Pavement Report - GA NP CHCH MULTI (1).pdf

PAVEMENT REPORT NUMBER FY24-03

Project GA NP CHCH MULTI (1)

Chickamauga and Chattanooga National Military Park Catoosa and Walker Counties, Georgia

Pavement Design Recommendations for Brotherton Road and Glen Viniard Road

February 2024

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 22001 Loudoun County Parkway

Ashburn, VA 20147

GA NP CHCH MULTI (1) Pavement Report No. FY24-03

TABLE OF CONTENTS

1 INTRODUCTION

1.1 GENERAL

1.2 PROJECT DESCRIPTION

1.3 PROJECT BACKGROUND

1.4 PROJECT PURPOSE-AND-NEED

2 PROCEDURES AND RESULTS

2.1 PAVEMENT CONDITION ASSESSMENT PROCEDURES

2.2 SUBSURFACE EVALUATION PROCEDURE

2.3 FINDINGS

2.3.1 Existing Pavement Conditions

2.3.2 Laboratory Testing Results

2.3.3 Subsurface Conditions

2.3.4 Compaction and CBR Test Results

2.3.5 Groundwater

3 PAVEMENT DESIGN ANALYSIS

3.1 Traffic Loading

3.3 Vehicle Class Distribution Percentages, Truck Factors and Design ESALs

3.4 Flexible Pavement Design Variables

4 PAVEMENT RECOMMENDATIONS

4.1 BROTHERTON ROAD AND GLEN VINIARD ROAD

4.2 BROTHERTON PICNIC AREA PARKING

4.3 PARKING TOUR STOP 6 (WILDER TOWER)

4.4 PRE-OVERLAY REPAIRS – PARKING TOUR STOP 6

APPENDICES

Appendix A - Project Location Map Appendix B - Roadway Condition Summary Report Appendix C - Pavement Conditions Photos Appendix D - Pavement Coring Log Appendix E - Soil Boring Logs Appendix F - Laboratory Testing Results Appendix G - 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 FY24-03

Project GA NP CHCH MULTI (1)

Waler and Catoosa Counties, Georgia

Pavement Design Recommendations for Brotherton Road, Glen Viniard Road, Brotherton Picnic Area Parking, and Parking Tour Stop 6 (Wilder Tower)

1 INTRODUCTION

1.1 General

This report discusses the findings and recommendations for Project GA NP CHCH MULTI (1), located in Chickamauga and Chattanooga National Military Park (CHCH) in Walker and Catoosa Counties, Georgia. A Project Location Map is presented in Appendix A.

1.2 Project Description

Project NP CHCH MULTI (1) consists of preservation, rehabilitation, and reconstruction of the following routes:

Brotherton Road (CHCH-0102) is a 2-lane, 2-way, 1.96-mile asphalt concrete (AC) roadway.

Glen Viniard Road (CHCH-0503) is a 1-lane, 1-way, 0.78-mile AC roadway.

Brotherton Picnic Area Parking (CHCH-0924) is a 7,884 square foot, AC parking area.

Parking Tour Stop 6 (Wilder Tower) (CHCH-0936) is a 23,972 square foot, AC parking area.

1.3 Project Background

Brotherton and Glen Viniard Roads were originally part of CHCH 102(1), 503(1) until work was stopped during the design phase. The reason for the stoppage was a change in funding source from the Federal Lands Transportation Program (FLTP) to the Great American Outdoors Act (GAOA). During the delay of project CHCH 102(1), 503(1), historic stone lined ditches were uncovered during the construction of project NP CHCH 500(1), 501(1), ETC in March 2022 between the intersection of Glen-Kelly Road and Dyer Road. This discovery resulted in a stop-work order, leading to the National Park Service (NPS), Eastern Federal Lands Highway Division (EFLHD) and the Georgia State Historic Preservation Office (GA SHPO) entering into a Memorandum of Agreement (MOA). The MOA stipulates that any future road rehabilitation work in CHCH will operate under a mitigation plan, which requires an archaeological survey to be conducted to identify the presence and extent of historic roadway features.

In April and July 2023, the NPS Southeast Archeological Center (SEAC) conducted archaeological investigations in the form of subsurface and geophysical surveys to identify and document the presence of historic roadway features. As a result of the stoppage due to funding and the discovery of the historic, stone lined ditches, work for project NP CHCH 102(1), 503(1) was delayed until August of 2023, where the project was commenced under a new project name NP CHCH MULTI (2).

1.4 Project Purpose-and-Need

The Purpose-and-Need for this project is to rehabilitate roadways and parking areas within the Chickamauga and Chattanooga National Military Park.

