MS NP NATR 3N18 3H27 ETC_GEO_Memo_adv.pdf

SOILS AND FOUNDATIONS

REPORT NO. 02-24

PROJECT: MS NP NATR 3N18 3H27 ETC

EMBANKMENT AND ROAD REPAIRS

BETWEEN MP 121 AND MP 204 (PHASE 2)

NATCHEZ TRACE PARKWAY

MISSISSIPPI

US DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

22001 LOUDOUN COUNTY PARKWAY

ASHBURN, VA 20147

JULY 2024

TABLE OF CONTENTS

1. INTRODUCTION

1.1. General

1.2. Project Location

1.3. Background

2. GEOLOGY

2.1. MP 121.40 TO MP 121.60

2.2. MP 131.30 TO MP 133.80

2.3. MP 156.80 TO MP 160.30

2.4. MP 164.29

2.5. MP 181.70 TO MP 197.80

3. SUBSURFACE EXPLORATION PROGRAM

3.1. General

3.2. Sampling

3.3. Data Summary

3.4. Laboratory Testing

4. SUBSURFACE CONDITIONS

4.1. M.P. 121.40 (BORING BH23-01)

4.2. M.P. 121.60 (BORINGS BH23-02 AND BH23-03)

4.3. M.P. 131.30 (BORINGS BH23-04 AND BH23-04A)

4.4. M.P. 133.80 (BORINGS BH23-05)

4.5. M.P. 156.20 (BORINGS BH23-06)

4.6. M.P. 160.30 (BORINGS BH23-07)

4.7. M.P. 181.70 (BORINGS BH23-08 AND BH23-09)

4.8. M.P. 182.00 (BORINGS BH23-10)

4.9. M.P. 182.70 (BORINGS BH23-11, BH23-12, AND BH23-13)

4.10. M.P. 184.00 (BORINGS BH23-14 AND BH23-15)

4.11. M.P. 184.50 (BORINGS BH23-16)

4.12. M.P. 184.80 (BORINGS BH23-17)

4.13. M.P. 185.20 (BORINGS BH23-18 AND BH23-19)

4.14. M.P. 186.80 (BORINGS BH23-20)

4.15. M.P. 193.00 (BORINGS BH23-21 AND BH23-22)

4.16. M.P. 195.10 (BORINGS BH23-23 AND BH23-24)

4.17. M.P. 195.50 (BORINGS BH23-25 AND BH23-26)

4.18. M.P. 197.80 (BORINGS BH23-27 AND BH23-28)

4.19. M.P. 200.00 (BORINGS BH23-29)

5. GEOTECHNICAL EVALUATION

6. DESIGN ANALYSIS AND RECOMMENDATIONS

6.1. Design Alternatives

6.2. Design Analysis

6.3. Recommendations

7. REFERENCES

8. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Note: Design changes subsequent to publication of this report and prior to the project’s advertisement will be documented by a memo attached after the title page.

PAGE - 1 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

SOILS AND FOUNDATIONS

REPORT NO. 02-24

EMBANKMENT AND ROAD REPAIRS

BETWEEN MP 121 AND MP 204 (PHASE 2)

NATCHEZ TRACE PARKWAY

MISSISSIPPI

1. INTRODUCTION

1.1. General

This Geotechnical Report presents the results of our subsurface exploration, laboratory testing, geotechnical analysis and presents our evaluations and recommendations for nineteen (19) sites in Natchez Trace Parkway, MS from Mile Post (MP) 121.00 to MP 204.00..

1.2. Project Location

The project includes recomendations regarding embankments failure and pavement cracks observed at the project site along the Natchez Tarace Parkway. The project is located in Attala, Choctaw, Leake, Madision, and Webster Counties in Mississippi. Table No. 1 includes a summary of the sites location.

Vicinity maps and a site location are shown in Figure 1 in Appendix A

Table No. 1 – Approximate Site Locations

Mile Post - MP Location

Remarks Lat. (°) Long. (°)

121.4 32.574669 -89.879535 Pavement distress

121.6 32.575623 -89.877486 Pavement distress

131.3 32.667081 -89.754635 Pavement distress

133.8 32.690293 -89.720898 Pavement distress, longitudinal and transverse cracks

156.2 32.987381 -89.60694 Slope erosion

156.3** 32.990000 -89.605556 Slope erosion

160.3 33.040343 -89.574599 Pavement distress

164.29 33.082650 -89.525405 Approach settlement

Bridge Structure 5570-112

181.7 33.30277 -89.390947 Slope erosion

PAGE - 2 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Mile Post - MP Location

Remarks Lat. (°) Long. (°)

182.0* 33.303703 -89.387823 Settlement and longitudinal cracks, pavement distress

182.7 33.308272 -89.376606 Settlement and longitudinal cracks, pavement distress

184.0 33.324685 -89.367413 Pavement distress

184.1** 33.328056 -89.364722 Pavement distress

184.5 33.331708 -89.361558 Slope erosion

184.8 33.334881 -89.358557 Slope erosion

185.2 33.338331 -89.355975 Slope erosion

193 - Little Mountain

Summit Rd

33.414707 -89.263232 Pavement distress

33.416611 -89.267484 Pavement distress

195.1 33.43612 -89.246224 Slope erosion

195.5 33.442642 -89.236501 Approach settlement

Bridge Structure 5570-099

197.8 33.466400 -89.214852 Approach settlement

Bridge Structure 5570-095

*Excluded from project during field review.

**Added to project during field review.

1.3. Background

This section of the Parkway experienced shallow embankments failures, and pavement distress in the form of cracking and settlement. The Park management expressed their concern regarding the safety of the commuters and asked EFL to evaluate remedial actions needed.

2. GEOLOGY

The 1969 Mississippi Geological Survey indicates the project sites’ geology is part of the Claiborne group represented by the Jackson group, Cockfield, Zilpha and Winona, Tallahatta and Wilcox formations.

Figure 2 in Appendix A shows the geologic map of the project area together with geologic symbols. A geological description per Mile Post (MP) is presented below.

