

O G

3/

/2

:3

C

:\U S

E R

S \M

A R

C O

LI

V

IE

R

.T S

C H

IB

E

L\ D

E S

K T

O P

\H D

R E

S O

U R

C E

S \P

E R

S O

N A

L\ P

A V

E M

E N

T A

S S

IG

N

M E

N T

6\ N

P F

O O

T

G

_8 H

0_

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

Sheet: 1 of 1

1.5

1.3

4.75-inch Asphalt Concrete Pavement

7.25-inch Aggregate Base

Poorly graded SAND with silt and gravel (SP-SM), dense, gray, moist. A-1-a. Fill.

Poorly graded SAND with silt and gravel (SP-SM), medium dense, gray, moist. A-1-a. Fill.

Boring terminated at 5.0 ft.

9-16-16-17

10-10-11-12

J-1

J-2

0.4

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/10/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/10/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during our drilling operation.

Boring was backfilled with auger cuttings.

2) Bucket sample collected.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

Foothills Parkway Reconstruction

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.

Blount County, Tennessee

E le va tio n (f ee t)

2 1/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH-02

Hammer Wt. & Type:

Partly Cloudy, 50°F

Foothills Parkway

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: Easting:

B O

R

IN

G L

O

/2

:3

C

:\U S

E R

S \M

A R

C O

LI

V

IE

R

.T S

C H

IB

E

L\ D

E S

K T

O P

\H D

R E

S O

U R

C E

S \P

E R

S O

N A

L\ P

A V

E M

E N

T A

S S

IG

N

M E

N T

6\ N

P F

O O

T

G

_8 H

0_

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

1.7

1.7

4.75-inch Asphalt Concrete Pavement

7.25-inch Aggregate Base

Silty SAND (SM), dense, gray-brown, trace gravel, moist. A-2-4(0). Fill.

Silty sand, very dense, tan-gray, dry. Highly weathered rock.

Boring terminated at 5.0 ft.

11-12-22-35

15-29-35-44

J-1

J-2

0.4

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/10/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/10/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during our drilling operation.

Boring was backfilled with auger cuttings.

2) Bucket sample collected.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

Foothills Parkway Reconstruction

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.

Blount County, Tennessee

E le va tio n (f ee t)

2-1/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH-03

Hammer Wt. & Type:

Partly Cloudy, 50°F

Foothills Parkway

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: Easting:

B O

R

IN

G L

O

/2

:4

C

:\U S

E R

S \M

A R

C O

LI

V

IE

R

.T S

C H

IB

E

L\ D

E S

K T

O P

\H D

R E

S O

U R

C E

S \P

E R

S O

N A

L\ P

A V

E M

E N

T A

S S

IG

N

M E

N T

6\ N

P F

O O

T

G

_8 H

0_

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

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 Reclamation (FDR)

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 119,594 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 85 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 6,000 psi Stage Construction 1

Calculated Design Structural Number 2.59 in

Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 1,123 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 2 % Average Initial Truck Factor (ESALs/truck) 1 Annual Truck Factor Growth Rate 0 % Annual Truck Volume Growth Rate 2 % Growth Compound

Total Calculated Cumulative ESALs 119,594

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in) 1 AC Surface Course 0.44 1 2 11 0.88 2 AC Base Course 0.44 1 2 11 0.88

3 FDR 0.15 1 8 11 1.20

Total - - - 12.00 - 2.96

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Full Depth Reconstruction Part of Slide Repair

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 119,594 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 2.38 in

Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 1,123 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 2 % Average Initial Truck Factor (ESALs/truck) 1 Annual Truck Factor Growth Rate 0 % Annual Truck Volume Growth Rate 2 % Growth Compound

Total Calculated Cumulative ESALs 119,594

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in) 1 AC Surface Course 0.44 1 2 11 0.88 2 AC Base Course 0.44 1 2 11 0.88 3 Graded Aggregate Base 0.12 1 6 11 0.72

Total - - - 10.00 - 2.48