Report_Pavement.pdf

PAVEMENT REPORT NUMBER FY12-17

FHWA Project PRA-NATR 3G24

Natchez Trace Parkway Webster and Chickasaw Counties, Mississippi

Pavement Rehabilitation and Resurfacing for Natchez Trace Parkway from

MP 204 to MP 219.

September 2012

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-NATR 3G24 Pavement Report No. FY12-17

TABLE OF CONTENTS

1 INTRODUCTION

1.1 GENERAL

1.2 PROJECT DESCRIPTION

1.3 PROJECT PURPOSE-AND-NEED

1.4 REGIONAL GEOLOGY

2 PROCEDURES AND RESULTS

2.1 PAVEMENT CONDITION SURVEY

2.2 SOIL BORING AND PAVEMENT CORING

2.3 SAMPLING

2.4 FIELD TESTS AND MEASUREMENTS

2.5 DATA SUMMARY

2.6 LABORATORY INVESTIGATION

2.7 FINDINGS

2.7.1 Subsurface Condition

2.7.2 Pavement Condition

3 ANALYSIS

4 RECOMMENDATIONS

4.1 EARTHWORK

4.2 ASPHALT CONCRETE SURFACED ROADS

5 DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

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

Appendix D - Pavement Design Analysis and Project Traffic Data Appendix E - Pavement Photos

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 FY12-17

FHWA Project PRA-NATR 3G24

Webster and Chickasaw Counties, Mississippi

Pavement Rehabilitation and Resurfacing of:

Natchez Trace Parkway from MP 204 to MP 219

1 INTRODUCTION

1.1 General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Natchez Trace Parkway between Milepost 204 and Milepost 219 in Webster and Chickasaw Counties, Mississippi. A Project Location Map is presented in Appendix A.

1.2 Project Description

The main focus of this project is the pavement rehabilitation and resurfacing of Natchez Trace Parkway between Milepost 204 and Milepost 219. This section of Natchez Trace Parkway is approximately a 15-mile long two-way, two lane road measuring approximately 22 feet in width. The entirety of the project is paved with asphalt concrete (AC). Refer to Figure 1 in Appendix A for a Project Location Map.

1.3 Project Purpose-and-Need

According to Highway Design, the Purpose and Need for this project is to provide a structurally and functionally adequate pavement structure that will grant access and mobility within the Park with a long-term (25-year) service life for all Roads and Parking Areas within the limits of this project.

1.4 Regional Geology

Mississippi is divided into approximately 7 physiographic provinces. The Interior Flatwoods Province covers the eastern portion of Webster County.

The majority of Natchez Trace Parkway in this area is underlain by the Porters Creek Formation. The southern portion of the project is underlain by the Naheola Formation.

The Porters Creek Formation is a Paleocene age clay. The formation is made of dark gray clay, with some slightly glauconitic, micaceous sand lenses.

The Naheola Formation is a Paleocene age sand. The formation is made up of fine to coarse micaceous sand, kaolin, and bauxitic clay.

A Geologic Map of the project vicinity is presented in Appendix A.

2 PROCEDURES AND RESULTS

2.1 Pavement Condition Survey

The Eastern Federal Lands Highway Division (EFLHD) Pavement Section conducted a pavement condition survey on December 14th, 2011. 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).

2.2 Soil Boring and Pavement Coring

The EFLHD Subsurface Exploration Team drilled a total of 24 borings (Borings B-01 through B-08) on June 18th, 2012 through June 21st, 2012. All borings were advanced using a flight auger on a model CME 45 rotary drill rig. Borings B-01 through B-08 were advanced to a depth of 3.0 feet. Boring Logs are presented in Appendix B.

2.3 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 3 feet by split-barrel sampling. Represented soil boring samples were recovered with a 2 ¼-inch 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.

2.4 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.

The locations of Borings B-01 through B-08 were determined from mileposts along the Natchez Trace Parkway. Borings were drilled at mileposts every two miles starting with Milepost 204 through Milepost 219. 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.

2.5 Data Summary

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 or after drilling in all borings.

Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

2.6 Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on and 5 soil samples from Boring B-01 through B-08. Laboratory tests on the samples included gradation (AASHTO T-88), Atterburg limits (AASHTO T-89, T-90), moisture content (AASHTO T- 265), and soil classification (AASHTO T-145). Laboratory test results are summarized in Table 1.

Table 1. Results of Laboratory Testing

Boring

Sample

Sample Depth

(ft)

%-200

LL(1)

PI(2)

Classification(1)

Moisture Content(1)

B-1 J-1 1-3 36.6 N.D. N.P. A-4(0) 14.0 B-3 J-1 1-3 40.7 28 23 A-6(4) 19.5 B-4 J-1 1-3 30.5 33 26 A-2-6(2) 13.9 B-6 J-1 1-3 8.5 N.D. N.P. A-1-b 7.4 B-8 J-1 1-3 9.5 N.D. N.P. A-3 9.4

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

2.7 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. Groundwater was not encountered during any of the borings at the time of drilling, as noted in the boring logs.

