PAVEMENT REPORT NUMBER FY21-01.pdf

PAVEMENT REPORT NUMBER FY21-01

Project NP CHCH 500(1), 501(1), 502(1), 106(2), etc.

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

Pavement Design Recommendations for

Glenn-Kelly Road, Battleline Road, Poe Road and Sanders Road

February 2021

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 22001 Loudoun County Parkway

Ashburn, VA 20147

NP CHCH 500(1), 501(1), 502(1), 106(1), etc. Final Pavement Report No. FY21-01

TABLE OF CONTENTS

1 INTRODUCTION

1.1 GENERAL

1.2 PROJECT DESCRIPTION

1.3 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 Subsurface Conditions

3 ANALYSIS AND CONCLUSIONS

4 RECOMMENDATIONS

4.1 GLENN-KELLY ROAD, POE ROAD AND BATTLELINE ROAD

4.2 SANDERS ROAD

4.3 FULL-DEPTH RECONSTRUCTION

APPENDICES

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

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 FY21-01

Project NP CHCH 500(1), 501(1), etc.

Catoosa and Walker Counties, Georgia

Pavement Design Recommendations for Glenn-Kelly Road, Battleline Road, Poe Road and Sanders Road

1 INTRODUCTION

1.1 General

This report discusses the findings and recommendations for Project NP CHCH 500(1), 501(1), ETC. located in Chickamauga and Chattanooga National Military Park in Walker and Catoosa Counties, Georgia and Hamilton County, Tennessee. A Project Location Map is presented in Appendix A.

1.2 Project Description

Project NP CHCH 500(1), 501(1), etc. consists of the rehabilitation of the following roads and parking areas:

• Glen-Kelly Road (NPS Route 0500) is a 1-lane, 1-way, 2.01-mile asphalt concrete (AC) roadway with a bike lane. Glenn-Kelly Road runs north and south and is east of US-27. The asphalt concrete ranges from 3 inches to 5 inches.

• Battleline Road (NPS Route 0501) is a 1-lane, 1-way, 0.82-mile composite (AC on Portland Cement Concrete (PCC)) roadway running southwest to northeast from LaFayette Rd to Alexander Bridge Rd. The asphalt concrete ranges from 2.5 inches to 4 inches. The PCC base ranges from 2 inches to 8 inches.

• Poe Road (NPS Route 0502) is a 1-lane, 1-way, 0.34-mile AC roadway which starts and ends on LaFayette Road in a south to north direction. The AC ranges from 2 inches to 4.5 inches.

• Sanders Road (NPS Route 0106) is a 2-lane, 2-way, 0.77-mile AC roadway which runs north and south between Scenic Highway and Ochs Highway. The AC ranges from 3.5 inches to 5 inches.

• Parking Areas:

o Tour Stop 7 Parking (NPS Route 0930) o Parking Area (NPS Route 0931) o South Carolina Monument Parking (NPS Route 0932) o South Post Gate Parking (NPS Route 0933) o Tour Stop 2 Parking (NPS Route 0934) o Tour Stop 3 Parking (NPS Route 0935)

1.3 Project Purpose-and-Need

The Purpose-and-Need for this project is to improve the ride quality and extend the pavement life of the roadways and parking lots within the scope of work while maintaining the historical aesthetic typical of the 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 have been assessed through different methods.

In 2016, Eastern Federal Lands Highway Division (EFLHD) collected Road Inventory Program (RIP) data for Cycle 6 (C6) with the Data Collection Vehicle (DCV) for the Park.

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. The 2016 RIP data was used in the Highway Pavement Management Application (HPMA) to predict current pavement conditions.

On April 12th, 2018, EFLHD pavement engineer visited the Park as part of the scoping field trip to assess the existing pavement conditions based on visual observation of the surface distresses.

In February and June 2019, EFLHD Subsurface Exploration Team collected a total of 33 pavement cores to determine the existing concrete pavement thickness and pavement condition throughout the project.

2.2 Subsurface Evaluation Procedure

The EFLHD’s Subsurface Exploration Team drilled a total of 9 soil borings in February and June 2019. The roadway borings were drilled to a depth of 5 feet and geotechnical borings were drilled to depth of 16 to 30 feet below existing grade along Glenn-Kelly Road, Battleline Road, Sanders Road and Poe 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-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).

2.3 Findings

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

2.3.1 Existing Pavement Conditions

Based on the RIP data for C6 collected in 2016, Glen-Kelly Road, Battleline Road, Poe Road and Sanders Road have PCRs of 58, 58, 43 and 62, respectively. The HPMA-predicted PCRs for Glen-Kelly Road, Battleline Road, Poe Road and Sanders Road are 49, 49, 32 and 53, respectively. PCR values less than 61 indicate poor pavement condition. The Road Condition Summary Report for roadways within the Chickamauga and Chattanooga National Military Park is included in Appendix B.

Overall, based on the field view performed on April 16, 2018, the pavements on Glen-Kelly Road, Battleline Road, Poe Road and Sanders Road were confirmed to be in poor conditions.