PAGE - 3 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

2.1. MP 121.40 TO MP 121.60

The Jackson group formation (Ej) exists from MP 121.40 to MP 121.60. The Jackson group formation consists of Yazoo clay which tends to be green and gray, calcareous clay containing some sand and marl.

The Moody’s Branch formation at base is also part of this group where shells are embedded in glauconitic clayey quartz sand.

2.2. MP 131.30 TO MP 133.80

The Cockfield formation (Ec) exists from MP 131.30 to MP 133.80. The Cockfield formation consists of irregularly bedded, more or less laminated brown coal clay, sand, and lignite.

2.3. MP 156.80 TO MP 160.30

The Zilpha and Winona formations (Ezw) exists from MP 156.80 to MP 160.30. The Zilpha formation consists of Zilpha clay which tends to be chocolate-colored clay containing some glauconitic sand. The Winona formation consists of Winona sand comprised of highly glauconitic sand, more or less clayey.

2.4. MP 164.29

The Tallahatta formation (Et) exists at MP 164.29 consisting of locally glauconitic sand, containing claystone and clay lenses and abundant clay stringers.

2.5. MP 181.70 TO MP 197.80

The Wilcox formation (Ew) exists from MP 181.70 to MP 197.80. The Wilcox formation irregularly bedded fine to coarse sand, more or less brown coal clay and lignite.

3. SUBSURFACE EXPLORATION PROGRAM

3.1. General

A subsurface exploration program was conducted between October 18 and November 1, 2023, by EFLHD’s Subsurface Exploration Team. The program consisted of drilling thirty (30) soil borings at the subject sites. Borings were drilled using a CME 45 drill rig. Boreholes were advanced using 3-¾-inch (ID) hollow stem augers (HSA) and were terminated upon reaching auger refusal or after reaching the planned borings depth. Boring locations were laid out by EFLHD field personnel by referencing topographic features, measuring distances from existing surface features, and using a hand-held GPS equipment.

Approximate boring locations are shown on Figures 3 to 10 in Appendix B.

3.2. Sampling

Soil samples were obtained using a standard split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with ASTM D 1586, Standard Method of Penetration Test and Split Barrel Sampling of Soils. SPT was performed by driving the split-spoon sampler 24 inches into

PAGE - 4 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

relatively undisturbed soil under the impact of a 140-pound automatic hammer free falling 30 inches. SPT was performed at 2.5-foot intervals. The number of blows required to advance the sampler through each 6-inch interval was recorded on field boring logs. The number of hammer blows required to advance the split-spoon sampler the middle foot is designated as the “Standard Penetration Resistance” or N value.

Boreholes were backfilled with auger cuttings.

Representative portions of the split-spoon samples were preserved in glass jars. The samples were visually classified and logged in the field by the drilling crew. Samples were then delivered to the EFLHD Materials Testing facility in Sevierville, TN for testing and storage.

3.3. Data Summary

The results of the field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods, samples attempted and recovered, indications of materials encountered. They also contain interpretations by the exploration foreman of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information.

The boring logs in Appendix C represent a compilation of field and laboratory data and description of the soil samples by the geotechnical engineer.

3.4. Laboratory Testing

A laboratory testing program was conducted on representative soil samples recovered during the subsurface exploration to aid in the classification, and the evaluation of engineering parameters of the subsurface materials. The following tests were performed on selected samples:

• Grain Size Distribution (AASHTO T-11 and T-27)

• Moisture Content (MC) (AASHTO T-265)

• Plastic Limit (PL) (AASHTO T-90)

• Liquid Limit (LL) (AASHTO T-89)

The laboratory testing results are included in Appendix D.

4. SUBSURFACE CONDITIONS

The boring logs in Appendix C represent a compilation of field and laboratory data and descriptions of the soil samples by a geotechnical engineer. These records occasionally may not include all data recorded on driller’s logs and field data sheets but do include all information considered relevant to the design and preparation of this memo.

PAGE - 5 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

A brief description of the soil conditions encountered in the borings is presented below. The stratification lines designating soil types and the interfaces between soil types in the boring logs in Appendix C represent approximate boundaries. The transition between materials may be gradual. It should be noted that one or more of the units may be absent at specific locations. Each of the soil types has been grouped according to its engineering properties and classification.

It should be noted that the stratification lines designating the interfaces between soil types on the boring logs, represent approximate boundaries. The transition between materials may be gradual. One or more of the units may be absent at specific locations.

Groundwater depth data mentioned in this report were collected during the drilling operation. However, changes in groundwater levels could be expected due to seasonal variations, precipitation, evaporation, and surface water runoff.

4.1. M.P. 121.40 (BORING BH23-01)

Fill

A 0.50± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of lean clay with trace of sand was encountered and extended to a depth of 5.0 ft below existing site grades. Recorded SPT N-values ranged from 5 to 11 blows per foot (bpf) indicating firm to stiff consistencies.

RS - Residual Soil – Lean Clay with Sand

Underlying the Fill layer, residual soils consisting primarily of lean clay with sand were encountered and extended from depths of 5 ft to 15 ft below existing site grades. N-values ranged from 3 to 4 bpf, indicating soft consistency.

RS - Residual Soil – Silty Sand

Underneath the lean clay layer, silty sand was encountered and extended to the termination depth of the boring. N-values ranged from 8 to 33 bpf, indicating loose to dense relative densities.

Groundwater

Groundwater was encountered at a depth of 15.4 ft below the existing site grade during the drilling operation.

4.2. M.P. 121.60 (BORINGS BH23-02 AND BH23-03)

Fill

A 0.10± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of lean clay with sand and silt were encountered and extended to depths of 3.0 ft and

PAGE - 6 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

7.0 ft below existing site grades. N-values ranged from 5 to 22 bpf indicating firm to very stiff consistencies.

RS - Residual Soil – Lean Clay and Silt

Underneath the fill layer, residual soils consisting primarily of lean clay and sandy lean clay, with various amounts of silt were encountered and extended to the termination depths of the soil borings. N-values ranged from 4 to 18 bpf, indicating firm to very stiff consistencies.