2 PROCEDURES AND RESULTS

2.1 Pavement Condition Assessment Procedures

The existing pavement conditions of the roadways and parking areas included within the scope of work has been assessed through different methods.

In July 2021, the EFLHD Road Inventory Program (RIP) collected the road condition data for the NPS using the automatic Data Collection Vehicle (DCV) as part of Cycle 6 (C6) collection.

The RIP roadway condition information was used to determine the Pavement Condition Rating (PCR) which is the overall indicator of pavement performance and surface condition.

Cracking, rutting and ride quality data are the surface characteristics that most contribute to PCR. Pavement conditions are categorized based on the PCR into “Good” (PCR ≥ 85), “Fair” (60 < PCR < 85), and “Poor” (PCR ≤ 60). A PCR below 30 is indicative of the end of pavement service life.

An EFLHD Pavement Engineer conducted a pavement condition survey in November 2019 to assess the existing pavement conditions based on visual observation of surface distresses.

2.2 Subsurface Evaluation Procedure

In February and June 2019, EFLHD’s Subsurface Exploration Team drilled a total of 3 pavement borings and extracted a total of 12 pavement cores to determine the existing pavement type and thickness. The roadway borings were drilled to a depth of 5 feet below the existing grade along selected routes within Cosby Campground.

Standard Penetration Tests (SPT) were performed using a 2 -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 on samples collected included approximately:

Three Natural Moisture Contents (AASTHO T-265) Three Gradation Analyses by Sieve (AASHTO T-27 and T-11)

Three Plastic Limit, Liquid Limit, and Plasticity Indices of soils (AASHTO T-89 and

AASHTO T-90)

One Standard Proctor Compaction (AASTHO T-99) One California Bearing Ratio (AASTHO T-193)

2.3 Findings

The findings of the pavement condition assessment and subsurface investigation are summarized below.

2.3.1 Existing Pavement Conditions

A summary of the PCRs based on the RIP data for Cycle 6 in June 2021 and the pavement condition from the November 2019 survey are included in Table 1. Appendix B summarizes the 2021 RIP Data for routes within CHCH. Photographs showing detailing pavement conditions from 2019 are included in Appendix C.

Table 1. Pavement Conditions

Roadway Name

PCR

(2021) Pavement Condition

(condition survey – November 2019) Brotherton Road

(CHCH-0102)

(Poor)

Low to high severity fatigue cracking, high severity edge cracking, low to high severity block cracking, high severity longitudinal cracking, high severity patching, raveling, moderate to high severity transverse cracking.

Glen Viniard Road (CHCH- 0503)

(Poor)

Low to high severity fatigue cracking, low to high severity longitudinal cracking, low to high severity block cracking, Brotherton Picnic Area Parking (CHCH-0924)

(Poor)

Moderate severity longitudinal and transverse cracking in addition to raveling.

Parking Tour Stop 6/ Wilder Tower Parking (CHCH-0936)

(Fair)

Low severity longitudinal cracking, low to moderate severity transverse cracking, raveling.

In February and June 2019, EFLHD’s subsurface exploration team extracted a total of 12 pavement cores from Brotherton Road, Glen Viniard Road, and Brotherton Picnic Parking Area to determine the existing pavement thickness and condition. Table 2 summarizes the existing AC thickness and condition and information from the cores. The Pavement Coring Logs are included in Appendix D.

Table 2. Pavement Core Data

Roadway Name

Number of

Pavement Cores

ACP

Thickness

Range (inches)

ACP

Thickness Average (inches)

Pavement Cores Conditions

Brotherton Road

7 2.75-6.5 3.7

Brown aggregate was observed in the first lift of all core samples. Loss of bond as a result of stripping was observed at depths ranging from 1.0 to 3.0 inches.

Brotherton Picnic Parking Area

1 1.5 1.5

Brown aggregate was observed in the entire core sample. The presence of a possible cement treated base was observed during coring.

Glen Viniard Road

4 4.75-8.0 2.75

Brown aggregate observed in the first lift of all core samples. Loss of bonding observed depths ranging from 3 to 5.5 inches.

2.3.2 Laboratory Testing Results

Table 3 summarizes the laboratory testing results for the subgrade soil based on the borings drilled. Soil boring logs and full laboratory testing results can be found in Appendix E and F, respectively.

