Report_1_Pavement.pdf

PAVEMENT REPORT NUMBER FY14-06

FHWA Project PRA-NATR 3C12, D32 Natchez Trace Parkway

Lee and Itawamba Counties, Mississippi

Pavement Resurfacing of Mainline Parkway and Adjacent Ramps and Parking Areas.

September 2014

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-NATR 3C12, D32 Pavement Report No. FY14-06

TABLE OF CONTENTS

I. INTRODUCTION

1. GENERAL

2. PROJECT DESCRIPTION

3. PROJECT PURPOSE-AND-NEED

4. REGIONAL GEOLOGY

II. PROCEDURES AND RESULTS

1. PAVEMENT CONDITION SURVEY

2. PAVEMENT CORING AND SOIL BORING

3. SAMPLING

4. FIELD TESTS AND MEASUREMENTS

5. DATA SUMMARY

6. LABORATORY INVESTIGATION

7. FINDINGS

Pavement Condition Subsurface Condition

III. ANALYSIS AND CONCLUSIONS

1. PAVEMENT DESIGN

IV. RECOMMENDATIONS

1. PAVEMENT SECTION

2. EARTHWORK

V. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A - Project Location and Geological Maps Appendix B - Boring Logs Appendix C - Laboratory Test Results

Appendix D - FWD Data and Back-calculation 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 FY14-06

FHWA Project PRA-NATR 3C12, D32

Lee and Itawamba Counties, Mississippi

Pavement Resurfacing of Mainline Parkway and adjacent Ramps and Parking Areas.

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Natchez Trace Parkway and adjacent ramps and parking areas in Lee and Itawamba Counties, Mississippi. A Project Location Map is presented in Appendix A.

2. Project Description

Project PRA-NATR 3C12, D32 consists of resurfacing of the Mainline Parkway, sections 3C and 3D, between mileposts 266.4 to milepost 282.0 (~15.6 miles). The Mainline Parkway (NPS Route 0001F) is a two-lane, 24-foot wide asphalt concrete (AC) paved roadway starting at the intersection with SR 145 (MP 266.4) to just short of the intersection with SR 371 (MP 282.0). Adjacent ramps and parking areas included within the project are shown below in Table 1.

Table 1. Routes adjacent to Mainline Parkway within project limits Route # Route Name Length/Area Start End

154A SR 145 Access Road A 0.46 miles Route 001F at

MP* 268.73 SR 145

154B SR 145 Access Road B 0.40 miles Route 001F at MP

268.96 SR 145

155A SR 363 Access Road A 0.15 miles Route 001F at MP

273.01 SR 363

155B SR 363 Access Road B 0.16 miles Route 001F at MP

273.30 SR 363

156 Friendship Road Access Road 0.13 miles Route 001F at MP

278.45 Friendship Road

975 Old Trace Parking 6,141 sqft Route 001F at MP 271.79

Route 001F at MP 271.82

976 Dogwood Valley Parking 22,486 sqft Route 001F at MP

277.75 Parking

977 Twentymile Bottom Parking 16,329 sqft Route 001F at MP

280.94 Parking

*MP=Milepost

3. Project Purpose-and-Need

According to Highway Design, the Purpose and Need for this project is to resurface the existing Parkway in order to preserve the existing condition and extend the life of the pavement until rehabilitation is feasible.

4. Regional Geology

According to the United States Geological Survey (USGS), the project site is underlain by Coffee Sand, Upper Cretaceous including light-gray cross-bedded to massive glauconitic sand and sandy clay and calcareous sandstone. A Geologic Map of the project site is presented in Appendix A.

II. PROCEDURES AND RESULTS

1. Pavement Condition Survey

The Eastern Federal Lands Highway Division (EFLHD) Pavement Section conducted a pavement condition survey on February 5th, 2014. Identified pavement distresses and their quantified severity levels were recorded in accordance with “The Distress Identification Manual for the Long-Term Pavement Performance Project, 1993” by the Strategic Highway Research Program (SHRP).

2. Pavement Coring and Soil Boring

The EFLHD Subsurface Exploration Team drilled a total of 25 borings (Borings B-01 through B-20, PL-01 through PL-03, and R-01 and R-02) on February 5th through 9th, 2014.