Photographs of the observed pavement conditions and typical distresses are included in Appendix C. The existing AC pavement surface on Glenn Kelly Road exhibits moderate to high severity transverse, longitudinal and block cracking (Figure 1 and Figure 2). Reflective cracking (Figure 3) and moderate severity fatigue cracking (Figure 4) were observed on Battleline Road. Also, exposed PCC base was observed 6 to 8 inches from the edge of the pavement at several locations (Figure 5). Poe Road exhibits moderate to high severity longitudinal and transverse cracking (Figure 6 and Figure 7) as well as localized thermal cracking (Figure 8). Sanders Road exhibits high severity fatigue cracking (Figure 9) and moderate to high severity longitudinal and transverse cracking (Figure 10 and Figure 11). A historical ditch was observed at the edge of the pavement on Sanders Road (Figure 12). The parking areas (NPS Routes 0930, 0931, 0932, 0933, 0934, 0935) are in fair to good condition, based on the C6 RIP data. Low to moderate severity longitudinal and transverse cracking were observed during the field view.

In February and June 2019, a total of 33 pavement cores were obtained from the Glenn-Kelly Road, Battleline Road, Poe Road, and Sanders Road to determine the existing pavement type and thickness. The AC thickness observed from the pavement cores obtained from Glen- Kelly Road ranges from 3 inches to 5 inches. Several cores exhibit lack of bonding between asphalt lifts. Based on the pavement cores, Battleline Road is a composite (AC/PCC) roadway with the AC ranging from 2.5 inches to 4 inches and the PCC base ranging from 2 inches to 8 inches. Overall, the pavement cores exhibit stripping issues. The AC thickness observed from the pavement cores obtained from Poe Road ranges from 2 inches to 4.5 inches. Overall, the pavement cores are intact. The AC thickness observed from the pavement cores obtained from Sanders Road ranges from 3.5 inches to 5 inches. Overall, the pavement cores exhibit stripping issues and loss of bonding between lifts. The Pavement Coring Log is included in Appendix D.

2.3.2 Subsurface Conditions

Based on the soil borings and laboratory testing results, the following conditions were encountered:

• Glenn Kelley Road: Sandy Silt to Silty Sand with N-values recorded in the silt layers ranging from 7 to 28 blows per foot (bpf) indicating medium stiff to stiff consistency.

The Plasticity Index (PI) ranges from 9 to 10%. The Liquid Limit (LL) ranges from 30% to 38%.

• Battleline Road: Sandy Lean Clay underlain by weathered rock. N-value of 7 bpf was recorded in the clay layer indicating medium stiff consistency. The LL and PI were tested to be 35% and 12%, respectively.

• Poe Road: Elastic Silt with Sand with N-values recorded in the clayey layers ranging from 8 to 13 bpf indicating medium stiff to stiff consistency. The LL and PI were tested to be 50% and 18%, respectively.

• Sanders Road: Sandy Silt to Clayey Silt with N-values recorded in the silt and silty layers ranging from 0 to 66 bpf indicating very soft to hard consistencies.

The soil strength was tested from samples obtained at 3 locations (Glenn Kelley Road, Battleline Road, and Poe Road). The California Bearing Ratio (CBR) was determined to be 2.6, 2.4, and 3.1 for soils samples collected on Glenn Kelley Road, Battleline Road, and Poe Road, respectively. The CBR values correspond to a Resilient Modulus (Mr) of 3,900 psi (Glenn Kelley Road), 3,600 psi (Battleline Road), and 4,650 psi (Poe Road).

Borings were monitored for the presence of groundwater during the period of the field work.

No groundwater was encountered in the borings. The Soil Boring Logs and Laboratory Testing Results are included in Appendix E and Appendix F, respectively.

3 ANALYSIS AND CONCLUSIONS

Overall, the pavements on Glen-Kelly Road, Battleline Road, Poe Road and Sanders Road are in poor condition exhibiting moderate to high severity longitudinal, transverse, and fatigue cracking. The parking areas are in fair to good condition exhibiting low to moderate longitudinal and transverse cracking. The pavement cores show stripping issues and loss of bonding between asphalt lifts. Based on the laboratory testing results, the subgrade soils are poor and may require treatment to increase load bearing capacity and improve performance.

Traffic data is not available for these roadways; however, based on traffic data for roadways within the Park, we can assume that the low-volume traffic consist mainly of passenger vehicles (truck traffic is prohibited).

Except for Sanders Road, which is considered a service road (not a tour route), the Park has requested to maintain an exposed brown aggregate surface for aesthetic purposes. Also, given the location, the project site may have historical features (ditches, PCC base, etc.) that need to be taken into consideration during design and construction.

4 RECOMMENDATIONS

A Life-Cycle Cost Analysis (LCCA) study was performed per the NPS request to evaluate long-term economic impact of pavement rehabilitation alternatives that are considered practical for the roads included in this project. The alternatives were considered based on the pavement conditions observed during the field view and the subgrade investigation conducted. The LCCA was performed taking into consideration future maintenance and rehabilitation activities necessary to maintain the roads at an acceptable level of service for assumed analysis period of 35 years. The LCCA was used to identify the most cost-effective pavement rehabilitation alternatives for the routes considered in this project. The NPS utilized the LCCA report to make informed decision in selecting the based alternative through a formal Value Analysis (VA) process. Findings from the LCCA study were provided in FHWA Pavement Report #FY20-01. The rehabilitation alternatives provided in this report are the results of the VA and follow-up discussions between the NPS and EFLHD.