Table 3. Laboratory Testing Results Route

Boring

ID

Depth (ft)

Moisture content %

Liquid Limit

PI

Fines

AASHTO

Classification

Description

Brotherton Road P2 1.0-3.0 20.3 34 9 47.0 A-4(2) Silty Sand

Brotherton Road P2 3.0-5.0 27.0 48 15 52.8 A-7-5(6) Sandy Silt

Glenn Viniard P3 3.0-5.0 26.5 46 14 59.8 A-7-5(8) Sandy Silt

2.3.3 Subsurface Conditions

Fill soils were encountered in all borings immediately beneath the pavement and extending to the boring termination depth of 5 ft. The fill was classified as Sandy Silt or Silty Sand for Brotherton Road and Sandy Silt for Glen Viniard Road.

On Brotherton, the N values for coarse grained soil was 6 blows per foot (bpf) and 4 bpf for indicating a very loose apparent density for the coarse-grained soil and a firm consistency for the fine-grained soil. For Glen Viniard Road, N values ranged from 3 to 5 bpf, indicating a soft to firm consistency.

Laboratory tests performed on fill soils measured liquid limits of 34 to 48 percent and plasticity indices of non-plastic to 9 to 15 percent. Natural moisture contents ranged from 20.3 to 27.0 percent.

2.3.4 Compaction and CBR Test Results

One bulk sample was collected from Brotherton Road to evaluate the compaction criteria and pavement support characteristics. The sample had a plasticity index of 19 percent and a maximum dry density of 107.6 pounds per cubic foot (pcf). The California Bearing Ratio was

1.5 percent, which corresponds to a Resilient Modulus of 2,250 psi. The Swell was recorded at 3 percent. Results from the CBR and compaction testing are shown in Table 4.

Table 4. Proctor Compaction and CBR Test Results

Boring

ID

Depth (ft) Liquid Limit

PI

Soil Description

Fines

Max. Dry Density pcf

Optimum Moisture Content

CBR %

Swell

B-5 1.0-5.0 58 19 Sandy Silt 27.8 120.6 8.3 1.5 3

2.3.5 Groundwater

No groundwater was encountered in any borings during drilling. It should be noted that fluctuations in groundwater level may occur due to in-situ soil types, seasonal variations, evaporation, surface run-off, and other site-specific factors not present at the time of drilling.

3 PAVEMENT DESIGN ANALYSIS

3.1 Traffic Loading

Traffic loading for the project considers the traffic count and growth data provided by NPS.

We considered the following traffic data for our analysis: An AADT of 146 vehicles per day, with a 60/40 distribution, 1 percent trucks, an annual growth rate of 2.0 percent, and a 25-year service life.

3.3 Vehicle Class Distribution Percentages, Truck Factors and Design ESALs Table 5 details the estimated 18,000-pound equivalent single axle load (ESALs) for design analysis for each vehicle class.

Table 5. Calculated ESALs FHWA Vehicle

Class Percentage of

AADT

Design Truck

Factor ESALs

Class 1-3 99.0 0.0008 786 Class 4 1.0 1.25 9,349

Total ESALs 10,135

For pavement design purposes, 50,000 ESALs will be used as per Section 11.2.1.2 of the FHWA Project Development and Design Manual (PDDM). Pavement design analyses were performed in accordance with the 1993 AASHTO Pavement Design procedure using the DARWin (version 3.01) Pavement Design System to determine the required structural number (SN) necessary for the proposed roadways.

3.4 Flexible Pavement Design Variables

To represent the strength of the subgrade with cement stabilization, a resilient modulus of 7,500 psi was used for pavement design. Other parameters specified in the analysis included a reliability of 75 percent, an overall standard deviation of 0.49, and initial serviceability of 4.2, and a terminal serviceability of 2.0 The results of the pavement design analysis are presented in Appendix G.

4 PAVEMENT RECOMMENDATIONS

Based on the pavement conditions observed during the field view and the subsurface investigation, we recommend the following pavement rehabilitation strategies. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects.”

4.1 Brotherton Road and Glen Viniard Road

Both Brotherton and Glen Viniard Road exhibit severe pavement distress that require reconstruction. As part of the CHCH 102(1), 503(1) Final Pavement Report dated August 8, 2021, Full Depth Reclamation with Cement (FDR) was the recommend treatment. However, reclaimer operation will impact the historic stone lined ditches present on both routes. To resolve the poor pavement conditions and minimize the impact to the stone lined ditches, we recommend Full Depth Reconstruction. While FDR is less invasive vertically, reconstruction allows the contractor to come in with backhoes, skid steers, and use hand work to remove the existing pavement, offering greater control to avoid impacting the stone lined ditches.

We recommend removal of the entire existing pavement structure and the existing aggregate base. Afterwards, the existing subgrade (12 inches) will be treated with cement to increase its structural capacity prior to the placement of a 6.0-inch aggregate base, and 3.0- inch AC. The minimum requirements for the pavement structure are presented in Table 6.