All borings were advanced using a flight auger on a model CME 850 rotary drill rig. Borings were advanced to a depth of 5.0 feet. The Boring Logs are presented in Appendix B.

3. Sampling

Sampling of materials beneath the tip of the flight augers was performed in all borings as they were advanced. Continuous sampling was conducted from 1 to 5 feet by split-barrel sampling. Represented soil boring samples were recovered with a 2 ¼ inches outside diameter split-barrel sampler in accordance with AASHTO T200-87. Representative portions of split-barrels were preserved in glass jars for laboratory testing. The sampling sequence for soil borings are summarized on the Boring Logs presented in Appendix B, while Laboratory Test Results are documented in Appendix C.

4. Field Tests and Measurements

The EFLHD Pavement Section personnel performed the following field tests and took measurements during the course of the structural evaluation of the existing pavement and the subsurface exploration.

Non-destructive pavement testing using a falling weight deflectometer (FWD) was performed at 176 locations along Mainline Parkway Sections 3C and 3D on February 5th, 2014. Deflections of the existing pavement were recorded with 9 different sensors spaced 0, 8, 12, 18, 24, 36, 48, 60, and 72 –inches away from the 12 –inch diameter load plate in response to a loading sequence of four drops at a 9 kip load level at each location. The results of the FWD data collection are presented in Appendix D.

The locations of Borings B-01 through B-20, PL-01 through PL-03, and R-01 and R-02 were determined from features present on-site and by referencing the existing roadway centerlines, milepost markers, preliminary roadway plans, and stationing from the distance measurement instrument (DMI) from FWD testing. Standard penetration tests (SPT) were performed and resistance was recorded during the recovery of each split barrel sample in accordance with AASHTO T206-87. The sampler was driven into the soil using an automatic hammer.

Sample recovery measurements were made and recorded for each sampling attempt. A field description by color and texture was made for each recovered sample.

5. Data Summary

Measured FWD data was collected through Dynatest data acquisition computer files, and the collected raw data were transferred to the ModTag Analyzer computer program (Version 4.1.1) for back-calculation. The measured data only represent deflection response at selected locations, thus deflection discrepancies are expected between test locations due to changes in layer thickness, material properties, moisture and temperature conditions, subgrade support, and contact pressure under the load plate. The measured data represents pavement responses at the time of our field investigation only; therefore, deflection variations are expected due to seasonal and climatic variations.

The results of field tests and measurements of all borings were recorded on the drillers’ 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 the presence of various materials. They also contain interpretations by the subsurface exploration team leader of the 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 B of this report represent a compilation of field and laboratory data and description of the soil samples by a pavement engineer. These records occasionally do not include all data recorded on drillers’ logs and field data sheets, but do include all information considered relevant to the design and construction of this report. No water was encountered during the drilling of any borings as noted in the boring logs. Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

6. Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on 8 soil samples from Borings B-01 through B-19. Laboratory tests on the samples included gradation (AASHTO

T-88), Atterburg limits (AASHTO T-89, T-90), moisture content (AASHTO T-265), soil classification (AASHTO T-145). Laboratory test results are summarized in Table 2.

Table 2 - Results of Laboratory Testing

Boring

Sample

Sample Depth

(ft)

%-200

LL(1)

PI(2)

Classification(1)

Moisture Content(1)

B-01 J-2 3-5 48.7 48 25 A-7-6 22.7 B-04 J-1 1-3 30.4 25 N/P A-2-4 13.4 B-05 J-2 3-5 16.3 N/D N/P A-2-4 16.6 B-08 J-2 3-5 32.7 N/D N/P A-2-4 11.7 B-10 J-1 1-3 15.3 N/D N/P A-2-4 16.6 B-12 J-2 3-5 56.9 55 34 A-7-6 24.3 B-15 J-1 1-3 41.4 32 13 A-6 11.9 B-19 J-1 1-3 33.8 39 19 A-2-6 18.4

Note that (1) N/D denotes “Not Determined” and (2) N/P denotes “Non-Plastic” in Table 2 above.