The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects”.

Additional details are discussed in the following sections.

4.1 Glenn-Kelly Road, Poe Road and Battleline Road

To avoid removing and/or disturbing the existing pavement, we recommend placing a Stress Absorbing Membrane Interlayer (SAMI) consisting of a double chip seal (Type 2C), on top of the existing asphalt surface followed by a 3-inch ACP overlay. This is followed by a placement of single chip seal (Type 1C) with brown aggregate that will provide the historic/aesthetic appearance the NPS is seeking. We recommend applying a fog seal to minimize the risk of the chip seal aggregate raveling. Poe Road will require crack cleaning, sealing (for crack width ¼-inch to ≤ 1-inch) and filling (for crack width >1-inch) prior to applying the SAMI. For Battleline Road, spot joint repairs (approximately 10% of the total pavement area) may be required along the transverse joints in the underlying PCC base slabs prior to placing the ACP overlay. Table 1 summarizes the minimum pavement structure requirements.

Table 1. Glenn-Kelly Road, Poe Road, Battleline and Parking Areas (NPS Routes 0930, 0931, 0932, 0933, 0934 and 0935)

Layer Minimum Thickness

(in)

Comments

Fog Seal* --- Fog Seal as per Section 406

Single Chip Seal* --- Chip Seal Type 1C as per Section 407

(Brown Aggregate)

AC Surface Course 1.5

Gyratory Asphalt Concrete Pavement (GACP) as per Section 401, 0.3 to < 3 x 106 ESALs, 3/8” Nominal Maximum

Size Aggregate (NMSA) Asphalt Tack

Coat --- Tack Coat as per Section 412

AC Base Course 1.5 GACP as per Section 401, 0.3 to < 3 x 106 ESALs, 3/8” NMSA

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

Double Chip Seal --- Chip Seal Type 2C as per Section 407

*Chip seal/fog seal shall not be applied on Parking Areas. The wheel turning movement that is typical in parking areas will cause the chip seal to ravel.

This approach will not expose the subgrade and will raise the grade by approximately 4.25 inches (including the thickness of the chip seals). Shoulder reconditioning will be required due to the grade raise. The purpose of the SAMI (double chip seal) is to seal the existing minor cracks and minimize the reflective cracking propagation from the existing ACP surface to the new ACP overlay. Based on the pavement cores, Battleline Road has a PCC base that may be historic. The proposed approach may allow to maintain the existing PCC base. The proposed structure has the potential for a 15-year performance period with proper maintenance and light rehabilitation activities.

4.2 Sanders Road

For Sanders Road, we recommend placing a SAMI (double chip seal, Type 2C) followed by a 3-inch ACP overlay. Since Sanders Road is not a tour route, the Park doesn’t require the exposed brown aggregate surface. Table 2 summarizes the minimum pavement structure requirements.

Table 2. Sanders Road

Layer Minimum Thickness

Course 1.5

GACP as per Section 401, 0.3 to < 3 x 106 ESALs, 3/8” NMSA, Type IV roughness Asphalt Tack

Coat --- Tack Coat as per Section 412

AC Base Course 1.5 GACP as per Section 401, 0.3 to < 3 x 106 ESALs, 3/8” NMSA

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

Double Chip Seal --- Chip Seal Type 2C as per Section 407

This approach will not expose the subgrade and will raise the grade by approximately 3.75 inches (including the thickness of the chip seals). Shoulder reconditioning will be required due to the grade raise. The SAMI (double chip seal) will seal the existing minor cracks and minimize the reflective cracking propagation from the existing ACP surface to the new ACP overlay. The proposed pavement structure has a potential performance period of 15 years with proper maintenance and light rehabilitation activities. We estimate that approximately 10% of the existing ACP may require full-depth patching (Type 1) prior to placing the ACP overlay. The minimum requirements for ACP patching on Sanders Road are included in Table 3.

Table 3. ACP Patching (Type 1)

Minimum Thickness

Course 2.0 GACP as per Section 401, 0.3 to < 3 x

106 ESALs, 3/8” NMSA

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

AC Base Course 2.0 GACP as per Section 401, 0.3 to < 3 x 106 ESALs, 3/8” NMSA

Graded Aggregate Base 6.0 Aggregate Base Course, Grading C or

D, as per Section 301

Geotextile --- Geotextile as per Section 714

4.3 Full-Depth Reconstruction

Table 4 includes the minimum pavement structure requirements for areas where full-depth reconstruction is required to maintain grade (i.e., intersections, ramps, etc.).

