Pavement Report.pdf

PAVEMENT REPORT NUMBER FY09-12

FHWA Project MS-PFH-030-1(002)

Tombigbee National Forest Choctaw County, Mississippi

Reconstruction and Asphalt Concrete Paving of FH-30, Choctaw Lake Road

July 2009

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

MS-PFH-030-1(002) Pavement Report No. FY09-12

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 BORINGS

2.3 SAMPLING

2.4 FIELD TESTS AND MEASUREMENTS

2.5 DATA SUMMARY

2.6 LABORATORY INVESTIGATION

2.7 FINDINGS

2.7.1 Pavement Condition

2.7.2 Subsurface Condition

3 ANALYSIS

4 RECOMMENDATIONS

4.1 EARTHWORK

4.2 ASPHALT CONCRETE SURFACED ROADS

5 DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A - Project Maps Appendix B - Boring Location Map and Boring Logs Appendix C - Laboratory Test Results Appendix D - Pavement Design Analysis

Note: Design changes, made subsequent to distribution of this report and prior to project advertisement, will be documented by a memo inserted after the title page

PAVEMENT REPORT NUMBER FY09-12

FHWA Project MS-PFH-030-1(002)

Choctaw County, Mississippi

Asphalt Concrete Pavement Construction of 0.77 miles of Choctaw Lake Road (Forest

Highway 30) between Choctaw Lake and Webster Road (Forest Highway 29)

1 INTRODUCTION

1.1 General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Choctaw Lake Road in the Tombigbee National Forest in Choctaw County, Mississippi. A Project Location Map is presented in Appendix A.

1.2 Project Description

Project MS-PFH-030-1(002) consists of the reconstruction and Asphalt Concrete paving of Choctaw Lake Road. The following project information is obtained from the Design Scoping Report (DSR), dated June 2009.

Project MS-PFH 030-1(002) involves the pavement stabilization of 0.77 miles along FH 30 between Choctaw Lake and FH 29.

1.3 Project Purpose-and-Need

According to Highway Design and Noxubee National Wildlife Refuge (NWR), 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 service life within the project limits.

1.4 Regional Geology

The site lies within the East Gulf Coastal Plain Physiographic Region, which consists of low, hilly to nearly flat terraced plains on soft sediments. More specifically, the project site is underlain by the Wilcox Formation of the Tertiary Period and Eocene Epoch, which consists of irregularly bedded fine to coarse sand, more or less lignitic clay, and lignite; includes bauxite bearing Fearn Springs sand member at base. 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 in June 2009. Identified pavement distresses and their 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 Borings

The Eastern Federal Lands Highway Division Subsurface Exploration Team drilled a total of 4 borings on June 16, 2009. All borings were advanced using a flight auger on a CME 45 rotary drill rig. Borings were advanced to a depth of 5 feet. Borings were conducted at the locations B-1 through B-4 as indicated in Boring Location Summary in Appendix B.

2.3 Sampling

Sampling of materials beneath the tip of the flight augers was performed in all 4 borings as they were advanced. Continuous sampling was typically conducted in these borings.

Representative 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. Additionally, two bag samples were taken from auger cuttings at locations B-5 and B-6 for CBR testing.

2.4 Field Tests and Measurements

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

Boring locations were determined from features present on-site, referencing the existing roadway centerlines and survey markers. 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. Water was not 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 2 soil samples from the borings. Laboratory tests on the samples included gradation (AASHTO T-27), Atterburg limits (AASHTO T-89, T-90), moisture content (AASHTO T-265), and classification (AASHTO T-317). In addition, 2 CBR tests were completed on the bag sample material taken from Borings B-5 and B-6. Laboratory test results are presented in Appendix C and summarized in Table 1.

Table 1 - Results of Laboratory Testing

Boring

Sample

Sample Depth

(ft)

%-200

LL(1)

PI(2)

Classification

Moisture Content

CBR

B-1 J-1 1-3 93.8 46 22 A-7-6(23) 17.3 N/D B-4 J-1 1-3 22.4 N/V N/P A-2-4(0) 9.9 N/D B-5 - 1-4 N/D N/D N/D N/D N/D 2 B-6 - 1-4 N/D N/D N/D N/D N/D 17

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 in any of the borings at the time of drilling. Fluctuations in the water level due to seasonal and climatic effects should be expected.