7. Findings

The findings at the project site are summarized below. Refer to the boring logs in Appendix B and the laboratory data in Appendix C for more detailed information. Ground water was not encountered during any of the borings as noted in the boring logs. Fluctuations in the water level due to seasonal and climatic effects should be expected.

Pavement Condition

Based on the pavement condition survey conducted by EFLHD Pavement Section in February 2014, the most prevalent pavement distress type exhibited along the Parkway and adjacent ramps and parking areas was moderate to high severity block cracking (Figures 1-3).

Additionally, one area is exhibiting lateral support failures in the Twentymile Bottom Parking area (Figures 4-5).

Figure 1. Mainline Parkway typical existing conditions

Figure 2. Mainline Parkway block cracking

Figure 3. Typical existing ramp conditions

Figure 4. Twentymile Bottom lateral support failure

Figure 5. Twentymile Bottom lateral support failure

Subsurface Condition

Borings B-01 through B-20 were taken along Cedar Sink Road. The existing HMA pavement thickness ranged from 3.0 to 10.0 inches with an average of 3.15 inches. Below the existing HMA pavement, an older, unbound HMA layer was present in 16 of the 20 borings. This unbound material consists of stripped HMA due to age, weathering, environmental conditions, and poor materials/rounded river gravel. This unbound layer ranged in thickness from 2.5 to 5.5 inches with an average of 3.25 inches. No aggregate base course was encountered.

Orange and brown silty sand (A-2-4) was encountered in 14 borings below the HMA pavement. Based on laboratory testing of this silty sand material, water content ranged from

11.7 to 16.6% with an average of 14.6%, and were determined to be non-plastic.

Brown and Gray clayey sand (A-2-6, A-6) was encountered in 5 borings below the HMA pavement. Based on laboratory testing of this clayey sand material, water content ranged from 11.9 to 18.4% with an average of 15.2%, liquid limit ranged from 32 to 39% with an average of 35.5%, and plasticity index ranged from 13 to 19% with an average of 16%.

Orange, brown, and gray sandy fat clay (A-7-6) was encountered in 10 borings below the HMA pavement. Based on laboratory testing of this sandy clay material, water content ranged from 22.7 to 24.3% with an average of 23.5%, liquid limit ranged from 48 to 55% with an average of 51.5%, and plasticity index ranged from 25 to 34% with an average of 29.5%.

III. ANALYSIS AND CONCLUSIONS

1. Pavement Design

Based on feasible funding and project timing, the NPS has requested that the existing HMA pavement be resurfaced, with analyses of rehabilitation strategies and life-cycle costs prepared in anticipation for future rehabilitations/reconstruction projects. Backcalculation of FWD data revealed three distinct pavement/subgrade structures throughout the project limits.

Results of the FWD segmental analysis and expected service lives are summarized below in Table 3.

Table 3 – Segmental Analysis and Expected Service Life

Segment From

(MM)

To

(MM)

HMA

(in)

Unbound (in)

MR

(psi)

SNEFF SNEFF

+1.5 AC

Expected Service

Life (yrs) A 266.4 273.8 3.0 4.0 5,896 1.62 2.28 10 B 273.8 280.0 3.0 3.0 3.972 1.07 1.73 < 10 C 280.0 282.0 10.0 --- 6,725 2.25 2.91 15

Each segment was determined based on FWD loading responses and existing pavement and soil structures to create similar sections for analysis. Once segmented, each section was backcalculated to determine the in-situ subgrade strengths (corrected MR) and existing effective structural number (SN). An assumed 1.5-inch AC pavement overlay was added to provide a new SN design value. Based on existing traffic levels and vehicle breakdowns obtained from the 2004 NPS Traffic Data Report, expected future traffics loadings (ESAL’s) were determined for various performance periods, and the resulting required SN for each section was compared against the revised effective SN (+1.5 AC) to determine expected service life.