Table 4. Full-Depth Reconstruction

Minimum Thickness

Fog Seal* --- Fog Seal as per Section 406

Single Chip Seal* --- Chip Seal Type 1C as per Section 407

(Brown Aggregate)

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

106 ESALs, 3/8” NMSA

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

AC Base Course 1.5 GACP as per Section 401, 0.3 to < 3 x 106 ESALs, 3/8” NMSA

Graded Aggregate Base 6.0 Aggregate Base Course, Grading C or

D, as per Section 301

Select Borrow 12.0 Select Borrow as per Section 704.07

Geotextile --- Geotextile as per Section 714

*Chip seal (brown aggregate) and fog seal not required for Sanders Road.

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:

Maria Guercio Pavement Engineer

Reviewed by:

Mohammed Elias Pavement Team Leader

APPENDIX A – Project Location Map

CHCH 500(1), 501(1), 502(1), 503(1), etc. APPENDIX A Project Location Map

CHCH 500(1), 501(1), 502(1), 503(1), etc. APPENDIX A Project Location Map

APPENDIX B – Roadway Condition Summary Report

POOR (0 - 60)

FAIR (61 - 84)

GOOD (85 - 94)

Condition (Rating / Index) Legend

EXCELLENT (95 - 100)

NR = NOT RATED

Cycle 6 Partial Collection - Road Inventory Program Road Condition Summary Report for

Data Collection Vehicle (DCV) Rated Roads

Chickamauga and Chattanooga National Military Park

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 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 ex

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

CHCH-0010 61664 MCFARLAND GAP ROAD 1 AS 0.91 100 55 55 100 55 56 100 9873

CHCH-0011 61665 LAFAYETTE ROAD 1 AS 3.38 100 100 100 100 100 100 100 100100

CHCH-0012 61684 VISITOR CENTER ACCESS ROAD 2 AS 0.10 NR 100 100 100 100 100 100 100100

CHCH-0013 61669 ALEXANDER BRIDGE ROAD 2 AS 2.91 98 56 57 100 57 56 100 9973

CHCH-0013A 104785 ALEXANDER BRIDGE ROAD SPUR 2 AS 0.03 NR 61 92 100 92 61 100 9961

CHCH-0014 225734 REEDS BRIDGE ROAD 1 AS 1.98 100 90 93 100 93 90 100 10094

CHCH-0100 61667 JAYS MILL ROAD 2 AS 1.10 85 90 90 100 90 93 100 10088

CHCH-0101 61674 DYER ROAD 2 AS 0.76 77 16 36 100 36 16 100 10040

CHCH-0102 61670 BROTHERTON ROAD 2 AS 1.96 64 37 37 98 39 60 100 9748

CHCH-0103 66860 VINYARD ALEXANDER ROAD 2 AS 2.02 78 97 97 100 97 100 100 10089

CHCH-0103A 104786 VINYARD ALEXANDER ROAD SPUR 2 AS 0.06 NR 88 88 100 88 98 100 9888

CHCH-0105 61672 CHICK-VITTETOE ROAD 2 AS 2.53 100 88 88 100 88 98 100 10093

CHCH-0106 61743 SANDERS ROAD 2 AS 0.77 67 59 59 96 63 91 99 9762

CHCH-0112 61675 SNODGRASS ROAD 1 AS 0.45 NR 83 83 100 83 91 100 9883

Data Collection Date: 01/2016

Notes:

• Partial data collections take place only at large parks (parks with >10 miles of paved roads) on Functional Class 1, 2, and 7 roads. The Partial collection information is used by the Federal Lands Highway Pavements team for updating pavement condition data in the pavement management system.

• All parks receiving a Partial collection will also get one Full collection of all paved roads and parking areas in Cycle 6.

• Full and Partial collections will be separated by approximately 2-3 years (Full collections may occur before or after Partial Collections).

• Collected RIP data will be mailed to NPS staff at the park only when the Full collection is completed (includes Cycle 6 Report, Geodatabase, Video, condition photos, etc.)

• Collected RIP data from Partial Collections will be distributed to parks by request only.

• Please contact the RIP Coordinator, Brandon Strohl, with any questions related to the RIP data for your park at 571-434-1574 or Brandon.Strohl@dot.gov

POOR (0 - 60)

FAIR (61 - 84)

GOOD (85 - 94)

Condition (Rating / Index) Legend

EXCELLENT (95 - 100)

NR = NOT RATED

Cycle 6 - Road Inventory Program Partial Road Condition Summary Report for Data Collection Vehicle (DCV) Rated Roads

Chickamauga and Chattanooga National Military Park

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 ex

St ru ct u ra l C ra ck

I n d ex

Su rf a ce

C o n d it 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 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 ex

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

CHCH-0500 61673 GLENN KELLEY ROAD 1 AS 2.01 86 40 40 100 40 67 100 10058

CHCH-0501 61666 BATTLELINE ROAD 1 AS 0.82 75 47 47 100 47 54 100 9958

CHCH-0502 61682 POE ROAD 1 AS 0.34 NR 43 43 99 44 72 100 9743

CHCH-0503 61671 GLEN VINYARD ROAD 1 AS 0.78 87 39 39 100 39 75 100 10058

Data Collection Date: 01/2016

Notes:

• Partial data collections take place only at large parks (parks with >10 miles of paved roads) on Functional Class 1, 2, and 7 roads. The Partial collection information is used by the Federal Lands Highway Pavements team for updating pavement condition data in the pavement management system.