2.7.1 Pavement Condition

The existing gravel surface of Choctaw Lake Road was in fair to good condition at the time of the pavement condition survey and subsurface investigation. The most prevalent distress was rutting in the wheelpaths. This is a typical distress on gravel roads due to repeated traffic loads resulting in surface aggregate loss. At one low point in a sag vertical curve (89.13535oW, 33.27825oN) a large pothole had formed over an existing polymer coated

CMP. This appears to be due to insufficient cover depth over the top of the pipe. In most locations the roadway surface was dry due to well performing ditches cut on both sides of the roadway. The borings revealed a 2-inch thick aggregate surface course on average, with the exception of one location at the low point in a sag vertical curve (near B-6), which had approximately 12 inches.

Photo 1 - Choctaw Lake Road Typical surface condition

Photo 2 - Pothole over Epoxy-Coated Corrugated Metal Pipe Culvert

2.7.2 Subsurface Condition

Four borings (Borings B-1 thru B-4) were performed on Choctaw Lake Road. All borings encountered approximately 2 inches of gravel surface course at the ground surface. Reddish-brown lean clay (A-7-6(23)) was encountered in Boring B-1 below the gravel surface course.

Reddish Tan silty sand (A-2-4(0)) was encountered in Boring B-4. Based on laboratory testing of this sandy clay material, natural water content (WC) was 17.3% at B-1 and 9.9% at B-4; liquid limit (LL) was on the order of 46% at B-1. California Bearing Ratio (CBR) testing on samples collected at B-5 and B-6 resulted in values of 17 and 2, respectively.

3 ANALYSIS

Flexible pavement design analysis was conducted for Choctaw Lake Road using the DARWin Pavement Design System computer program (Version 3.01) and in accordance with the AASHTO Guide for Design of Pavement Structures, 1993. The future structure number (SN) for a performance period of 25 years was determined based on a traffic data provided by Highway Design. The 18-kip Equivalent Single Axle Load (ESAL) for the site was determined using the Rigorous ESAL Calculation in DARWin and was based on traffic count and vehicle classification data provided by Project Development. Based on the Project Development and Design Manual (PDDM) Section 11.2.1.2, the minimum value of 50,000 ESALs for paved roads would govern for the design period, due to low-volume light traffic.

Other parameters specified in the analysis included a reliability of 60 percent, an overall standard deviation of 0.49, an initial serviceability index of 4.2 and a terminal serviceability index of 2.0. The results of all design analyses are presented in Appendix D.

4 RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in June 2009. 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 a dry season (June through October for this project) is recommended.

Soil Cover for Buried Structures: All proposed pipes and other proposed buried structures should have a minimum soil cover of 12 inches. Existing pipes with insufficient soil cover should be removed and replaced at a lower elevation, or additional material placed on top so to achieve the minimum cover depth (See Photo 3 below). Where additional distress or soft areas are encountered over existing pipes, remove material and backfill prior to the placement of aggregate base according to Subsection 209.10(b) of the FP-03 specifications.

Photo 3 – Epoxy-Coated CMP Culvert with Insufficient Soil Cover

Ditch Reconditioning: Prior to placing the proposed aggregate base and or subgrade preparation, roadside ditches should be re-established, where necessary, to control surface runoff during and after construction. Well-functioned ditches will enhance the drying process of the subgrade and the existing gravel surface resulting in better long-term performance of the roadway.

Subgrade Preparation: Sod, topsoil and vegetative materials on the existing road and all cut areas should be scalped and disposed prior to subgrade preparation. When isolated wet areas are encountered at the proposed subgrade for road, shoulder and side slope areas should be scarified to a minimum depth of 6 inches below the subgrade as per Subsection 204.09(a) of the FP-03 Specifications and should be re-compacted per Subsection 204.11(a) of the FP-03 Specifications. If unsuitable subgrade materials or muck are encountered in isolated areas within roadway, shoulders and side slopes, a minimum of 12-inch sub-excavation of unsuitable materials is recommended. Sub-excavated areas should be supported with Type I- B Geotextile, then backfilled and compacted with the suitable material. Import material should be in accordance with Subsection 704.06 of the FP-03 Specifications.

Aggregate Base Course: Immediately after subgrade preparation and/or embankment construction, 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. The gradation and 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 the visual condition inspection of the existing aggregate surface road, soil boring information and bulk material sampling, two typical sections are provided as recommendations for the construction of Choctaw Lake Road. These sections are presented in Tables 2 and 3 below.