Groundwater

Groundwater was encountered at a depth of 15.0 ft below the existing site grade during the drilling operation on boring BH23-02. No groundwater was encountered during the drilling operation of boring

BH23-03.

4.3. M.P. 131.30 (BORINGS BH23-04 AND BH23-04A)

Fill

A 0.20± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of lean clay with sand and sandy silt were encountered and extended to depths of 7.0 ft and 13.0 ft below existing site grades. N-values ranged from 6 to 43 bpf indicating firm to hard consistencies.

RS - Residual Soil – Lean Clay, and Sandy Silt

Underneath the fill layer, residual soils consisting primarily of lean clay and sandy silt were encountered and extended to the termination depth of the borings. N-values ranged from 5 to 33 bpf, indicating firm to hard consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-04 and BH23-04A.

4.4. M.P. 133.80 (BORINGS BH23-05)

Fill

A 0.15± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of silty sand was encountered and extended to a depth of 10.0 ft below existing site grades. N-values ranged from 12 to 23 blows bpf indicating medium dense to relative density.

RS - Residual Soil – Lean Clay with Sand

Underneath the Fill layer, residual soils consisting primarily of lean clay with sand were encountered and extended to the termination depth of the boring. N-values ranged from 8 to 16 bpf, indicating firm to very stiff consistencies.

PAGE - 7 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-05.

4.5. M.P. 156.20 (BORINGS BH23-06)

Fill

A 0.10± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of silty sand was encountered and extended to a depth of 12.0 ft below existing site grades. N-values ranged from 9 to 18 bpf indicating loose to medium dense relative densities.

RS - Residual Soil – Silty Sand

Underneath the fill layer, residual soils consisting primarily of silty sand were encountered and extended from depth of 12 ft to 18 ft below existing site grades. N-values ranged from 19 to 21 bpf, indicating medium dense relative density.

RS - Residual Soil – Silty Clay with Sand

Underneath the Silty Sand layer, silty clay with sand was encountered and extended to the termination depth of the boring. N-values ranged from 10 to 15 bpf, indicating stiff consistency.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-06.

4.6. M.P. 160.30 (BORINGS BH23-07)

Fill

A 0.10± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of silty sand was encountered and extended to a depth of 10.0 ft below existing site grade. N-values ranged from 18 to 26 bpf indicating medium dense relative density.

RS - Residual Soil – Silty Sand

Underneath the fill layer, residual soils consisting primarily of silty sand were encountered and extended to the termination depth of the boring. N-values ranged from 5 to 10 bpf, indicating loose relative density.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-07.

4.7. M.P. 181.70 (BORINGS BH23-08 AND BH23-09)

Fill

PAGE - 8 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

A 0.10± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of sandy lean clay, lean clay with sand, and sandy silt were encountered and extended to a depth of 13.0 ft below existing site grades. Fill material was the only layer encountered at boring BH23-08. N-values ranged from 3 to 13 bpf indicating soft to stiff consistencies.

RS - Residual Soil – Sandy Silt

Underneath the fill layer of boring BH23-09, residual soils consisting primarily of sandy silt were encountered and extended to the termination depth of the boring. N-values ranged from 8 to 12 bpf, indicating firm to stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-08 and BH23-09.

4.8. M.P. 182.00 (BORINGS BH23-10)

Fill

A 0.10± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of sandy silt was encountered and extended to depths of 7.0 ft below existing site grades. N-values ranged from 14 to 28 bpf indicating medium dense relative density.

RS - Residual Soil – Fat Clay

Underneath the fill layer, residual soils consisting primarily of fat clay were encountered and extended from depths of 7.0 ft to 15.0 ft below existing site grades. N-values ranged from 12 to 16 bpf, indicating stiff consistency.

RS - Residual Soil – Elastic Silt

Underneath the Fat Clay, elastic silt was encountered and extended to the termination depth of the boring.

N-values ranged from 12 to 18 bpf, indicating stiff to very stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-10.

4.9. M.P. 182.70 (BORINGS BH23-11, BH23-12, AND BH23-13)

Fill

A 0.10± ft thick layer of topsoil was encountered at borings BH23-11 and BH23-12. Underneath the topsoil, fill material consisting primarily of lean clay with sand, sandy lean clay and fat clay were encountered and extended to depths of 10.0 ft below existing site grades. N-values ranged from 6 to 11 bpf indicating firm to stiff consistencies.

RS - Residual Soil – Lean Clay with Sand, Sandy Lean Clay and Fat Clay

PAGE - 9 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Underneath the fill layer, residual soils consisting primarily of lean clay with sand, sandy lean clay and fat clay were encountered and extended to the termination depth of the boring. N-values ranged from 5 to 19 bpf, indicating firm to very stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-11, BH23-12, and BH23- 13.

4.10. M.P. 184.00 (BORINGS BH23-14 AND BH23-15)

Fill

A 0.10± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of lean clay with various amounts of sand were encountered and extended to depths of 10.0 ft and 13.0 ft below existing site grades. N-values ranged from 5 to 10 bpf indicating firm to stiff consistencies.

RS - Residual Soil – Lean Clay

Underneath the fill layer, residual soils consisting primarily of lean clay were encountered and extended to the termination depth of the boring. N-values ranged from 6 to 21 bpf, indicating firm to very stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-14 and BH23-15.

4.11. M.P. 184.50 (BORINGS BH23-16)

Fill

A 0.10± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of lean clay with sand was encountered and extended to a depth of 12.0 ft below existing site grade. N-values ranged from 6 to 8 bpf indicating firm consistency.

RS - Residual Soil – Silty Sand

Underneath the fill layer, residual soils consisting primarily of silty sand were encountered and extended to the termination depth of the boring. N-values ranged from 15 to 22 bpf, indicating medium dense relative density.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-16.