Fluctuations in the water level due to seasonal and climatic effects should be expected.

2.7.1 Subsurface Condition

Borings B-01 through B-08 were taken along the Natchez Trace Parkway. The existing surface consists of an aggregate and asphalt mixture, ranging in thickness from 7.2 to 13.2 inches with an average of 9 inches. Aggregate base course was not found at any of the boring sites.

Tan and brown silty sand (A-4(0)) was encountered in 1 boring. Based on laboratory testing of this silty sand material, water content was 14.0%, and was determined to be non-plastic.

Orange, red and brown clayey sand (A-6(4) and A-2-6(2)) was encountered in 4 borings.

Based on laboratory testing of this clayey sand material, water content ranged from 13.9 to 19.5% with an average of 16.7%, liquid limit ranged from 28 to 33 with an average of 30.5 and plasticity index ranged from 23 to 26 with an average of 24.5.

Brown poorly graded sand with silt and gravel (A-1-b and A-3) was encountered in 3 borings. Based on laboratory testing of this sand material, water content ranged from 7.4 to 9.4% with an average of 8.4%, and was determined to be non-plastic.

2.7.2 Pavement Condition

Based on the pavement condition survey conducted by EFLHD Pavement Section in December, the most prevalent pavement distress types exhibited on the Parkway was low to medium severity longitudinal and transverse cracking, with some parts of the road showing high severity alligator and transverse cracking, as seen in Figures 1 and 2 below.

Figure 1. Natchez Trace Parkway Typical Existing Conditions

Figure 2. Natchez Trace Parkway Typical Existing Conditions

3 ANALYSIS

Flexible pavement design analyses were performed in accordance with 1993 AASHTO Pavement Design procedure using the DARWin (Version 3.01) Pavement Design System to determine the future structural number (SN) necessary for the proposed roadways. The results of the analysis are presented in Appendix D. The flexible pavement design analysis and overlay design analysis were for a 25-year performance period. The design analysis to determine the 18-kip Equivalent Single Axle Loads (ESALs) for the roadway was performed using the Rigorous ESAL Calculation in DARWin and based upon average daily traffic of 1,105. Vehicle classifications included 86% passenger vehicles, 12% bus, 1% heavy maintenance truck, and 1% light truck traffic vehicle volume for the project. The traffic growth rate of 2% was assumed for future traffic volume increases. The vehicle classification data and traffic volumes were interpreted and adjusted based on information provided by Highway Design. The resulting accumulated 18-kip ESAL’s for the 25-year performance period was determined to be 19,207. The effective roadbed soil resilient modulus (MR) was estimated based on laboratory test results, historic geological information, site conditions, and seasonal behavior. The design MR was taken as 12,000 psi. Other parameters specified in the analysis included a reliability of 75 percent, an overall standard deviation of 0.49, and initial serviceability index of 4.2, and a terminal serviceability index of 2.0.

4 RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in June 2012. The recommendations included here reference the FP- 03, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-03 Specifications).

4.1 Earthwork

Construction Season: Performing all work during dry season is recommended.

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

Subgrade Preparation: Proposed subgrade should be scarified to a minimum depth of 6 inches below the subgrade and should be re-compacted to at least 95% of maximum density in accordance with the AASHTO T 180 Method D. If unsuitable subgrade materials are encountered in isolated areas, sub-excavation of unsuitable materials is recommended to a minimum depth of 6-inches. The sub-excavated areas should then be backfilled with aggregate base material specified below. Ditches should be established prior to roadwork to provide suitable drainage and run-off.

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-03 Specifications. Any additional material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-03 Specifications.

4.2 Asphalt Concrete Surfaced Roads

Based on field condition survey and subsurface investigation, minimum flexible pavement sections with a 25-year performance period for the project sites are provided below. Design recommendations are passed on conditions at time of investigation.

Alternative 1: Spot Reconstruction and Mill and Overlay – We are recommending to mill and overlay the existing AC pavement to a depth of 1 ½ inches, with spot reconstruction. At a minimum, the Superpave Asphalt Concrete Pavement (SACP) or Warm Mix Asphalt (WMA) overlay should meet the minimum requirements laid out below in Table 1. The permissive specifications for Warm Mix Asphalt (WMA) should also be included in the SCR’s. Thickness of milling and paving should vary accordingly to re-establish a crown with a 2% cross slope.