Table 6. Full Depth Reconstruction

Layer Minimum Thickness

(in)

Comments

AC Surface Course 1.5

Gyratory Asphalt Concrete Pavement (GACP), as per Section 401, 0.3 to <

3 Million ESALs, 3/8” Nominal Maximum Size Aggregate (NMSA), Type IV Roughness, Brown Aggregate

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

AC Base Course 1.5 GACP, as per Section 401, 0.3 to < 3

Million ESALs, 3/8” NMSA

Aggregate Base 6.0 Aggregate Base, Grading C or D as per Section 301

Subgrade (Existing) 12.0 Subgrade Stabilization (Cement) as per Section 213

4.2 Brotherton Picnic Area Parking

The pavement on Brotherton Picnic Area Parking was observed to be in poor condition.

Because the distresses (longitudinal and transverse cracking) are predominantly thermal related, we recommend removal and replacement of the existing AC. Table 7 presents the minimum pavement structure requirements.

Table 7. AC Removal

Minimum Thickness

Existing AC 1.5 AC Removal as per Section 203

AC Surface Course 1.5 GACP, as per Section 401, 0.3 to < 3 Million ESALs, 3/8” NMSA, Type IV

Roughness, Brown Aggregate

4.3 Parking Tour Stop 6 (Wilder Tower)

The pavement on Wilder Tower was observed to be in fair to good condition, thus a thin AC overlay (with brown aggregate) is recommended. Table 8 presents the minimum pavement structure requirements.

Table 8. ¾” AC Overlay

Minimum Thickness

AC Surface Course 0.75

GACP, as per Section 401, 0.3 to < 3 Million ESALs, 4.75 mm (No. 4

Sieve) NMSA, Type IV Roughness, Brown Aggregate

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

4.4 Pre-Overlay Repairs – Parking Tour Stop 6

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

Perform Full Depth Patching (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. 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.

Table 9 details the approximate quantities for crack sealing and patching in Wilder Tower Parking. Table 10 presents the minimum requirements for Type 2 patching.

Table 9. Full Depth Patching and Crack Sealing Quantities

Route Full Depth

Patch Type 2 (Square Yards)

Crack Sealing and Filling (Linear Feet)

Parking Tour Stop 6

(Wilder Tower Parking)

CHCH-0936

3 380

Table 10. Full Depth Patching, Type 2

Minimum Thickness

AC Surface Course 2.0 Asphalt Concrete Pavement (ACP)

Type 1, as per Section 403 AC Tack Coat --- AC Tack Coat as per Section 412

AC Base Course 2.0 ACP, Type 1, as per Section 403

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 Analysis and Conclusions 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:

Kenneth Nguyen Pavement Engineer

Reviewed by:

Mohammed Elias Pavement Team Leader

APPENDIX A – Project Location Map

Project Location Map APPENDIX A CHCH MULTI (1)

APPENDIX B – Roadway Condition Summary Report

Surface Type:

Inspection Date:

Paved Length (Miles):

Number of Lanes Lane & Width Inform ation

Pavement Condition Rating (PCR) Roadway Condition Inform ation

Longitudinal Crack Index

Distress Index Values

Route Sum m ary Section Length (MI) Beginning Section MP

Surface Condition Rating (SCR)

Transverse Cracking Index Patching Index Rutting Index International Roughness Index (IRI)

Paved Width (ft) Lane Width (ft)

Roughness Condition Index (RCI)

Alligator Crack Index Structural Crack Index

Rte. 0102

Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS User Community

Chickam auga and Chattanooga National Military Park

ROU TE 0102: BROTHERTON ROAD

2 2

0.96

7/23/2021 1.96

ASPHALT

7.5

15.3 7.7

14.7 7.3

929493

Data Collection Vehicle (DCV) Rating

Route Condition Legend – Pavem ent Condition Rating (PCR)

Colors on map represent condition scores at 0.10-mile intervals. See Appendix for definitions and formulas.

Fair (61- 84) Good (85 - 94)Poor (0 - 60) Excellent (95 - 100) Not Rated

5-9

Surface Type:

In spection Date:

Paved Len gth (Miles):

Number of Lanes Lane & Width In formation

Pavement Condition Rating (PCR) Roadway Condition In formation

Longitudinal Crack Index

Distress Index V alues

Route Summary Section Length (MI) Begin n in g Section MP

Surface Condition Rating (SCR)

Transverse Cracking Index Patching Index Rutting Index International Roughness Index (IRI)

Paved Width (ft) Lane Width (ft)

Roughness Condition Index (RCI)

Alligator Crack Index Structural Crack Index

0Rte. 0503

Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS User Community

Ch ickamauga and Chattanooga National Military Park

ROUTE 0503: GLEN V INIARD ROAD

1 1

0.78

7/23/2021 0.78

ASPHALT

17.6 16.9

17.6 16.9

Data Collection Vehicle (DCV) Rating

Route Condition Legen d – Pavement Condition Ratin g (PCR)

Colors on map represent condition scores at 0.10-mile intervals. See Appendix for definitions and formulas.