PAGE - 10 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

4.12. M.P. 184.80 (BORINGS BH23-17)

Fill

A 0.10± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of fat clay was encountered and extended to a depth of 7.0 ft below existing site grades. N-values ranged from 15 to 24 bpf indicating very stiff consistency.

RS - Residual Soil – Fat Clay with Sand

Underneath the fill layer, residual soils consisting primarily of fat clay with sand were encountered and extended to the termination depth of the boring. N-values ranged from 15 to 21 bpf, indicating very stiff consistency.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-17.

4.13. M.P. 185.20 (BORINGS BH23-18 AND BH23-19)

Fill

A 0.25± ft thick layer of topsoil was encountered at the boring BH23-19. Underneath the topsoil, fill material consisting primarily of lean clay was encountered and extended to depths of 10.0 ft and 13.0 ft below existing site grades. Fill material was the only layer encountered at boring BH23-19. N-values ranged from 5 to 17 bpf indicating firm to very stiff consistencies.

RS - Residual Soil – Sandy Fat Clay

Underneath the fill layer of boring BH23-18, residual soils consisting primarily of sandy fat clay were encountered and extended to the termination depth of the boring. N-values ranged to 12 bpf, indicating stiff consistency.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-18 and BH23-19.

4.14. M.P. 186.80 (BORINGS BH23-20)

Fill

A 0.20± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of sandy silty clay was encountered and extended to a depth of 10.0 ft below existing site grades. N-values ranged from 6 to 14 bpf indicating stiff consistency.

RS - Residual Soil – Sandy Silty Clay and Sandy Silt

PAGE - 11 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Underneath the fill layer, residual soils consisting primarily of sandy silty clay and sandy silt were encountered and extended to the termination depth of the boring. N-values ranged from 4 to 13 bpf, indicating soft to stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-20.

4.15. M.P. 193.00 (BORINGS BH23-21 AND BH23-22)

Fill

A 1.0± ft thick layer of asphalt pavement and base course was encountered in boring BH23-21. Underneath the pavement and base course layer, fill material consisting primarily of sandy lean clay, sandy silt and silty sand were encountered and extended to depths of 18.0 ft and 12.0 ft below existing site grades. Fill material was the only layer encountered at boring BH23-21. N-values ranged from 10 to 15 bpf indicating stiff consistencies.

A 0.50± ft thick layer of topsoil was encountered at boring BH23-22. Underneath the topsoil, fill material consisting primarily of silt with sand was encountered and extended to a depth of 12.0 ft below existing site grade. N-values ranged from 6 to 17 bpf indicating firm to very stiff consistencies.

RS - Residual Soil – Sandy Fat Clay

Underneath the fill layer of boring BH23-22, residual soils consisting primarily of lean clay with sand were encountered and extended to the termination depth of the boring. N-values ranged from 13 to 16 bpf, indicating stiff to very stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-21 and BH23-22.

4.16. M.P. 195.10 (BORINGS BH23-23 AND BH23-24)

Fill

A 0.20± ft to 0.30± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of fat clay and sandy lean clay were encountered and extended to a depth of 10 ft below existing site grades. N-values ranged from 8 to 13 bpf indicating firm to stiff consistencies.

RS - Residual Soil – Lean Clay, Sandy Lean Clay, and Lean Clay with Sand

Underneath the fill layer, residual soils consisting primarily of lean clay, sandy lean clay, and lean clay with sand were encountered and extended to the termination depths of the borings. N-values ranged from 3 to 11 bpf, indicating soft to stiff consistencies.

Groundwater

PAGE - 12 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

No groundwater was encountered during the drilling operation of borings BH23-23 and BH23-24.

4.17. M.P. 195.50 (BORINGS BH23-25 AND BH23-26)

Fill

A 0.15± ft to 0.20± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of sandy fat clay and sandy elastic silt were encountered and extended to depths of 10.0 ft to 12.0 ft below existing site grades. N-values ranged from 5 to 11 bpf indicating firm to stiff consistencies.

RS - Residual Soil – Elastic Silt with Sand and Fat Clay with Sand

Underneath the fill layer, residual soils consisting primarily of elastic silt with sand and fat clay with sand were encountered and extended to the termination depth of the borings. N-values ranged from 8 to 13 bpf, indicating firm to very stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-25 and BH23-26.

4.18. M.P. 197.80 (BORINGS BH23-27 AND BH23-28)

Fill

A 0.30± ft to 0.40± ft thick layer of topsoil was encountered at the borings. Underneath the topsoil, fill material consisting primarily of sandy silt and silty clay with sand were encountered and extended to depths of 5.0 ft to 10.0 ft below existing site grades. N-values ranged from 8 to 13 bpf indicating firm to stiff consistencies.

RS - Residual Soil – Sandy Silt, Elastic Silt with Sand and Fat Clay

Underneath the fill layer, residual soils consisting primarily of sandy silt, elastic silt with sand and fat clay were encountered and extended to the termination depths of the soil borings. N-values ranged from 6 to 19 bpf, indicating firm to very stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of borings BH23-27 and BH23-28.

4.19. M.P. 200.00 (BORINGS BH23-29)

Fill

A 0.15± ft thick layer of topsoil was encountered at the boring. Underneath the topsoil, fill material consisting primarily of lean clay with sand was encountered and extended to depths of 12.0 ft below existing site grade. N-values ranged from 6 to 12 bpf indicating firm to stiff consistencies.

PAGE - 13 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

RS - Residual Soil – Lean Clay

Underneath the fill layer, residual soils consisting primarily of lean clay were encountered and extended to the termination depth of the boring. N-values ranged from 4 to 13 bpf, indicating soft to stiff consistencies.

Groundwater

No groundwater was encountered during the drilling operation of boring BH23-29.

5. GEOTECHNICAL EVALUATION

Fill materials, probably associated with the embankment construction, were encountered in all the borings.

The fill included highly plastic soils known for their low shear resistance and their potential to shrink and swell. In our opinion, replacing the existing fill material with granular and high-quality fill represents a long-term and cost-effective approach to address the pavement distress and embankment failures observed. In addition, surface drainage should be enhanced and evaluated carefully.