Based on our subsurface field investigation and FWD results, the driving factor for the low expected service lives of these sections is the poor, and deteriorating, conditions of the existing pavement structure. As a result, the typical added structural benefits of thicker overlays becomes reduced and almost negated as the ability of the existing pavement base to provide an adequate foundation deteriorates. The only feasible benefits of an overlay are to temporarily preserve the existing pavement and improve ride quality. Therefore, our analysis assumes a 1.5-inch AC overlay, as there are no discernible added benefits to thicker overlays to justify increased costs.

Due to the variable deterioration rates of the existing underlying materials and poor subgrade condtions, and relatively low ESAL rates, it is unrealistic to use these predictive design models to obtain reliable expected service lives under 10 years. Based on these results, coupled with the life-cycle cost analysis provided in FHWA Pavement Report #FY14-03, a more substantial rehabilitation is recommended within ten years. Such a rehabilitation will be necessary not only to provide a structurally and functionally adequate pavement structure, but also one with a long-term service life and a sustainable foundation.

IV. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in February 2014. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications).

1. Pavement Section

Based on feasible funding and project timing, we are providing the following recommendations for resurfacing of the Mainline Parkway and adjacent routes.

Mainline Parkway (NPS Route 0001F)

Based on our field investigation and pavement condition survey, the Parkway is exhibiting moderate to high severity block cracking throughout the project limits. Swelling and expansive subgrade materials coupled with poor existing AC base materials and deteriorating conditions have led to these distresses. In order to minimize project scope, and provide an alternative to rehabilitation until such time as it becomes feasible, we are recommending the existing AC pavement be overlaid with 1.5-inches of AC pavement according to the minimum requirements laid out below in Table 4.

Table 4. AC Overlay Recommendations

Layer Minimum Thickness (in) Comments

AC Surface Course 1 ½

Asphalt Concrete Pavement – Gyratory Method (GACP), 0.3 to < 3 x 106

ESAL’s, 3/8” Nominal Maximum Size Aggregate (NMSA), Type I roughness

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

FP-14 Specifications

Based on our field investigation and analysis, this will provide an expected service life of < 10 years, and increasing maintenance costs and frequencies are to be expected.

Additionally, one area exhibiting heaving will require approximately 10 sqyd of spot reconstruction at MP 272 station 15+00. Spot repairs should meet the minimum requirements laid out below in Table 5.

Table 5. Spot Repair Recommendations

Thickness (in)

Comments

AC Surface Course 1 ½ GACP, 0.3 to <3 x 106 ESAL’s, 3/8”

NMSA, Type I roughness

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the FP-14 Specifications

AC Base Course 3 ½ GACP, 0.3 to < 3 x 106 ESAL’s, ¾”

NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 of the FP-14 Specifications

Aggregate Base Course 8

Base Aggregate, Grading C or D, as per Subsections 301 and 703.05(b) of the FP-14 Specifications

Geotextile ---

Separation and Stabilization Geotextile, Class 2, Type E, as per

Section 207 of the FP-14 Specifications

Adjacent Ramps (NPS Routes 154 A&B, 155 A&B, and 156)

We are recommending the adjacent ramps be milled to a depth of 1.5-inches and overlaid according to the minimum requirements provided in Table 4 above.

Parking Areas (NPS Routes 975, 976, and 977)

Parking areas should be overlaid according to the minimum requirements provided above in Table 4. Profile milling should be performed prior to overlay within 6-feet of areas with existing curb and gutter in order to maintain curb reveal. Sections along the entrance road for Twentymile Bottom Parking Area are exhibiting signs of poor lateral edge support (see Figures 4&5 above) and will require spot repairs to provide stabilization (~200 sqyd). Spot repairs should meet the minimum requirements laid out below in Table 6.

Table 6. Slope Stabilization Recommendations

Thickness (in)

Comments

AC Surface Course 1 ½ GACP, 0.3 to < 3 x 106 ESAL’s, 3/8”

NMSA, Type IV roughness Asphalt Tack

Coat --- AC Tack Coat as per Section 412 of the FP-14 Specifications

AC Base Course 2 ½ GACP, 0.3 to < 3 x 106 ESAL’s, ¾”

NMSA

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the FP-14 Specifications

AC Base Course 2 ½ GACP, 0.3 to < 3 x 106 ESAL’s, ¾”

NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 of the FP-14 Specifications

Aggregate Base Course 6

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-14

Specifications Aggregate Base

Stabilization Layer

Base Aggregate, Grading C or D, as per Subsection 703.05(b), wrapped in Geotextile, Class B, Type E

Aggregate Base Stabilization

Layer

Base Aggregate, Grading C or D, as per Subsection 703.05(b), wrapped in

Geotextile, Class B, Type E

2. Earthwork

Soil Cover for Buried Structures: All proposed pipes and other proposed buried structures should have a minimum soil cover of 12 inches.