Fair (61- 84) Good (85 - 94)Poor (0 - 60) Excellent (95 - 100) Not Rated

5-25

User AccessInspection Date FMSS Num b er Surface Type

Curb Reveal (Inc h es)Area (Sq. Ft.) Lane Miles (11' Wid th s) Curb Recom m end ation

Curb & Gutter TypeCurb Type

Cond ition Rating / P CRP avem ent Recom m end ation

NOT APPLICABLE

FROM ROUTE 0102 (BROTHERTON ROAD) ON RIGHT

TO ROUTE 0102 (BROTHERTON ROAD)

5/17/2021

7,884

NO CURB

HEAVY 3R TREATMENTS POOR / 53

CONCRETE

0.136

75283 PUBLIC ASPHALT

LIGHT REPAIR

6-24

ROUTE 0924: P ARKING BROTHERTON P ICNIC AREA

Manual Rating

Ch ic k am auga and Ch attanooga National Military P ark

Route Cond ition Legend – P avem ent Cond ition Rating (P CR)

See Appendix for definitions and formulas Fair (61- 84) Good (85 - 94)P oor (0 - 60) Excellent (95 - 100) Not Rated

Rte. 0

Rte. 0924

± 0 60 120 Feet

User AccessInspection Date FMS S Num ber S urface Type

Curb Reveal (Inches)Area (S q. Ft.) Lane Miles (11' Wid ths) Curb Recom m end ation

Curb & Gutter TypeCurb Type

Cond ition Rating / PCRPavem ent Recom m end ation

FROM ROUTE 0503 (GLEN VINIARD ROAD) AT WILDER BRIGADE MONUMENT

TO PARKING

5/17/2021

23,972

CONCRETE

LIGHT 3R TREATMENTS FAIR / 73

NO CURB AND GUTTER

0.413

75313 PUBLIC ASPHALT

LIGHT REPAIR

6-36

ROUTE 0936: PARKING TOUR S TOP 6 (WILDER TOWER)

Manual Rating

Chickam auga and Chattanooga National Military Park

Route Cond ition Legend – Pavem ent Cond ition Rating (PCR)

See Appendix for definitions and formulas Fair (61- 84) Good (85 - 94)Poor (0 - 60) Excelle nt (95 - 100) Not Rated

Rte. 0503

Rte. 0105

Rte. 0936

± 0 240 480 Feet

APPENDIX C – Photographs

GA NP CHCH MULTI (1) APPENDIX C Photographs

Figure 1. Brotherton Road - Fatigue Cracking

Figure 2. Brotherton Picnic Area Parking – Transverse and Longitudinal Cracking

GA NP CHCH MULTI (1) APPENDIX C Photographs

Figure 3. Glen Viniard Road - Longitudinal and Fatigue Cracking

Figure 4. Wilder Tower Parking (Tour Stop 6) – Transverse, Longitudinal and Block Cracking

APPENDIX D – Pavement Coring Log

Pavement Coring Log APPENDIX D Project: CHCH MULTI (1)

Report Date: 02/15/2024

Notes:

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

Core No. Core Photograph / Side View Location Key

PV19-25

2/9/19

Core Description Location / GPS

3.5” Asphalt Concrete (intact) Brown aggregate observed in top 1.0-inch.

Location: Brotherton Road, Chickamauga and Chattanooga National Military Park in Walker and Catoosa Counties (GA)

GPS: 34.92823°; -85.23105°

Core No.

Core Photograph / Side View Location Key

PV19-26

6.5” Asphalt Concrete (intact) Brown aggregate observed in top 1.5-inch.

GPS: 34.92729 °; -85.23397 °

Report Date: 02/15/2024

Notes:

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

Core No. Core Photograph / Side View Location Key

PV19-27

3.25” Asphalt concrete (intact)

GPS: 34.92683°, --85.23671 °

PV19-29

1.5” Asphalt concrete (intact) Brown aggregate observed in the asphalt layer.

Possible cement treated base

Location: Brotherton Picnic Parking Area, Chickamauga and Chattanooga National Military Park in Walker and Catoosa Counties (GA)

GPS: 34.92325°, -85.24397 °

Report Date: 02/15/2024

Notes:

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

Core No. Core Photograph / Side View Location Key

PV19-30

3.0” Asphalt concrete (intact) Brown aggregate observed in the top 1.5-inch.