6. DESIGN ANALYSIS AND RECOMMENDATIONS

6.1. Design Alternatives

Four alternatives were considered given their feasibility,, constructability, cost, and our experience with similar projects. A brief discussion of each alternative is presented below.

Alternative No. 1 – Slope Reinforcement Technology (SRT)

This alternative entails stabilizing the slopes/embankments of the roadway by employing Slope Reinforcement Technology (SRT). These closely spaced elements create a series of horizontal barriers, that form soil arches that establish a continuous line to effectively resist downhill movement. SRTs can be installed efficiently using an excavator and a vibratory hammer, facilitating a rapid installation process.

Alternative No. 2 – Gravity Gabion Wall

This alternative consists of re-establishing the roadway and stabilize the slope by constructing a gravity gabion wall. These walls are typically constructed by filling pre-assembled wire baskets with clean 4” to 8” rock. These walls are self-draining and can sustain a considerable deformation and differential settlement. The gabion facing may enhance vegetation growth and mimic the surrounding landscape.

Alternative No. 3 – Deep patch

This alternative consists of stabilizing the slopes and addressing settlement in the road by implementing a deep patch system. This system consists of excavating to a depth typically ranging from 3 to 6 feet, backfilling with granular material, and installing multiple layers of geosynthetic reinforcement (geogrid) spaced vertically from 6 to 18 inches apart.

Alternative No. 4 – Reinforced Soil Slope (RSS)

PAGE - 14 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Reinforced soil slopes are constructed using common construction materials, and conventional equipment and techniques, providing an economical and durable structure. It is a cost-effective, self-draining, and can tolerate larger differential settlements compared to other repair alternatives. In addition, RSS structures can accommodate and reflect surrounding slope conditions, making it more esthetically pleasant.

Our recommendations are listed below in Table No. 2, these recommendations are based on our observations during the site reconnaissance, the results of our subsurface exploration program, geotechnical analyses, and our familiarity with similar projects.

Table No. 2: Recommendations

Mile Post - MP Recommendation

121.40 Deep patch

121.60 Deep patch

131.30 Deep patch

133.80 Deep patch

156.20 Embankment reconstruction

160.30 Deep patch

164.29

Structure No.5570-112 Remove and replace the fill in the approaches

181.70 SRT

182.00 Deep patch

182.70 Deep patch

184.00 Deep patch

184.50 SRT

184.80 SRT

185.20 SRT

193 - Little Mountain Summit Rd

Pavement distress

Pavement distress

195.10 SRT

195.50

Structure No. 5570-099 Remove and replace the fill in the approaches

PAGE - 15 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Mile Post - MP Recommendation

197.80

Structure No. 5570-095 Remove and replace the fill in the approaches

*Slope Reinforcement Technology (SRT)

6.2. Design Analysis

Global/overall stability analysis computations were performed using the computer program Slide v. 9.031 and RSPile v. 3.0019 by Rocscience, Inc. A summary of soil engineering parameters assumed in the external, internal, and global stability analyses are presented in Table No. 3. Factors of Safety requirements for the design of SRT are presented in Table No. 4.

A uniform distributed live surcharge load was applied along the travelway to account for traffic loading following AASHTO-LRFD (2020).

Table No. 3: Summary of assumed engineering properties for analysis and design

Material Type Unit Weight (pcf)

Cohesion (psf)

Internal Friction Angle ϕ (°)

Granular Backfill 110 – 120 0.0 34 – 36

Aggregate Base 115 – 120 0.0 34 – 36

Lean Clay (CL) 110 – 120 0.0 – 1000 20 – 26

Fat Clay (CH) 110 – 120 0.0 – 1000 18 – 24

Concrete Infinite Strength

Table No. 4: SRT design factors of safety

Analysis Factor of Safety Overall/Global & Compound SF: 1.50

Overall/Global & Compound Extreme Event I SF: 1.1

6.3. Recommendations

It should be noted that the above-listed (4) alternatives wre submitted to our partner for their review.

However, during our Plan in Hand (PIH) meeting of June 5, 2024, the Chief of Maintenance, based on his own experience and familriaty with the site, proposed other alternatives which were implemented in the final design, These alternatives are listed below:

PAGE - 16 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

6.3.1. M.P. 121.4

A 100± ft long, 2-foot thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.2. M.P. 121.6

A 1,000± ft long, 2 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.3. M.P. 131.3

A 700± ft long, 2 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.4. M.P. 133.8

A 200± ft long, 2 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.5. M.P. 156.2

A 700± ft long, 3 ft thick deep patch is recommended.

6.3.6. M.P. 156.3

A 500± ft long, 3 ft thick deep patch, employing geogrid and geotextile at the base is recommended.

6.3.7. M.P. 160.3

A 300± ft long, 2 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.8. M.P. 164.29 Bridge No. 5570-112

A 4 ft thick Geosynthetic Reinforced Soil is recommended - Integrated Bridge System (GRS-IBS).

6.3.9. M.P. 181.7

A 3 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.10. M.P. 182.0

This site (70± ft long) shall be excluded from the project.

6.3.11. M.P. 182.7

A 800± ft long, 3 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommmended.

6.3.12. M.P. 184.0

A 550± ft long, 3 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

PAGE - 17 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

6.3.13. M.P. 184.1

A 2 ft thick, type 1 patch, employing geogrid and geotextile at the base is recommended.

6.3.14. M.P. 184.5

A 3 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.15. M.P. 184.8

A 3 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.16. M.P. 185.2

A 6 ft thick deep patch is recommended.

6.3.17. M.P. 193.0 Little Mountain Summit Rd.

• Site 1:

A 130± ft long, 2 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

• Site 2:

A 100± ft long, 2 ft thick, type 1 patch, utilizing geogrid and geotextile at the base is recommended.

6.3.18. 195.1

A 6 ft thick deep patch is recommended.

6.3.19. M.P. 195.5 Bridge No. 5570-099

A 4 ft thick Geosynthetic Reinforced Soil is recommended.