• All parks receiving a Partial collection will also get one Full collection of all paved roads and parking areas in Cycle 6.

• Full and Partial collections will be separated by approximately 2-3 years (Full collections may occur before or after Partial Collections).

• Collected RIP data will be mailed to NPS staff at the park only when the Full collection is completed (includes Cycle 6 Report, Geodatabase, Video, condition photos, etc.)

• Collected RIP data from Partial Collections will be distributed to parks by request only.

• Please contact the RIP Coordinator, Brandon Strohl, with any questions related to the RIP data for your park at 571-434-1574 or Brandon.Strohl@dot.gov

APPENDIX C – Photographs

CHCH 500(1), 501(1), 502(1), 503(1), etc. APPENDIX C Photographs

Figure 1. Glenn Kelly Road – Transverse and Longitudinal Cracking

Figure 2. Glenn Kelly Road – Transverse, Longitudinal and Block Cracking

Figure 3. Battleline Road – Reflective Cracking

Figure 4. Battleline Road – Fatigue Cracking

Figure 5. Battleline Road – Exposed PCC Base

Figure 6. Poe Road – Longitudinal and Transverse Cracking

Figure 7. Poe Road – Longitudinal and Transverse Cracking

Figure 8. Poe Road – Thermal Cracking

Figure 9. Sanders Road – Longitudinal and Fatigue Cracking

Figure 10. Sanders Road – Longitudinal Cracking

Figure 11. Sanders Road – Longitudinal and Transverse Cracking

Figure 12. Sanders Road - Historical Ditch

APPENDIX D – Pavement Coring Log

CHCH 500(1), 501(1), Etc. Pavement Coring Log

Core No. Description Photograph

PV19-08

4.5” Hot Mix Asphalt Concrete + 3” Rock 7.5” Total

Location:

NPS Rte. 500 34.9191, -85.2653

PV19-09

3” Hot Mix Asphalt Concrete + 4” Gravel w/ Oil 7” Total

34.9210, -85.2646

PV19-10

3.5” Hot Mix Asphalt Concrete

34.9232, -85.2646

Notes:

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

PV19-11

4.5” Hot Mix Asphalt Concrete + 2” Rock w/ Oil Binder 6.5” Total

Location:

34.9232, -85.2646

PV19-12

4.5” Hot Mix Asphalt + 2.5” Rock w/ Oil Binder 7” Total

34.9253, -85.2646

PV19-13

+ 5.5” Sand & Gravel w/ Cement 9” Total

NPS Rte. 500 (ramp) 34.9272, -85.2647

PV19-14

3” Hot Mix Asphalt Concrete + 3.5” Sandy Gravel washed out 7.5” Total

Location:

NPS Rte. 500 (ramp) 34.9274, -85.2644

PV19-15

4.5” Hot Mix Asphalt Concrete + 4.5” Rock w/ Oil Binder 9” Total

Location:

34.9286, -85.2234

PV19-16

3.75” Hot Mix Asphalt Concrete + 3” Rock w/ Oil Binder ~ 8” Total

Location:

34.9287, -85.2632

PV19-17

5” Hot Mix Asphalt Concrete

Layers 1, 2 (2” Total) Solid Layer 3 (3” Total) Breakable

Location:

34.9299, -85.2615

PV19-18

+ 2” Cemented Gravel 5” Total

Photo of core not available

Location:

NPS Rte. 500 34.9312, -85.2607

PV19-19

3” Hot Mix Asphalt Concrete + 2” Rock w/ Oil Binder 5” Total

34.9326, -85.2604

PV19-20

3.5” Hot Mix Asphalt Concrete + 2” Rock w/ Oil Binder 5.5” Total

Location:

34.9949, -85.2599

PV19-43

2.75” Hot Mix Asphalt Concrete

NPS Rte. 501 34.9333, -85.2553

PV19-44

Location:

34.9313, -85.2545

PV19-45

3.5” Hot Mix Asphalt Concrete + 2” Concrete 5.5” Total

Location:

34.9324, -85.2551

PV19-46

4” Hot Mix Asphalt Concrete

34.9313, -85.2546

PV19-47

+ 4” Concrete 7.5” Total

Photo of core not available

Location:

34.9291, -85.2553

PV19-48

2.5” Hot Mix Asphalt Concrete + 3.5” Concrete 6” Total

Core taken at alligator cracks

Location:

34.9268, -85.2566

PV19-49

+ 7” Concrete 10” Total

34.9261, -85.2568

PV19-50

Location:

34.9259, -85.2571

PV19-51

3” Hot Mix Asphalt Concrete

Location:

34.9257, -85.2572

PV19-52

2.5” Hot Mix Asphalt Concrete + 7.5” Concrete 10” Total

Photo of core not available

Location:

34.9257, -85.2572

PV19-53

Location:

34.9304, -85.2547

PV19-54

2.5” Hot Mix Asphalt Concrete + 8” Concrete 10.5” Total

Photo of core not available

Location:

34..9296, -85.2550

PV19-35

Core located through transverse crack

Location:

NPS Rte. 502 34.9240, -85.2611

PV19-36

4” Hot Mix Asphalt Concrete

Location:

34.9240, -85.2611

PV19-37

2” Hot Mix Asphalt Concrete

Location:

34.9236, -85.2613

PV19-38

Location:

34.9231, -85.2617

PV19-39

Location:

34.9212, -85.2616

PV19-40

5” Hot Mix Asphalt Concrete

Location:

NPS Rte. 106 34.9962, -85.3380

PV19-41

Location:

35.0031, -85.3380

PV19-42

Location:

35.0044, -85.3390

APPENDIX E – Soil Boring Logs

1.6

1.4

Asphalt Pavement

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

Clayey SAND (SC), loose, brown, moist, trace gravel, FILL.

Clayey SAND (SC), loose, gray-brown, moist, trace gravel.

Boring terminated at 5.0 ft.

5-5-2-2

1-3-7-10

J-1

J-2

0.5

1.0

3.0

5.0

Project Location:

Encountered at:

After

Northing: 3874384.6 Easting: 651697.94

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

Undisturbed (UD)

6/6/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/6/19 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.

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

P-1

Hammer Wt. & Type:

Overcast/ Rain, 60°F

Glenn Kelley Rd.

Inspector:

R ec ft

P P

R

Q D

B O

R

IN

G L

O G

2/

/2

:1

\F

H F

L

F

IL

E

S E

R V

E .F

L H

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

\C H

C H

\5

(1

(1

E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \P

A V

E M

E N

T S

\N P

C H

C H

(1

(1

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

Sheet: 1 of 1

1.2

1.7

Asphalt pavement

Base course

SILT with sand (ML), stiff, tan-brown, moist, trace gravel, Fill.

SILT with sand (ML), very stiff, tan, moist.

SILT with gravel (ML), very stiff, red-brown, moist.

Boring terminated at 5.0 ft.

2.5

3-5-6-5

3-12-11-50

J-1

J-2

0.6

1.0

3.0

4.0

5.0

Project Location:

Encountered at:

After

Northing: 3865473.84 Easting: 658478.91

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, 52°F

Glenn Kelly Rd.

Inspector:

R ec ft/

P P

R

Q D

B O

R

IN

G L

O

4/

/2

:3

\\F

H F

L1 5F

IL

E

S E

R V

E .F

LH

D

.F H

W A

.D O

T .G

O V

\D A

T A

\P R

O

JE

C T

S \C

H C

H \5

(1

1(

E

T C

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \P

A V

E M

E N

T S

\N P

C H

C H

(1

(1

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

1.2

Asphalt pavement

Base course

Well-graded SAND with clay and gravel (SW-SC), medium dense, red-tan, moist, Fill.

Well-graded SAND with clay and gravel (SW-SC), medium dense, red-tan, moist.

Boring terminated at 5.0 ft.

15-10-14-10

6-11-11-20

J-1

J-2

0.5

1.0

3.0

5.0

Project Location:

Encountered at:

After

Northing: 3866590.25 Easting: 658737.05

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:

Clear, 34°F

Glenn Kelly Rd.

Inspector:

R ec ft/

P P

R

Q D

B O

R

IN

G L

O

4/

/2

:3

\\F

H F

L1 5F

IL

E

S E

R V

E .F

LH

D

.F H

W A

.D O

T .G

O V

\D A

T A

\P R

O

JE

C T

S \C

H C

H \5

(1

1(

E

T C

\T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \P

A V

E M

E N

T S

\N P

C H

C H

(1

(1

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

1.4

Apshalt pavement

Base course (concrete)

Crushed stone subbase

Sandy lean CLAY (CL), firm, gray, moist, trace gravel, FIll.

Sandy lean CLAY (CL), hard, gray, moist.

Highly weathered rock, tan-brown, moist.

Boring terminated at 5.0 ft.

2.5

2.5

1-3-4-7

2-20-45-50/1"

J-1

J-2

0.3

0.8 1.0

3.0

4.0

5.0

Project Location:

Encountered at:

After

Northing: 3866508.38 Easting: 659336.6

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

Battle Line Rd.

Inspector:

R ec ft

P P

R

Q D

B O

R

IN

G L

O

/2

:3

\F

H F

L

F

IL

E

S E

R V

E .F

L H

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

\C H

C H

\5

(1

(1

E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \P

A V

E M

E N

T S

\N P

C H

C H

(1

(1

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

0.9

1.5

Asphalt pavement

Base course

Sandy SILT (ML), firm, tan to brown, moist, trace gravel, Fill.

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

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

Boring terminated at 5.0 ft.

20-4-4-6

2-5-8-11

J-1

J-2

0.5

1.0

2.0

3.0

5.0

Project Location:

Encountered at:

After

Northing: 3865698.23 Easting: 658756.65

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, 54°F

Poe Rd.