Location: Brotherton Road, Chickamauga and Chattanooga National Military Park in Walker and Catoosa Counties (GA)

GPS: 34.92223; -85.24546

PV19-32

3.75” Asphalt concrete (intact)

GPS: 34.91856; -85.25453

Report Date: 02/15/2024

Notes:

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

Core No. Core Photograph / Side View Location Key

PV19-33

3.0” Asphalt concrete (intact) Brown aggregate observed in top 1.0-inch.

Location: Brotherton Road, Chickamauga and Chattanooga National Military Park in Walker and Catoosa Counties (GA)

GPS: 34.91845; -85.25702

PV19-34

2.75” Asphalt concrete (unbonded)

Loss of bonding between asphalt layers at 1.0-inch depth.

GPS: 34.91803; -85.25962

Report Date: 02/15/2024

Notes:

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

Core No. Core Photograph / Side View Location Key

PV19-21

5.5” Asphalt Concrete (unbonded) Brown aggregate observed in top 1.0-inch and at depth 2 to 3 inches.

Macadam observed at depth 2 to 5.5 inches. Loss of bonding in macadam lift.

Location: Glen Viniard Road, Chickamauga and Chattanooga National Military Park in Walker and Catoosa Counties (GA)

GPS: 34.90108; -85.26273

PV19-22

4.75” Asphalt concrete (intact) Brown aggregate observed in top 0.25-inch (chip seal, possibly) and at depth 2 to 3 inches.

Macadam observed at depth 3 to 4.75 inches.

Location: Glen Viniard Road, Chickamauga and Chattanooga

GPS: 34.90107; -85.26529

Report Date: 02/15/2024

Notes:

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

Core No. Core Photograph / Side View Location Key

PV19-23

8.0” Asphalt concrete (unbonded) Brown aggregate observed in top 1.0-inch and at depth 2 to 3 inches.

Macadam observed at depth 3 to 8.5 inches. Loss of aggregate bonding in macadam lift.

Cement treated base (possible)

GPS: 34.90406; -85.26842

PV19-24

6.0” Asphalt concrete (unbonded) Brown aggregate observed in top 1.0-inch and at depth 3 to 4 inches.

Macadam observed at depth 4 to 6 inches.

Loss of bonding between asphalt layers at depth 3 inches.

GPS: 34.90496; -85.2701

APPENDIX E – Soil Boring Logs

1.4

1.0

Asphalt Pavement

Base course, sand and gravel, tan, moist, Fill.

Silty SAND (SM), loose, red-tan, moist, Fill.

Sandy SILT (ML), soft, tan, moist.

Boring terminated at 5.0 ft.

1.25

3-3-3-6

1-2-2-5

J-1

J-2

0.3

1.0

3.0

5.0

Project Location:

Encountered at:

After

Northing: 3866337.91 Easting: 660980.4

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

Undisturbed (UD)

6/11/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/11/19 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during our drilling operation.

Boring was backfilled with auger cuttings.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

Chickamauga & Chattanooga National Military Park

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.

Walker and Catoosa Counties, GA

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

SFA

P-2

Hammer Wt. & Type:

Partially cloudy, 58°F

Brotherton Rd.

Inspector:

R ec ft

P P

R

Q D

B O

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Sheet: 1 of 1

1.3

1.4

Asphalt pavement

Subbase course

Elastic SILT with sand (MH), stiff, tan, moist, Fill.

Elastic SILT with sand (MH), stiff, tan, moist, trace gravel.

Boring terminated at 5.0 ft.

2.5

2.5

6-4-5-5

1-4-5-8

J-1

J-2

0.4

1.0

3.0

5.0

Project Location:

Encountered at:

After

Northing: 3865639.25 Easting: 660025.33

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

Undisturbed (UD)

2/13/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

2/13/19 Doug Hutchins Glenn MoodyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during our drilling operation.

Boring was backfilled with auger cuttings.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

Chickamauga & Chattanooga National Military Park

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.

Lookout Mountain, TN

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

SFA

Hammer Wt. & Type:

Sunny, 55°F

Brotherton Rd.

Inspector:

R ec ft

P P

R

Q D

B O

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IN

G L

O G

/2

4/

5:

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H F

L1 5F

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1.0

1.1

Asphalt Pavement

Base course

Sandy SILT (ML), soft, tan, moist, trace gravel, Fill.

Sandy SILT (ML), soft, tan, moist, Fill.