6.3.20. M.P. 197.80 Bridge No. 5570-095

A 4 ft thick Geosynthetic Reinforced Soil is recommended.

6.3.21. Subsurface Water Drainage System

All depp patchs and slope einforcements shall include a subsurface water drainage system composed of granular backfill and a perforated 4” diameter pipe. The drainage system is surrounded by a filter fabric to prevent the migration of fines. The perforated 4” diameter pipe will drain subsurface water into a 4” diameter non-perforated outlet pipe located in the lowest point behind the wall. To keep wildlife out of the retaining wall drainage system a 1/4” mesh should be installed to cover the 4” diameter non-perforated pipe outlet.

PAGE - 18 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

7. REFERENCES

NPS Stats (2024). Annual Park Recreation Visitation Graph (1904 - Last Calendar Year): Natchez Trace PKWY. Accessed on 1/4/2024.

https://irma.nps.gov/Stats/SSRSReports/Park%20Specific%20Reports/Annual%20Park%20Recreation% 20Visitation%20Graph%20(1904%20-%20Last%20Calendar%20Year)?Park=NATR

Mississippi Office of Geology (2011). Geologic Map of Mississippi, after Alvin R. Bicker, Jr., 1969.

Accessed on 1/19/2024. https://www.mdeq.ms.gov/wp-content/uploads/2017/05/MS_Geology1969.pdf

Mississippi Department of Environmental Quality, Office of Geology, Mississippi Surface Geologic Unit Descriptions. Accessed on 1/19/2024. https://www.mdeq.ms.gov/wp-content/uploads/2017/05/MS_GeologicUnit_Desc.pdf

Geopier SRT ® System. Accessed on 1/09/2024.

https://www.geostructures.com/solutions/structures/geopier-str-system.htm

AASHTO-LRFD. (2020). AASHTO LRFD Bridge Design Specification (9th ed.). Washington, D.C.:

American Association of State Highway and Transportation Officials.

https://irma.nps.gov/Stats/SSRSReports/Park%20Specific%20Reports/Annual%20Park%20Recreation%20Visitation%20Graph%20(1904%20-%20Last%20Calendar%20Year)?Park=NATR https://irma.nps.gov/Stats/SSRSReports/Park%20Specific%20Reports/Annual%20Park%20Recreation%20Visitation%20Graph%20(1904%20-%20Last%20Calendar%20Year)?Park=NATR https://www.mdeq.ms.gov/wp-content/uploads/2017/05/MS_Geology1969.pdf https://www.mdeq.ms.gov/wp-content/uploads/2017/05/MS_GeologicUnit_Desc.pdf https://www.mdeq.ms.gov/wp-content/uploads/2017/05/MS_GeologicUnit_Desc.pdf https://www.geostructures.com/solutions/structures/geopier-str-system.htm

PAGE - 19 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

8. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in this report have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these exploration and tests represent conditions at the specific locations and dates indicated. Subsurface conditions between these locations may vary. The Geotechnical Design Analyses and Recommendations Sections of this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor. Our analysis and recommendations are based on boring logs and subsurface profiles prepared by others.

Yesenia Pérez Geotechnical Engineer

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

PAGE - 20 DEPARTMENT OF TRANSPORTATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

APPENDICES

NATCHEZ TRACE PARKWAY IN MISSISSIPPI

Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division Ashburn, VA

APPENDIX A – FIGURES

MP-193MP-193

MP-184

MP-182

MP-197.8

MP-195.5MP-195.1

MP-185.2

MP-184.8

MP-182.7

MP-181.7

MP-160.3

MP-156.2

MP-133.8

MP-131.3

MP-121.6MP-121.4

MP-164.29

§̈¦55

£¤82

£¤51

£¤82

UV35

UV12

UV25

UV16

UV19

UV488UV487

UV407

UV17

UV43

UV14

UV429

UV15

UV9

UV413

UV492

UV21

UV411

UV430

UV395

UV440

UV415

UV489

UV13

UV500

UV483

UV427

UV485

UV424 UV431

UV483

UV35

UV19

UV19

UV35

UV17

UV19

UV492

UV12 UV19

UV492

UV16

UV429

UV407

UV15

UV12

UV413

Dr Martin Luther King Jr

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 1

Site Location and Vicinity Map

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t

0 4 8 12 162 Miles

MP-193MP-193

MP-184

MP-182

MP-197.8

MP-195.5MP-195.1

MP-184.8

MP-184.5

MP-182.7

MP-181.7

MP-160.3

MP-156.2

MP-133.8

MP-131.3

MP-121.6MP-121.4

MP-164.29

Ek

Et

Ew

Ec

Ezw

Ej

Ecm

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 2

Geology Map

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc

Data to create map retrieved from https://www.mdeq.ms.gov/geology/work-areas/surface-geology/ t