Table 1. Option 1: Mill and Overlay

Layer Minimum Thickness

(in)

Comments

SACP Surface Course 1 ½

SACP or WMA, < 0.3 x 106 ESAL’s, ½” NMSA, Type III smoothness

Asphalt Tack Coat --- Asphalt Tack Coat as per Section 412 of the FP-03 Specifications

Surface Milling 1 ½ Mill according to Section 413 of the FP-03 Specifications

Prior to the surface milling and overlay, spot reconstruction will be required according to the minimum requirements laid out below in Table 2. Spot reconstruction limits are provided below in Table 3. If unsuitable or deleterious, material should be sub-excavated as directed by the CO.

Table 2. Spot Reconstruction Pavement Recommendation

Layer Minimum Thickness

Course (Overlay) 1 ½

SACP or WMA, < 0.3 x 106 ESAL’s, ½” NMSA, Type III smoothness

Asphalt Tack Coat --- Asphalt Tack Coat as per Section 412 of the FP-03 Specifications

AC Base Course 5 SACP or WMA, < 0.3 x 106 ESAL’s, 1” NMSA (or ¾” NMSA in two equal lifts)

Asphalt Prime Coat --- Asphalt Prime Coat as per Section 411 of the FP-03 Specifications

Aggregate Base Course 4

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-03

Specifications

Geotextile --- Geotextile Fabric, Type III-B, as per Section 714 of the FP-03 Specifications

Unclassified Borrow

As required by CO

Unclassified Borrow as per Subsection

704.06 of the FP-03 Specifications

Table 3. Limits of Spot Reconstruction Begin MP End MP Lane Area (ft) Severity Distress

214.15 214.16 SB 70 x 6 Low Shoulder material requested

Alternative 2: Crack Seal and SACP Overlay – A second option is crack sealing coupled with a surface treatment of Superpave Asphalt Concrete Pavement (SACP) or Warm Mix Asphalt (WMA) overlay. At a minimum, the SACP overlay should meet the requirements laid out below in Table 4.

Table 4. Option 2: SACP Overlay

Layer Minimum Thickness

Course 1 ½ SACP or WMA, < 0.3 x 106 ESAL’s, ½” NMSA, Type III smoothness

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

FP-03 Specifications

Crack Seal --- Crack Seal as per Section 414 of the FP-03 Specifications

Preliminary pavement costs for the recommended treatments are given below in Table 5.

Table 5. Preliminary Pavement Costs

Route Item Quantity Unit Unit Cost Total Cost

Mill and Overlay with Spot Recon

Spot Reconstruction 47 SQYD $110.00 $5,170.00 1 ½-inch Milling 193,600 SQYD $9.00 $1,742,400.00 1 ½ -inch SACP

Overlay 16,335 TON $180.00 $2,940,300.00

Total Option 1: $4,687,870.00

Crack Seal and SACP Overlay

Spot Reconstruction 47 SQYD $110.00 $5,170.00 Crack Seal *** SQYD $1.30 ***

1 ½ -inch SACP Overlay 16,335 TON $180.00 $2,940,300.00

Total Option 2: $2,945,470.00

*** - Exact amount unknown

5 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:

Edward Dominicci Highway Engineer

Reviewed by:

Jason Dietz Pavement Team Leader

APPENDIX A – Project Location and Geologic Maps

Key: Unit age - rock type

Paleocene - sand; clay or mud

Paleocene - clay or mud; sand

Source: United States Geological Survey (USGS), "Geologic Map of Mississippi (1985)" - Mississippi Geological Survey

GEOLOGIC MAP

REG

STERLING, VIRGINIA

NATR 3G24

SHEET

NO.

TOTAL

SHEETS

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

NE MS NATR 3G24 01 01

STATE PROJECT

APPENDIX B – Boring Location Map and Boring Logs

Station 216+00.00

Station 212+00.00

Station 208+00.00

Station 204+00.00

Station 206+00.00

Station 210+00.00

Station 214+00.00

Station 218+00.00

J-1

7.8-inches AC PAVEMENT medium dense, brown CHERT, (dry) medium dense, tan FINE SAND, (dry) stiff, gray CLAY, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

0.7

1.1

2.2

3.0

1.9 8-7-6-6

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

7.2-inches AC PAVEMENT medium dense CHERT FILL, (dry) medium dense, brown SILTY SAND AND CLAY, (dry) very stiff, gray CLAY, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

0.6

1.0

1.8

3.0

1.5 4-11-6-4

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

8.4-inches AC PAVEMENT medium dense CHERT FILL, (dry) medium dense, orange red FINE SAND, (dry) stiff, gray CLAY, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

0.7

1.1

2.3

3.0

1.9 3-6-4-4

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

8.4-inches AC PAVEMENT medium dense CHERT, (dry) stiff, brown SANDY CLAY, (dry) stiff, gray CLAY, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

0.7

1.1

2.1

3.0

1.7 5-6-7-5

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

8.4-inches medium dense CHERT FILL, (dry) medium dense, fine, orange SAND, (dry) stiff, gray CLAY, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