Subgrade Preparation: If unsuitable subgrade materials are encountered in isolated areas, sub-excavation of unsuitable materials is recommended to a minimum depth of 12-inches.

The sub-excavated areas should then be backfilled with unclassified borrow, re-compacted to at least 95% of maximum density in accordance with the AASHTO T 180 Method D, and covered with separation and stabilization geotextile, Class B, Type E.

Aggregate Base Course: Immediately after subgrade preparation, aggregate base course should be placed and compacted to at least 95% of maximum density in accordance with the Section 301 of the FP-14 Specifications. Any additional material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-14 Specifications.

V. DISCLAIMER/LIMITATIONS CLAUSE

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

The 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:

Sean O’Brien Pavement Engineer

Reviewed by:

Bill Eshbaugh Pavement Team Leader

APPENDIX A – Project Location and Geological Maps

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

NPS

NO.

NO.PMIS

NATCHEZ TRACE PARKWAY

LOCATION MAP

A3

SCALE IN MILES

0.5 1

N

MS

M

P R

O J E

C T

S n a tr c d P r o j

D e v C

A D

D a -n a tr c lo c .d g n

:3

1:

A M

-A p r -2

:3

A

M

SE PRA-NATR 3C12, 3D32

TUPELO

SALTILLO

BELDEN

dl O ol li tl a

S M

P

M P

E C

A R

T

Z E

H C

T A

N

Y A

W K

R

A P k e er c d u

M k e e r c a b b ut a c c u E l ar ut l u ci r g

A u n d e rp a s s d a o rl i a R c r o s s in g d n a

S k e e r c ke erc dn a

S da or pi hs w ol l e

F

PULLOFF

OLD TRACE

d a o r da or eg dir ma hg ni mri B

78178

LEE

COUNTY

LEE

COUNTY

(5 miles)

TO TUPELO

MATCHLINE MP 271

170527

LAKESHIRE ROAD

BRIDGE OVER

MP 263.34

SCHEDULE B

NATR 3C12, 3D32

MP 266.40

SCHEDULE A

NATR 3C12, 3D32

BEGIN PROJECT

(Schedule A only)

Install Variable Message Sign (VMS)

124467

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

NPS

NO.

NO.PMIS

NATCHEZ TRACE PARKWAY

LOCATION MAP

A4

SCALE IN MILES

0.5 1

N

MS

M

P R

O J E

C T

S n a tr c d P r o j

D e v C

A D

D a -n a tr c lo c .d g n

:3

:1

A M

-A p r -2

:3

A M

SE PRA-NATR 3C12, 3D32

KIRKVILLE

enit sela

P-n ot s u o H ffi lt a R

ZE

HCT

A N

YA

W

K R

AP

M P 272

M P

M P

M P

M P d a or l l e c n a

M nesreteP d a o r

PARKING AREA

DOGWOOD VALLEY

k e e r c ei hc at n a M pi h s d n ei r F d a or

ECART

RC

OVERLOOK

MILE BOTTOM

TWENTY

k e er c el i m yt n e w

T hc nar b r e g a e

Y d a or da or

MATCHLINE MP 271

(175 miles)

TO NASHVILLE

MP 282.00

SCHEDULE A

NATR 3C12, 3D32

END PROJECT

170527

(Schedule A only)

Install Variable Message Sign (VMS)

124467

Source: United States Geological Survey (USGS), "Geologic Map of Mississippi" Google Earth, 2014

TOTAL

SHEETS

1MS

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Kc: Coffee Sand - Upper Cretaceous Including light-gray cross-bedded to massive glauconitic sand and sandy clay and calcareous sandstone.