GEO_SYMBOL

Ec - Cockfield Ecm - Cook Mountain

Ej - Jackson group Ek - Kosciusko Et - Tallahatta

Ew - Wilcox Ezw - Zilpha and Winona

0 4 8 12 162

Department of Transportation Federal Highway Administration

APPENDIX B – BORING LOCATION MAPS

BH23-29

BH23-28

BH23-27BH23-26

BH23-25BH23-23

BH23-22 BH23-21

BH23-20

BH23-19

BH23-18BH23-14

BH23-13

BH23-08

BH23-07

BH23-06

BH23-05

BH23-04

BH23-03BH23-02

BH23-01

BH23-04-A

§̈¦55

£¤82

£¤51

£¤82

UV35

UV12

UV25

UV16

UV488UV487

UV19

UV407

UV17

UV43

UV429

UV9

UV14

UV413

UV492

UV21

UV15

UV411

UV430

UV395

UV440

UV415

UV13

UV500

UV427

UV485

UV483

UV424 UV431

UV35 UV492

UV407

UV19

UV17

UV429

UV12 UV19

UV413

UV21

UV19

UV14

UV17

UV12

UV492

UV15

Dr Martin Luther King Jr

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 3

Boring Location Map

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t

0 2 4 6 81

!.MP-121.4

BH23-03

BH23-02

Natchez Trace

MP-121.6

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 4

Boring Location Map BH23-01 to BH23-03

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t 0 0.2 0.4 0.6 0.80.1

BH23-05

BH23-04

BH23-04-A

UV16

Na tch ez Tra ce

MP-133.8

MP-131.3

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 5

Boring Location Map BH23-04 to BH23-05

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t

MP-160.3

MP-164.29

BH23-06

UV12

UV14

UV35

UV43

UV19

UV19

UV12

UV35

UV19

UV19

MP-156.2

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 6

Boring Location Map

BH23-06 and BH23-07

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t 0 0.4 0.8 1.2 1.60.2

MP-182

BH23-12

BH23-11

BH23-09

BH23-08

Natchez Trace

MP-182.7

MP-181.7

BH23-13

BH23-10

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 7

Boring Location Map BH23-08 to BH23-13

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t 0 0.1 0.2 0.3 0.40.05

!.BH23-20

BH23-19

BH23-18

BH23-17

BH23-16

BH23-15

BH23-14

Na tch ez Tra ce

MP-184

MP-185.2

MP-184.8

MP-184.5

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 8

Boring Location Map BH23-14 to BH23-20

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t

MP-193

BH23-26

BH23-25

BH23-24

BH23-23

UV9

BH23-22

BH23-21

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 9

Boring Location Map BH23-21 to BH23-26

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t

BH23-29

BH23-28

BH23-27

Natc hez

Tra ce

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

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VIRGINIA

FIGURE 10

Boring Location Map BH23-27 to BH23-29

STATE

Mississippi

PROJECT

MS NP NATR 3N18 3H27 etc t 0 0.1 0.2 0.3 0.40.05

Department of Transportation Federal Highway Administration

APPENDIX C – BORING LOGS

D ep th Sc al e

(ft

O ct

Sy m bo l

Material Description

Ground Surface

FILL

Topsoil 0.5', Lean CLAY, soft to firm, tan to brown, moist.

5 ft

_Lean _CLAY _(CL) _with sand some fine-medium sand, low plasticity, soft to firm, tan to brown, moist.

15 ft

_Silty _SAND (SM) fine to medium grained, very loose to medium dense, gray-tan, moist to wet. A-2-4(0)

20 ft

A-6(9)

Boring terminated at 20 ft.

Sa m pl e

No. Ty pe

J-6

J-7

J-8

J-5

J-2

J-3

J-4

J-1

Re co ve ry

1.7

1.7

1.8

1.8

1.6

PP

/R

Q D

1.5

1.5

0.5

2.5

SP

T

Bl ow s pe r6 in

5-7-4-5

2-3-3-5

2-4-4-6

WH-2-2-3

WH-2-1-2

2-3-5-6

7-15-18-19

3-9-10-12

M oi st ur e Co nt en t(

20.9

12.6

At te rb er g Li m its

LL

PL

29.7 15.3

SPT- N Value

0 8010 20 30 40 50 60 70

R

SL

og

EF

L

G eo te ch ni ca l L og

-S

PT

_U pd at ed fh w a-ea st er n-fe de ra l-l an ds

-h ig hw ay

-d iv ad m in

Fe br ua ry

4, :5

PM

_BORING LOG

BH23-01Project Name: _MS _NP _NATR _3N18 _3H27 ETC

Project Location: _Natchez _Trace _Parkway, MS

Project Datum:

Boring Location: _32.57472, -89.87944

Hammer Wt/Type:

Boring Began:

_CME 45Equipment:

2023-10-29

Logged By: _G. Moody

Operator: _J. Farley

Weather: _Clear, 70°F

BH Type/Size:

Boring No.:

_HSA _/ 2.75Surface Elev.:

Groundwater Depth (ft): 15.4 Completed: 2023-10-29

NAD83 _140 lbs/Automatic

US Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Divion

SHEET: 1 of 1Remarks: Boring was backfilled with auger cuttings upon completion.

https://www.google.com/maps/?q=32.57472, -89.87944 https://www.google.com/maps/?q=32.57472, -89.87944 th Sc al e

(ft

O ct

Sy m bo l

Material Description

Ground Surface

FILL

Topsoil 0.10', Lean CLAY, very stiff, tan to brown, moist.

3 ft

_Lean _CLAY (CL) some fine to medium sand, medium plasticity, firm to stiff, tan and brown, moist.

10 ft

_Lean _CLAY _(CL) _with sand some fine to medium sand, low plasticity, firm to very stiff, gray and tan, moist to wet. A-4(5)

20 ft

A-6(13)

Boring terminated at 20 ft.

Sa m pl e

No. Ty pe

J-2

J-8

J-3

J-5

J-1

J-7

J-4

J-6

Re co ve ry

1.55

1.40

1.40

1.90

1.80

1.65

1.65

2.00

PP

/R

Q D

2.5

SP

T

Bl ow s pe r6 in

6-11-11-11

2-2-2-3

2-2-4-6

3-5-4-5

2-4-4-6

2-3-9-16

5-7-11-9

1-3-5-6

M oi st ur e Co nt en t(

20.9

At te rb er g Li m its

LL

PL

36 20.5

27.2 16.9

SPT- N Value

0 8010 20 30 40 50 60 70

R

SL

og

EF

L

G eo te ch ni ca l L og

-S

PT

_U pd at ed fh w a-ea st er n-fe de ra l-l an ds

-h ig hw ay

-d iv ad m in

Fe br ua ry

4, :5

PM

_BORING LOG

BH23-02Project Name: _MS _NP _NATR _3N18 _3H27 ETC

Project Location: _Natchez _Trace _Parkway, MS

Project Datum:

Boring Location: _32.57611, -89.87639

Hammer Wt/Type:

Boring Began:

_CME 45Equipment:

2023-10-29

Logged By: _G. Moody

Operator: _J. Farley

Weather: _Clear, 80°F

BH Type/Size:

Boring No.:

_HSA _/ 2.75Surface Elev.:

Groundwater Depth (ft): 15 Completed: 2023-10-29

NAD83 _140 lbs/Automatic

US Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Divion

SHEET: 1 of 1Remarks: Boring was backfilled with auger cuttings upon completion.

https://www.google.com/maps/?q=32.57611, -89.87639 https://www.google.com/maps/?q=32.57611, -89.87639 th Sc al e

(ft

Sy m bo l

Material Description

Ground Surface

FILL

Topsoil 0.10' SILT, soft to stiff, brown, moist.