Sandy SILT (ML), firm, tan, moist.

Boring termintaed at 5.0 ft.

1.25

1.5

2-1-2-2

1-2-3-3

J-1

J-2

0.6

1.0

2.0

3.0

5.0

Project Location:

Encountered at:

After

Northing: 3863679.55 Easting: 658240.93

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

Undisturbed (UD)

6/11/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/11/19 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during our drilling operation.

Boring was backfilled with auger cuttings.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

Chickamauga & Chattanooga National Military Park

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.

Walker and Catoosa Counties, GA

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

SFA

P-3

Hammer Wt. & Type:

Partially cloudy, 58°F

Glen Vinyard Rd.

Inspector:

R ec ft

P P

R

Q D

B O

R

IN

G L

O G

/2

4/

5:

F

H F

L1 5F

IL

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APPENDIX F – Laboratory Testing Results

Test specification:

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, %

3 5 7 9 11 13 15

T-193(CBR)- 1.5 Swell% = 3.0

FHWA/EFLHDNP-CHCH

Sandy elastic silt

61.90.01958N/AA-7-5(12)MH

AASHTO T 99 Method D Standard

Chickamauga NBF

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0093

TEST RESULTS

3/4 in.

Optimum moisture = 8.3 %

Maximum dry density = 107.6 pcf

Brotherton Road

(X=NO)PERCENTFINERSIZE

PASS?SPEC.*PERCENTSIEVE

Project No:

Project:

Client:

Elev./Depth:Location:

Date:Source of Sample:Sample No.:

Remarks

Classification

Coefficients

Atterberg Limits

Soil Description

AASHTO=USCS=

Cc=Cu= D10=D15=D30= D50=D60=D85=

PI=LL=PL=

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001500 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 0.0 0.0 9.3 28.8 61.9

NP-CHCH 500(1),

Chickamauga NBF

FHWA/EFLHD

E-19-0093 Brotherton RdB-5/Bucket

A-7-5(12)MH

0.274

195839

Sandy elastic silt

(no specification provided)

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

100.0 90.7 61.9

# 10 # 40

# 200

SOIL DATA

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NP-CHCH 500(1),501(1),ETC

Chickamauga NBF

FHWA/EFLHD

A-4(4)93829N/AB-1/BucketGlenn Kelly

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-4(0)103020N/AB-2/BucketGlenn Kelly

A-6(6)123523N/AB-3/BucketBattlelane Rd

A-7-5(14)185032N/AB-4/BucketPoe Rd

A-7-5(12)195839N/AB-5/BucketBrotherton Rd

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

Federal Lands Highway Office

Eastern Federal Lands Highway Division

Materials Testing Laboratory

1827 Jack Delozier Drive, Sevierville, TN 37876

Chickamauga & Chattanooga

NP-CHCH 500(1), 501(1)_ETC

GA

Doug Hutchins

6/18/2019

Boring#P2

J. Farley

6/11/2019

D. Hutchins

1 Jar

Brotherton Road

Project Name: State:

Submitted By:

Date Sample Received:

Field Sample No:

Sampled By:

Date Sampled:

Witnessed By:

Source Name: Source No:

Boring No: Sample No:

Project Number:

Type of Containers:No of Containers:

Boring #P2

J-1 Depth: 1-3'P2

*Disclaimer: EFLHD Materials Laboratory is responsible for the quality of the tests upon receipt of the sampled materials. However, EFHLD Materials Laboratory has no control over field material sampling and therefore has no responsibility for any sampling error, the sample integrity, and shipping methods prior to receipt in the laboratory.

Report of Subsurface Soil Tests

Soil Classification (AASHTO M 145 is not an AAP accredited test)

Classification A-4 (2)

Moisture Content (AASHTO T 265)

Moisture Content, % 20.3

Sieve - in. (mm) % Passing

Sieve Analysis (AASHTO T 27)

3/8 (9.5) 100

#4 (4.75) 99

#10 (2.00) 79

#40 (0.425) 67

No. 200 (0.075) 47.0

Liquid Limit (AASHTO T 89)

LL 34

Plastic Limit and Plasticity Index (AASHTO T 90)

PL 25

PI 9

Page 1 of 1 6/27/2019 06:52 AM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-19-0352

Uncontrolled Copy

Federal Lands Highway Office

Eastern Federal Lands Highway Division

Materials Testing Laboratory

1827 Jack Delozier Drive, Sevierville, TN 37876

Chickamauga & Chattanooga

NP-CHCH 500(1), 501(1)_ETC

GA

Doug Hutchins

6/18/2019

Boring#P2

J. Farley

6/11/2019

D. Hutchins

1 Jar

Brotherton Road

Project Name: State:

Submitted By:

Date Sample Received:

Field Sample No:

Sampled By:

Date Sampled:

Witnessed By:

Source Name: Source No:

Boring No: Sample No:

Project Number:

Type of Containers:No of Containers:

Boring #P2

J-2 Depth: 3-5'P2

*Disclaimer: EFLHD Materials Laboratory is responsible for the quality of the tests upon receipt of the sampled materials. However, EFHLD Materials Laboratory has no control over field material sampling and therefore has no responsibility for any sampling error, the sample integrity, and shipping methods prior to receipt in the laboratory.