Table 2 – Minimum Pavement Section for Choctaw Lake Road (MP 0 to 0.40)

Layer Minimum Thickness

(in) Comments

AC Surface Course 1 ½

Superpave Asphalt Concrete Pavement (SACP), ½” Nominal Maximum Size Aggregate (NMSA), < 300,000 Equivalent Single Axle Loads (ESALs), Type V Pavement Smoothness as per Section 401 and Subsection 703.17 of the FP-03 Specifications

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

Specifications AC Base Course 1 ½ SACP, ½” NMSA, < 300,000 ESALs as per Section 401 and Subsection 703.17 of the FP-03 Specifications Asphalt Prime Coat --- Asphalt Prime Coat as per Section 411 of the FP-03

Specifications Aggregate Base Course

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

Subgrade Separation Fabric

-- Geotextile, Type I-C, as per Subsection 714 of the FP-03 Specifications

Table 3 – Minimum Pavement Section for Choctaw Lake Road (MP 0.40 to MP 0.77)

Minimum Thickness

(in) Comments

AC Surface Course 1 ½

SACP, ½” NMSA, < 300,000 ESALs, Type V Pavement Smoothness as per Section 401 and Subsection 703.17 of the FP-03 Specifications

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

Specifications

AC Base Course 1 ½

Hot Asphalt Concrete Pavement, Class B, Grading C as per Section 402 and Subsection 703.07 of the FP-03 Specifications

Asphalt Prime Coat --- SACP, ½” NMSA, < 300,000 ESALs as per Section 401 and Subsection 703.17 of the FP-03 Specifications Aggregate Base Course

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

The recommended pavement structure in Table 2 contains additional structural capacity in the aggregate base layer due to the significantly lower subgrade strength in this section as determined by field conditions and laboratory testing. Over time, this subgrade material, consisting of a high percentage of fine-grained soils, will mix with the aggregate base and result in a loss of structural capacity. Therefore, Table 2 also includes the placement of geotextile fabric to provide separation from the subgrade material. The fabric should prevent the mixing of subgrade materials with aggregate base and allow the aggregate base to maintain its structural capacity for the design period.

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:

William Eshbaugh Pavement Engineer

Reviewed by:

Jason Dietz Pavement Team Leader

APPENDIX A – Project Location Map and Geological Map

APPENDIX B – Boring Logs

BORING LOCATION SUMMARY

BORING MILEPOST LAT (N) LONG (W) TYPE

B-1 0.15 33.27609 89.13567 SS

B-2 0.25 33.27847 89.13516 SS

B-3 0.45 33.28261 89.1334 SS

B-4 0.75 33.28397 89.13167 SS

B-5 0.2 33.28117 89.13395 CBR

B-6 0.65 33.27726 89.13578 CBR

BORING LOCATION MAP

End Project MP 0.77

Begin Project MP 0.0

T yp e

Rock Core Diam:

Boring No.:

Boring Location:

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

B-01

SAMPLE

B O

R

IN

G L

O G

M

S P

F H

-0

-1 (0

G P

J F

H W

A _V

A .G

D

7/

6/

Operator:

Boring Method:

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Weather:

1.1 5-5-7-7

4-6-5-7

2.4" Gravel Base

Stiff, Tan and Brown SILTY CLAY, A-7-6(23), dry

1.2

5.0

0.2

J-2

J-1

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

Groundwater Depth:

R ec

(Blows / ft)

5.0' Bottom of borehole

At Completion:

N o.

Penetrometer Rock CoreSPT

Thornton

Water Content %

After

Inspector:

E le va tio n (f ee t)

MS-PFH-030-1(002)

Kingsley

No groundwater was encountered before or after pavement coring and Drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Choctaw Lake Road W89.13567, N33.27609

Plastic Limit

Sample Types:

Encountered at:

Project Location:

Project Name:

6/16/09

UDAuger Cuttings Remarks:

B lo w s p e r in hrs

Tombigbee National Forest

G ra p h ic L o g

Flight Auger 6/16/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Caved at:

BORING LOG

30 inHammer Drop:

20 60 80

140 lbs/Auto 4 in.

Boring Location:

yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Tombigbee National Forest

Boring No.:

Weather:

MS-PFH-030-1(002)

B O

R

IN

G L

P

F H

-0

-1 (0

G P

J F

H W

A _V

A .G

SAMPLE

Inspector:

B-02

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Operator:

0.6

Stiff, Brown SILTY CLAY, dry

1.8" Gravel Base

4-6-7-9

4-7-8-9

1.2

5.0

0.2

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

5.0' Bottom of borehole

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)D ep th S ca le ft)

Water Content %

Kingsley

N o.