7 ft

_SILT (ML)

trace fine to coarse sand, non-plastic, soft to stiff, brown and gray, moist. A-4(0)

13 ft

_Sandy _Lean _CLAY (CL) fine to coarse sand, low plasticity, firm to stiff, gray and tan, moist.

20 ft

A-6(5)

Boring terminated at 20 ft.

Sa m pl e

No. Ty pe

J-8

J-2

J-3

J-6

J-1

J-7

J-5

J-4

Re co ve ry

1.40

1.40

1.30

1.65

1.60

1.80

2.00

1.70

PP

/R

Q D

3.00

SP

T

Bl ow s pe r6 in

6-8-5-6

3-2-3-3

1-2-2-3

4-2-2-3

3-6-6-6

2-4-5-6

2-3-5-6

3-5-6-5

M oi st ur e Co nt en t(

16.9

22.3

At te rb er g Li m its

LL

PL

27.5 15.9

22.7

SPT- N Value

0 8010 20 30 40 50 60 70

R

SL

og

EF

L

G eo te ch ni ca l L og

-S

PT

_U pd at ed fh w a-ea st er n-fe de ra l-l an ds

-h ig hw ay

-d iv ad m in

Fe br ua ry

4, :5

PM

_BORING LOG

BH23-03Project Name: _MS _NP _NATR _3N18 _3H27 ETC

Project Location: _Natchez _Trace _Parkway, MS

Project Datum:

Boring Location: _32.57694, -89.87472

Hammer Wt/Type:

Boring Began:

_CME 45Equipment:

2023-10-28

Logged By: _G. Moody

Operator: _J. Farley

Weather: _Clear, 80°F

BH Type/Size:

Boring No.:

_HSA _/ 2.75Surface Elev.:

Groundwater Depth (ft): Completed: 2023-10-28

NAD83 _140 lbs/Automatic

US Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Divion

SHEET: 1 of 1Remarks: Boring was backfilled with auger cuttings upon completion.

https://www.google.com/maps/?q=32.57694, -89.87472 https://www.google.com/maps/?q=32.57694, -89.87472 th Sc al e

(ft

Sy m bo l

Material Description

Ground Surface

FILL

Topsoil 0.20' Lean CLAY with Sand, fine to coarse sand, low plasticity, firm to hard, tan and brown, moist.

13 ft

_Lean _CLAY (CL) trace fine to medium sand, medium plasticity, firm to stiff, gray, tan, moist.

20 ft

A-4(5)

A-6(16)

Boring terminated at 20 ft.

Sa m pl e

No. Ty pe

J-1

J-8

J-6

J-2

J-7

J-5

J-3

J-4

Re co ve ry

1.80

2.00

1.75

1.75

1.70

1.70

1.85

2.00

PP

/R

Q D

1.70

1.85

2.00

SP

T

Bl ow s pe r6 in

9-23-20-13

10-19-24-21

10-12-10-16

3-5-8-8

2-2-4-5

2-4-5-8

2-2-4-5

2-2-4-4

M oi st ur e Co nt en t(

21.4

16.8

At te rb er g Li m its

LL

PL

37.1 17.5

27.4 18.1

SPT- N Value

0 8010 20 30 40 50 60 70

R

SL

og

EF

L

G eo te ch ni ca l L og

-S

PT

_U pd at ed fh w a-ea st er n-fe de ra l-l an ds

-h ig hw ay

-d iv ad m in

Fe br ua ry

4, :5

PM

_BORING LOG

BH23-04Project Name: _MS _NP _NATR _3N18 _3H27 ETC

Project Location: _Natchez _Trace _Parkway, MS

Project Datum:

Boring Location: _32.6675, -89.75417

Hammer Wt/Type:

Boring Began:

_CME 45Equipment:

2023-10-28

Logged By: _G. Moody

Operator: _J. Farley

Weather: _Clear, 72°F

BH Type/Size:

Boring No.:

_HSA _/ 2.75Surface Elev.:

Groundwater Depth (ft): Completed: 2023-10-28

NAD83 _140 lbs/Automatic

US Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Divion

SHEET: 1 of 1Remarks: Boring was backfilled with auger cuttings upon completion.

https://www.google.com/maps/?q=32.6675, -89.75417 https://www.google.com/maps/?q=32.6675, -89.75417 th Sc al e

(ft

Sy m bo l

Material Description

Ground Surface

FILL

Topsoil 0.20' Sandy Silt (ML), hard to firm, tan, brown, moist.

7 ft

_Sandy _SILT (ML) some fine to medium sand, non-plastic, firm to hard, gray and brown, moist.

20 ft

A-4(0)

A-4(0)

Boring terminated at 20 ft.

Sa m pl e

No. Ty pe

J-3

J-1

J-4

J-6

J-2

J-8

J-7

J-5

Re co ve ry

1.75

1.70

1.70

1.75

1.70

1.70

1.90

2.00

PP

/R

Q D

2.00

2.50

SP

T

Bl ow s pe r6 in

7-15-20-19

11-17-15-14

4-8-9-8

5-8-10-13

5-12-21-24

8-9-8-6

2-2-3-5

3-4-4-7

M oi st ur e Co nt en t(

13.4

13.4

At te rb er g Li m its

LL

PL

22.4

19.7

SPT- N Value

0 8010 20 30 40 50 60 70

R

SL

og

EF

L

G eo te ch ni ca l L og

-S

PT

_U pd at ed fh w a-ea st er n-fe…