Inspector:

R ec ft

P P

R

Q D

B O

R

IN

G L

O

/2

:3

\F

H F

L

F

IL

E

S E

R V

E .F

L H

D .F

H W

A .D

O T

.G O

V \D

A T

A \P

R O

JE

C

T S

\C H

C H

\5

(1

(1

E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \P

A V

E M

E N

T S

\N P

C H

C H

(1

(1

P A

V E

M E

N T

B O

R

IN

G S

.G P

J

1.5

0.7

1.3

0.4

1.1

1.3

1.7

1.1

1.6

1.6

1.7

Asphalt Pavement

Base Course

Silty, clayey, sand, Loose to medium dense, tan-brown, moist. Fill

Silty, clayey SAND with Gravel (SC-SM), medium dense to very dense, reddish brown, moist. A-2-4(0)

A-2-4(0)

Boring was terminated at 30.0 ft.

8-7-6-7

5-4-4-5

5-6-7-35

8-50/5"

1-10-20-15

8-12-12-16

7-30-35-16

14-12-12-15

8-9-14-13

9-11-15-20

7-10-14-16

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

0.4 1.0

5.0

18.0

30.0

Project Location:

Encountered at:

After

Northing: 242564.233 Easting: 2166830.667

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1300.0 ft

Undisturbed (UD)

6/17/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/17/19 D. Hutchins G. MoodyOperator:

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

CHCH 500(1), 501(1) ETC

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.

Chattanooga, Hamilton County, Tennessee

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

HSA

BH19-01

Hammer Wt. & Type:

Cloudy, 84°

Sanders Road (Route 106), Mile Post 0.25

Inspector:

R ec ft/

P P

R

Q D

B O

R

IN

G L

O G

/2

6/

:1

M

:\P R

O

JE

C T

S \C

H C

H \5

(1

1( 1)

_E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \G

E O

T E

C H

\B O

R

IN

G L

O G

S .G

P J

1299.6 1299.0

1295.0

1282.0

1270.0

5"

0.2

0.1

0.2

0.7

0.6

1.3

0.5

Asphalt Pavement

Base Course

Silty sand, very loose to loose, reddish brown, moist. Fill

Silty SAND (SM), very loose to very dense, brown, moist, A-2-4(0)

Auger refusal at 16.0 ft.

1-0-2-1

WH-WH-WH-4

2-2-3-3

0-3-14-50/5"

0-0-0-24

3-13-50/5"

4-50/3"

J-1

J-2

J-3

J-4

J-5

J-6

J-7

0.3 1.0

7.0

16.0

Project Location:

Encountered at:

After

Northing: 242665.04 Easting: 2166856.828

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1298.8 ft

Undisturbed (UD)

6/18/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/18/19 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

CHCH 500(1), 501(1) ETC

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.

Chattanooga, Hamilton County, Tennessee

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

HSA

BH19-02

Hammer Wt. & Type:

Cloudy, Rainy

Sanders Road (Route 106), Mile Post 0.25

Inspector:

R ec ft/

P P

R

Q D

B O

R

IN

G L

O G

/2

6/

:1

M

:\P R

O

JE

C T

S \C

H C

H \5

(1

1( 1)

_E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \G

E O

T E

C H

\B O

R

IN

G L

O G

S .G

P J

1298.5 1297.8

1291.8

1282.8

Sheet: 1 of 1

11"

3"

1.0

1.1

1.0

0.3

1.2

1.6

1.5

0.7

1.1

1.6

2.0

Asphalt Pavement

Base Course

Clayey sand, loose to medium dense, reddish brown, moist. Fill

Clayey SAND (SC), medium dense to very dense, reddish brown, moist, A-7-6(6).

A-7-6(6)

Boring was terminated at 30.0 ft.

3.0

3.5

3.0

3.5

4.0

3-6-6-9

4-4-4-5

15-22-10-15

11-15-17-22

12-23-16-18

8-9-23-19

5-10-13-21

12-50/4"

13-21-45-38

5-9-13-20

7-15-16-38

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

0.4 1.0

5.0

15.0

30.0

Project Location:

Encountered at:

After

Northing: 243532.1314 Easting: 2166905.3696

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1324.4 ft

Undisturbed (UD)

6/19/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/19/19 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

CHCH 500(1), 501(1) ETC

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.

Chattanooga, Hamilton County, Tennessee

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

HSA

BH19-03

Hammer Wt. & Type:

Cloudy, 86°

Sanders Road (Route 106), Mile Post 0.42

Inspector:

R ec ft/

P P

R

Q D

B O

R

IN

G L

O G

/2

6/

:1

M

:\P R

O

JE

C T

S \C

H C

H \5

(1

1( 1)

_E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \G

E O

T E

C H

\B O

R

IN

G L

O G

S .G

P J

1324.0 1323.4

1319.4

1309.4

1294.4

4"

0.8

0.7

MR

1.0

1.7

1.3

1.3

0.9

1.6

1.2

2.0

Asphalt Pavement

Base Course

Silty, clayey sand, loose, reddish brown, moist. Fill

Silty, clayey SAND with gravel (SC-SM), loose to dense, reddish brown, moist, A-2-4(0).

Silty SAND with gravel (SM), Medium DEnse to very dense, reddish tan, moist, A-4(0).