Penetrometer Rock CoreSPT

Encountered at:

After

R ec

Project Name:

No groundwater was encountered before or after pavement coring and Drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Choctaw Lake Road W89.13516, N33.27847

Plastic Limit

Sample Types:

E le va tio n (f ee t)

Project Location:

G ra p h ic L o g

Thornton

UDAuger Cuttings Remarks:

B lo w s p e r in hrs

6/16/09 Flight Auger

6/16/09Boring Began:Surface Elevation:

Hammer Drop:

Caved at:

30 in Hammer Wt. & Type:

20 80

140 lbs/Auto 4 in.

BORING LOG

Boring Location:

yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Tombigbee National Forest

Boring No.:

Weather:

MS-PFH-030-1(002)

B O

R

IN

G L

P

F H

-0

-1 (0

G P

J F

H W

A _V

A .G

SAMPLE

Inspector:

B-03

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Operator:

1.1

Stiff, Orange SILTY CLAY, moist

2.4" Gravel Base

4-5-8-8

3-3-6-7

1.7

5.0

0.2

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

5.0' Bottom of borehole

La ye r D ep th ft)

At Completion:

Groundwater Depth:

(Blows / ft)D ep th S ca le ft)

Water Content %

Kingsley

N o.

Penetrometer Rock CoreSPT

Encountered at:

After

R ec

Project Name:

No groundwater was encountered before or after pavement coring and Drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Choctaw Lake Road W89.13340, N33.28261

Plastic Limit

Sample Types:

E le va tio n (f ee t)

Project Location:

G ra p h ic L o g

Thornton

UDAuger Cuttings Remarks:

B lo w s p e r in hrs

6/16/09 Flight Auger

6/16/09Boring Began:Surface Elevation:

Hammer Drop:

Caved at:

30 in Hammer Wt. & Type:

20 80

140 lbs/Auto 4 in.

BORING LOG

Boring No.:

yp eDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

MS-PFH-030-1(002)

Boring Location:

B O

R

IN

G L

P

F H

-0

-1 (0

G P

J F

H W

A _V

A .G

SAMPLE

Inspector:

Operator:

Weather:

B-04

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

1.8

Medium, Redish Brown SILTY SAND, A-2-4(0), moist

1.8" Gravel Base

5-9-9-9

4-8-8-13

2.0

5.0

0.2

J-2

J-1

At Completion:

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le ft)

5.0' Bottom of borehole

Groundwater Depth:

(Blows / ft)La ye r D ep th ft)

N o.

Penetrometer Rock CoreSPT

Thornton

Water Content %

After

R ec

E le va tio n (f ee t)

Tombigbee National Forest

Kingsley

No groundwater was encountered before or after pavement coring and Drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Choctaw Lake Road W89.13535, N33.28397

Plastic Limit

Sample Types:

Encountered at:

Project Location:

Project Name:

Remarks:

6/16/09

UDAuger Cuttings

G ra p h ic L o g

B lo w s p e r in hrs

Flight Auger 6/16/09Boring Began:Surface Elevation:

Hammer Wt. & Type:

Caved at:

BORING LOG

Hammer Drop: 30 in

60 80

140 lbs/Auto 4 in.

e

MATERIAL DESCRIPTION

Liquid Limit

Boring No.:

Boring Location:

hrs

B O

R

IN

G L

P

F H

-0

-1 (0

G P

J F

H W

A _V

A .G

MS-PFH-030-1(002)

R ec

.Density, Color, Plasticity, Size, Proportions, Moisture

Inspector:

Operator:

Weather:

B-05

Standard Penetration Test Data

SAMPLE

RED BROWN CLAY & GRAY SILTY CLAY

(Blows / ft)

Groundwater Depth:

5.0' Bottom of borehole

At Completion:

BASE

5.0

1.0

Boring Method:

Vane Shear

Rock Core Diam:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

Project Name:

Sample Types:

N o.