Report of Subsurface Soil Tests

Soil Classification (AASHTO M 145 is not an AAP accredited test)

Classification A-7-5 (6)

Moisture Content (AASHTO T 265)

Moisture Content, % 27.0

Sieve - in. (mm) % Passing

Sieve Analysis (AASHTO T 27)

3/8 (9.5) 100

#4 (4.75) 99

#10 (2.00) 69

#40 (0.425) 66

No. 200 (0.075) 52.8

Liquid Limit (AASHTO T 89)

LL 48

Plastic Limit and Plasticity Index (AASHTO T 90)

PL 33

PI 15

Page 1 of 1 6/27/2019 06:52 AM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-19-0353

Federal Lands Highway Office

Eastern Federal Lands Highway Division

Materials Testing Laboratory

1827 Jack Delozier Drive, Sevierville, TN 37876

Chickamauga & Chattanooga

NP-CHCH 500(1), 501(1)_ETC

GA

Doug Hutchins

6/18/2019

Boring#P3

J. Farley

6/11/2019

D. Hutchins

1 Jar

Glenn Viniard Rd.

Project Name: State:

Submitted By:

Date Sample Received:

Field Sample No:

Sampled By:

Date Sampled:

Witnessed By:

Source Name: Source No:

Boring No: Sample No:

Project Number:

Type of Containers:No of Containers:

Boring #P3

J-2 Depth: 3-5'P3

*Disclaimer: EFLHD Materials Laboratory is responsible for the quality of the tests upon receipt of the sampled materials. However, EFHLD Materials Laboratory has no control over field material sampling and therefore has no responsibility for any sampling error, the sample integrity, and shipping methods prior to receipt in the laboratory.

Report of Subsurface Soil Tests

Soil Classification (AASHTO M 145 is not an AAP accredited test)

Classification A-7-5 (8)

Moisture Content (AASHTO T 265)

Moisture Content, % 26.5

Sieve - in. (mm) % Passing

Sieve Analysis (AASHTO T 27)

3/8 (9.5) 100

#4 (4.75) 98

#10 (2.00) 78

#40 (0.425) 65

No. 200 (0.075) 59.8

Liquid Limit (AASHTO T 89)

LL 46

Plastic Limit and Plasticity Index (AASHTO T 90)

PL 32

PI 14

Page 1 of 1 6/27/2019 06:53 AM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-19-0354

APPENDIX G – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 7,500 psi Stage Construction 1

Calculated Design Structural Number 1.90 in

Rigorous ESAL Calculation

Performance Period (years) 25 Two-Way Traffic (ADT) 146 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 %

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

2 99 2 0.0008 0 786 4 1 2 0.75 2 9,349

Total 100 - - - 10,135

Growth Simple

Total Calculated Cumulative ESALs 10,135

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 1.5 12 0.66 2 AC Base Course 0.44 1 1.5 12 0.66 3 Aggregate Base 0.12 1 6 12 0.72

Total - - - 9.00 - 2.04

*Note: This value is not represented by the inputs or an error occurred in calculation.

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<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> >> setdistillerparams /HWResolution [2400 2400] /PageSize [612.000 792.000] >> setpagedevice

/AllowTransparency false /AutoPositionEPSFiles true /AutoRotatePages /All /Binding /Left /CalGrayProfile (Dot Gain 20%) /CalRGBProfile (sRGB IEC61966-2.1) /CalCMYKProfile (U.S. Web Coated \050SWOP\051 v2) /sRGBProfile (sRGB IEC61966-2.1) /CannotEmbedFontPolicy /Warning /CompatibilityLevel 1.4 /CompressObjects /Tags /CompressPages true /ConvertImagesToIndexed true /PassThroughJPEGImages true /CreateJDFFile false /CreateJobTicket false /DefaultRenderingIntent /Default /DetectBlends true /ColorConversionStrategy /LeaveColorUnchanged /DoThumbnails false /EmbedAllFonts true /EmbedJobOptions true /DSCReportingLevel 0 /EmitDSCWarnings…