SE

SHEET

NO. PROJECT

STATEREG

PRA-NATR 3C12,

D32

Lee and Itawamba Counties, Mississippi (2014) Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx

GoE - Gullied land - Ora Complex CaF - Cahaba and Ruston fine sandy loams Typical profile (Gullied land) Typical profile (Cahaba) 0-4 inches: Fine sandy loam (A-4) 0-7 inches: Fine sandy loam (A-4, A-2-4) 4-41 inches: Clay (A-7) 7-18 inches: Clay loam, loam, sandy clay loam (A-6, A-7-6) 41-80 inches: Silty clay, clay (A-7) 18-39 inches: Loamy sand, sandy loam, fine sandy loam (A-2-4, A-4)

39-85 inches: Clay loam, loam, sandy clay loam (A-6, A-7-6) Typical profile (Ora) 0-7 inches: Fine sandy loam (A-2, A-4) Typical profile (Ruston) 7-26 inches: Loam, sandy clay loam, clay loam (A-4, A-6, A-7) 0-7 inches: Fine sandy loam (A-2-4, A-4) 26-56 inches: Sandy loam, loam, sandy clay loam (A-4, A-6, A-7) 7-18 inches: Clay loam, loam, sandy clay loam (A-6, A-7-6) 56-70 inches: Sandy loam, loam, sandy clay loam (A-6, A-7) 18-39 inches: Loamy sand, sandy loam, fine sandy loam (A-2-4, A-4)

39-85 inches: Clay loam, loam, sandy clay loam (A-6, A-7-6)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

1MS

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

SE

SHEET

NO. PROJECT

STATEREG

PRA-NATR 3C12, D32

APPENDIX B – Boring Logs

J-1

J-2

0.3

0.6

3.0

5.0

1.4

1.6

12-14-14-12

3-5-7-9

3" AC PAVEMENT

4" Unbound AC PAVEMENT

Very stiff, brown SAND and silt, trace of clay (dry)

Stiff, orange SANDY CLAY (A-7-6) (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 267.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.7

3.0

5.0

0.9

1.5

4-6-4-4

2-4-5-8

3" AC PAVEMENT

5" Unbound AC PAVEMENT

Stiff, brown SILTY CLAY, some sand (dry)

Stiff, gray to brown SANDY CLAY, trace of small gravel (moist)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-02

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 268.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.6

3.0

5.0

1.5

1.8

7-7-6-9

7-8-6-7

7" AC PAVEMENT

Stiff, brown SANDY SILT, some clay, trace of small gravel (moist)

Medium dense, tan to brown SAND, trace of clay (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-03

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 269.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.7

3.0

5.0

1.3

1.6

8-7-5-6

2-3-6-7

3" AC PAVEMENT

5.5" Unbound AC PAVEMENT

Stiff, orange to brown SILTY SAND (A-2-4), (moist to dry)

Stiff, orange CLAY, trace of fine sand (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-04

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 270.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.6

3.0

5.0

1.9

1.9

12-13-12-13

6-9-8-10

4" AC PAVEMENT

3" Unbound AC PAVEMENT

Very stiff, brown SAND, trace of clay (moist to dry)

Medium dense, orange SILTY SAND (A-2-4), trace of clay (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-05

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 271.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.6

3.0

5.0

1.9

2.0

7-10-14-16

8-10-9-8

3" AC PAVEMENT

4" Unbound AC PAVEMENT

Medium dense, orange to brown SAND, some silt and clay, trace of small gravel (moist to dry)

Very stiff, gray SANDY CLAY, (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-06

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 272.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.5

1.6

9-13-10-8

4-7-7-10

3" AC PAVEMENT

2.5" Unbound AC PAVEMENT

Very stiff, orange to brown SILTY CLAY, some sand and small gravel (moist to dry)

Stiff, gray to brown SANDY CLAY, (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-07

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 274

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.9

2.0

12-12-10-11

6-8-9-11

3" AC PAVEMENT

2.5" Unbound AC PAVEMENT

Very stiff, orange to brown SILT, some sand, trace of clay (moist to dry)