Penetrometer Rock Core

After

Project Location:

Water Content %

Tombigbee National Forest

E le va tio n (f ee t)

SPT

Auger Cuttings for CBR sample.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Choctaw Lake Road W89.13395, N33.28117

Encountered at:

Plastic Limit

UD

G ra p h ic L o g

Remarks:

B lo w s p e r in

Auger Cuttings

Surface Elevation:

Kingsley Thornton

6/16/09 Flight Auger

6/16/09Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

BORING LOG

4 in.

e

MATERIAL DESCRIPTION

Liquid Limit

Boring No.:

Boring Location:

hrs

B O

R

IN

G L

P

F H

-0

-1 (0

G P

J F

H W

A _V

A .G

MS-PFH-030-1(002)

R ec

.Density, Color, Plasticity, Size, Proportions, Moisture

Inspector:

Operator:

Weather:

B-06

Standard Penetration Test Data

SAMPLE

RED & GRAY CLAY, and SILT

(Blows / ft)

Groundwater Depth:

5.0' Bottom of borehole

At Completion:

BASE

5.0

1.0

Boring Method:

Vane Shear

Rock Core Diam:

Hole Diameter:

Completed:

D ep th S ca le ft)

La ye r D ep th ft)

Project Name:

Sample Types:

N o.

Penetrometer Rock Core

After

Project Location:

Water Content %

Tombigbee National Forest

E le va tio n (f ee t)

SPT

Auger Cuttings for CBR sample.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Choctaw Lake Road W89.13578, N33.27726

Encountered at:

Plastic Limit

UD

G ra p h ic L o g

Remarks:

B lo w s p e r in

Auger Cuttings

Surface Elevation:

Kingsley Thornton

6/16/09 Flight Auger

6/16/09Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

BORING LOG

4 in.

APPENDIX C – Laboratory Test Results

SOIL DATA

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3" % GRAVEL % SAND % 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 6.2 93.8

(ft.)

MS-PFH-030-1(002)

CHOCTAW LAKE RD

FHWA/EFLHD GEOTECH

Choctaw Lake B-1/J-1 1-3 Lean clay A-7-6(23)

Rd.

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 77.6 22.4

Choctaw Lake B-4/J-2 1-3 Silty sand A-2-4(0)

Rd.

SOIL DATA

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

MS-PFH-030-1(002)

CHOCTAW LAKE RD

FHWA/EFLHD GEOTECH

A-7-6(23)22462417.31-3B-1/J-1Choctaw Lake

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-4(0)NPNVNP9.91-3B-4/J-2Choctaw Lake

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

Source

Location

Project No.ProjectRemarks

Max dry density, Optimum water content, percent

Natural water content, percent

Sample No.

#200GRAVITYDescriptionDepthNo.

OVERSIZEPLLL

SPECIFICMaterialElev. orSample pcf

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Choctaw Lake Rd.

MS-PFH-030-

1(002)

125.9

9.1

B-5/Bag

1-4B-5/Bag

B-5: CBR @ 0.1= 16 @ 0.2= 18 CHOCTAW LAKE RD

Percent Swell= 0.13

98.7

19.9

B-6/Bag

1-4B-6/Bag

CBR B-6 = @ 0.1= 2 @ 0.2= 2 Percent

Swell = 1.78

D ry d en si ty

, p cf

Water content, %

100% SATURATION CURVES

FOR SPEC. GRAV. EQUAL TO:

2.8 2.7 2.6

COMPACTION TEST REPORT

PROJECT: CHOCTAW LAKE RD

PROJECT NO.: MS-PFH-030-1(002)

DATE: 7/1/2009

Test specification:

AASHTO T 99 Method D Standard

0 5 10 15 20 25 30 35 40

APPENDIX D – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

FHWA-EFLHD

Flexible Structural Design Module

Choctaw Lake Road - MP 0.4 to 0.77

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 6,000 psi Stage Construction 1

Calculated Design Structural Number 2.07 in

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

Calculated

SN (in) 1 SACP Surface Course 0.44 1 1.5 10 0.66 2 SACP Base Course 0.44 1 1.5 10 0.66 3 Aggregate Base, Grading C or D 0.14 1 6 10 0.84

Total - - - 9.00 - 2.16

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

FHWA-EFLHD

Flexible Structural Design Module

Choctaw Lake Road - MP 0 to 0.40

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 3,900 psi Stage Construction 1

Calculated Design Structural Number 2.43 in

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

Calculated

SN (in) 1 SACP Surface Course 0.44 1 1.5 10 0.66 2 SACP Base Course 0.44 1 1.5 10 0.66 3 Aggregate Base, Grading C or D 0.14 1 4 10 0.56 4 Aggregate Base, Grading C or D (C... 0.14 1 4 10 0.56

Total - - - 11.00 - 2.44