0.7

1.2

2.2

3.0

1.9 5-7-5-3

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

11.4-inches AC PAVEMENT medium dense , (dry) medium dense, fine, brown SILTY SAND, trace of clay, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

1.0

1.4

3.0

1.4 5-8-8-7

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

7.2-inches AC PAVEMENT medium dense CHERT FILL, (dry) medium dense, orange SANDY CLAY, (dry) stiff, orange CLAY, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

0.6

0.9

1.7

3.0

1.8 6-8-4-3

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

13.2-inches AC PAVEMENT dense CHERT, (dry) dense, brown SILTY SAND, trace of clay, (dry)

BOTTOM OF BOREHOLE AT 3.0 FEET

1.1

1.5

3.0

1.6 13-19-12-11

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Auto 4.0 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 6/19/12 Flight Auger

6/21/12

Hot

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water was encountered during or after drilling began.

R ec

SAMPLE

NATR 3F24, 3G24

Natchez Trace Parkway, Tupelo, MS hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

F2

G

B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

8/

APPENDIX C – Laboratory Test Results

SOIL DATA

NO. USCSDESCRIPTIONDEPTHSAMPLESOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T

FI

N E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.6 0.4 0.8 61.6 36.6

(ft.)

PRA-NATR 3G24

FHWA/EFLHD

MP 204+00 B-1/J-1 1-3 Silty sand SM

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 1.3 7.0 51.0 40.7

MP 208+00 B-3/J-1 1-3 Clayey sand SC

0.0 0.0 5.7 1.9 20.8 41.1 30.5

MP 210+00 B-4/J-1 1-3 Clayey sand SC

0.0 0.0 28.0 10.6 20.1 32.8 8.5

MP 214+00 B-6/J-1 1-3 Poorly graded sand with silt and gravel SP-SM

0.0 1.6 16.3 7.7 12.6 52.3 9.5

MP 218+00 B-8/J-1 1-3 Poorly graded sand with silt and gravel SP-SM

SOIL DATA

INDE�LIMITLIMITCONTENTNO.

PLASTICITYLI�UIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LI�UID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

PRA-NATR 3G24

FHWA/EFLHD

A-4(0)NPNVNP14.01-3B-1/J-1MP 204+00

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-6(4)2328519.51-3B-3/J-1MP 208+00

A-2-6(2)2633713.91-3B-4/J-1MP 210+00

A-1-bNPNVNP7.41-3B-6/J-1MP 214+00

A-3NPNVNP9.41-3B-8/J-1MP 218+00

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S

TI

C

IT

Y

IN

D

E X

PI

�L

L� 3�

A�� or A���� A�� or A����

A����

A�� or A����

A���� or A����

APPENDIX D – Pavement Design Analysis and Project Traffic Data

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module NATCHEZ TRACE PARKWAY - Milling & Overlay

MP 204 to 219

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 19,207 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 12,000 psi Stage Construction 1

Calculated Design Structural Number 1.32 in

Simple ESAL Calculation

Performance Period (years) 25 Two-Way Traffic (ADT) 1,105 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 1 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - % Annual Truck Volume Growth Rate - % Growth Simple

Total Calculated Cumulative ESALs - *

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

Rigorous ESAL Calculation

Performance Period (years) 25 Two-Way Traffic (ADT) 1,105 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 1 %

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

1 86 2 0.0006 0 65 2 12 2 1.2 0 18,017

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

3 1 2 0.3 0 375 4 1 2 0.6 0 751

Total 100 - - - 19,207

Growth Simple

Total Calculated Cumulative ESALs 19,207

Specified Layer Design

Layer Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width (ft)

Calculated SN (in)

1 AC Overlay 0.42 1 2 10 0.84 2 Existing MIll AC 0.25 1 2 10 0.50 3 Aggregate Base Course 0.08 1 1.55 10 0.12

Total - - - 5.55 - 1.46

Layered Thickness Design

Thickness precision Actual

Layer Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Spec Thickness (Di)(in)

Min Thickness (Di)(in)

Elastic Modulus

(psi) Width

(ft)

Calculated Thickness

(in) Calculated

SN (in) Total - - - - - - - - -

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

APPENDIX E – Pavement Photos

PRA-NATR 3G24 Pavement Report No. FY12-13

Photo 1 – High severity cracking seen on Natchez Trace Parkway.

Photo 2 – Boring B-04. Typical pavement core. Multiple layers can be seen in the core.

PRA-NATR 3G24 Pavement Report No. FY12-13

Photo 3 – Boring B-02. Pavement thicknesses varied from 2.4 inches, seen here, to 14.4 inches.

Photo 4 – Boring B-05. Some pavement cores fell apart during drilling. All loose aggregate seen is part of pavement, not aggregate base.