Boring was terminated at 30.0 ft.

4.0

4.0

3.5

3.5

4.0

5-4-5-8

5-4-3-10

8-6-4-4

4-4-4-10

7-19-13-13

7-10-12-12

6-8-12-14

5-9-50/2"

4-7-13-17

7-12-15-15

5-8-10-12

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

0.4 1.0

7.0

13.0

30.0

Project Location:

Encountered at:

After

Northing: 243603.2872 Easting: 2166909.7979

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1326.0 ft

Undisturbed (UD)

6/19/19

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

6/19/19 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

CHCH 500(1), 501(1) ETC

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.

Chattanooga, Hamilton County, Tennessee

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

HSA

BH19-04

Hammer Wt. & Type:

Cloudy, 84°

Sanders Road (Route 106), Mile Post 0.42

Inspector:

R ec ft/

P P

R

Q D

B O

R

IN

G L

O G

/2

6/

:1

M

:\P R

O

JE

C T

S \C

H C

H \5

(1

1( 1)

_E T

C \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \G

E O

T E

C H

\B O

R

IN

G L

O G

S .G

P J

1325.6 1325.0

1319.0

1313.0

1296.0

8"

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, %

2 4 6 8 10 12 14

T-193(CBR)- 1.4 Swell% =3.1

FHWA/EFLHDNP-CHCH

Elastic silt with sand

73.10.01850N/AA-7-5(14)MH

AASHTO T 99 Method D Standard

Chickamauga NBF

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0092

TEST RESULTS

3/4 in.

Optimum moisture = 7.8 %

Maximum dry density = 111.0 pcf

Poe Road

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, %

4 6 8 10 12 14 16

FHWA/EFLHDNP-CHCH

Sandy silt

56.70.0938NAA-4(4)ML

AASHTO T 99 Method D Standard

Chickamauga NBF

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0089

TEST RESULTS

3/4 in.

Optimum moisture = 9.1 %

Maximum dry density = 102.1 pcf

Glenn Kelly Road

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)- 1.3 Swell % = 2.6

FHWA/EFLHDNP-CHCH

Silty sand with gravel

37.92.41030N/AA-4(0)SC

AASHTO T 99 Method D Standard

Chickamauga NBF

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0090

TEST RESULTS

3/4 in.

Optimum moisture = 9.5 %

Maximum dry density = 117.4 pcf

Glenn Kelly Road

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, %

2 4 6 8 10 12 14

T-193 (CBR) - 1.4 Swell% = 2.4

FHWA/EFLHDNP-CHCH

Sandy lean clay

64.90.01235N/ACL

AASHTO T 99 Method D Standard

Chickamauga NBF

COMPACTION TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0091

TEST RESULTS

3/4 in.

Optimum moisture = 8.4 %

Maximum dry density = 112.7 pcf

Battleline 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 19.2 24.1 56.7

NP-CHCH 500(1),

Chickamauga NBF

FHWA/EFLHD

E-19-0089 03/18/2019Glenn Kelly RdB-1/Bucket

A-4(4)ML

0.09450.589

93829

Sandy silt

(no specification provided)

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

100.0 80.8 56.7

# 10 # 40

# 200

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 2.4 18.2 12.0 16.7 12.8 37.9

NP-CHCH 500(1),

Chickamauga NBF

FHWA/EFLHD

E-19-0090 Glenn Kelly RdB-2/Bucket

A-4(0)SC

0.3921.086.87

103020

Silty sand with gravel

(no specification provided)

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

100.0 97.6 93.1 89.6 79.4 67.4 50.7 37.9

1 in.

3/4 in.

1/2 in.

3/8 in.

# 4 # 10

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 17.4 17.7 64.9

NP-CHCH 500(1),

Chickamauga NBF

FHWA/EFLHD

E-19-0091 Battlelane RdB-3/Bucket

A-6(6)CL

0.530

123523

Sandy lean clay

(no specification provided)

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

100.0 82.6 64.9

# 10

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 7.3 19.6 73.1

NP-CHCH 500(1),

Chickamauga NBF

FHWA/EFLHD

E-19-0092 Poe RdB-4/Bucket

A-7-5(14)MH

0.194

185032

Elastic silt with sand

(no specification provided)

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

100.0 92.7 73.1

# 10

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

U.S. Department of Transportation

Federal Highway Administration

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#P1

J. Farley

6/6/2019

D. Hutchins

1 Jar

Glenn Kelley 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 #P1

J-2 Depth: 3-5'P1

*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-7-6 (4)

Moisture Content (AASHTO T 265)

Moisture Content, % 23.2

Sieve - in. (mm) % Passing

Sieve Analysis (AASHTO T 27)

3/8 (9.5) 100

#4 (4.75) 99

#10 (2.00) 67

#40 (0.425) 61

No. 200 (0.075) 36.2

Liquid Limit (AASHTO T 89)

LL 56

Plastic Limit and Plasticity Index (AASHTO T 90)

PL 28

PI 28

Page 1 of 1 6/27/2019 06:51 AM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-19-0351

Uncontrolled Copy