Very stiff, orange to brown SILTY SAND (A-2-4), (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-08

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 274.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.7

2.0

8-7-7-7

5-6-8-8

3" AC PAVEMENT

3" Unbound AC PAVEMENT

Stiff, brown SANDY CLAY, trace of small gravel (dry)

Stiff, orange and brown SANDY CLAY, (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-09

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 275

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.5

3.0

5.0

1.8

2.0

6-8-8-10

6-8-8-11

5.5" AC PAVEMENT

Stiff, brown SILTY SAND (A-2-4), trace of small gravel (dry)

Stiff, gray SANDY CLAY, (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-10

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold, Light Rain

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 275.75

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.4

1.5

5-5-5-7

3-5-6-9

3" AC PAVEMENT

2.5" Unbound AC PAVEMENT

Stiff, orange and brown SANDY CLAY, trace of small gravel (dry)

Stiff, brown and gray SANDY CLAY, (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-11

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 276.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.6

3.0

5.0

0.9

2.0

5-5-6-6

4-7-7-9

3" AC PAVEMENT

4" Unbound AC PAVEMENT

Stiff, gray SANDY CLAY, some sand and small gravel (moist)

Stiff, brown SANDY CLAY (A-7-6), (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-12

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 277.25

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.6

1.6

3.0

5.0

1.6

2.0

6-6-6-6

4-5-9-11

4" AC PAVEMENT

4" Unbound AC PAVEMENT

Stiff, brown and orange SANDY SILT, some small gravel (moist to dry)

Stiff, brown and gray SANDY CLAY, (moist to dry)

Stiff, gray SANDY CLAY, (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-13

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 278

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.3

1.8

6-7-7-8

2-8-8-8

3" AC PAVEMENT

3" Unbound AC PAVEMENT

Stiff, orange and brown SANDY CLAY, trace of small gravel (dry)

Stiff, gray CLAY, trace of fine sand (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-14

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 278.75

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.6

1.5

11-7-6-7

3-5-8-5

3" AC PAVEMENT

3" Unbound AC PAVEMENT

Stiff, brown to orange SANDY CLAY (A-6), (moist to dry)

Stiff, brown SANDY CLAY, (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-15

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 279.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.6

3.0

5.0

1.4

1.6

9-5-6-10

6-10-11-14

4" AC PAVEMENT

3" Unbound AC PAVEMENT

Stiff, brown SAND, some clay, trace of gravel (dry)

Very stiff, brown SANDY CLAY, (dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-16

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 279.8

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.5

3.0

5.0

1.6

1.9

10-11-11-12

6-8-10-11

3" AC PAVEMENT

3" Unbound AC PAVEMENT

Very stiff, brown and gray SANDY CLAY, (moist to dry)

Stiff, gray SANDY CLAY, (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-17

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 280

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.8

3.0

5.0

1.7

1.5

5-6-6-6

3-4-6-7

10" AC PAVEMENT

Stiff, brown to gray SANDY CLAY (A-6), (moist to dry)

Stiff, brown to gray SANDY CLAY, (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-19

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 281.25

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.8

3.0

5.0

1.6

2.0

4-8-9-9

6-8-8-11

10" AC PAVEMENT

Very stiff, brown to orange SANDY CLAY (moist to dry)

Stiff, orange SAND, trace of clay (moist to dry)

Bottom of borehole at 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-20

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 Flight Auger

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Mainline Parkway at MP 282

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.3

0.6

3" AC PAVEMENT

4" Unbound AC PAVEMENT

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

20 60 80

4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 2/9/2014

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Old Trace Parking Area

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.5

5.5" AC PAVEMENT

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-02

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

20 60 80

4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 2/9/2014

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Dogwood Valley Parking

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-03

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

20 60 80

4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 2/9/2014

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Friendship Road Entrance Parking

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

/1

/1

0.6

7" AC PAVEMENT

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

R-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-NATR 3C12

Natchez Trace Parkway MP 261 to MP 282 hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

20 60 80

4.5 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 2/9/14 2/9/2014

2/9/14 Thornton Kingsley

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Entrance Ramp 363.A