Pavement Report.pdf

PAVEMENT REPORT NUMBER FY09-01

FHWA Project RRP-OKF 10(3) Okefenokee National Wildlife Refuge

Charlton, Clinch, and Ware Counties, Georgia

Pavement Resurfacing and Reconstruction for two refuge roads and adjacent pull-offs.

December 2008

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

RRP-OKF 10(3) Pavement Report No. FY09-01

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, Geological, and Boring Location Maps Appendix B - 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 FY09-01

FHWA Project RRP-OKF 10(3)

Charlton, Clinch, and Ware Counties, Georgia

Pavement Resurfacing and Reconstruction for two refuge roads and adjacent pull-offs.

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for two Okefenokee National Wildlife Refuge roads and adjacent pull-offs in Charlton, Clinch, and Ware Counties, Georgia. A Project Location Map is presented in Appendix A.

2. Project Description

Project RRP-OKF 10(3) consists of resurfacing and reconstructing two refuge roads and adjacent pull-offs. Swamp Island Drive (Route 011) is an asphalt paved roadway consisting of two 11 foot lanes, approximately 4 miles in length ending in a 0.5 mile loop. Swamp Island Drive is located on the eastern side of the refuge and runs from the entrance road [MP 0.0] and terminates at the loop [MP 4.5]. There are four adjacent pull-offs located along Swamp Island Drive that are included in the project scope, along with potential curve widening. Suwanee River Sill Road consists of both a paved and unpaved section (Routes 100 and 101) located on the western side of the refuge. The paved portion of Suwanee River Sill Road (Route 100) is an asphalt paved road beginning at GA Route 177 [MP 0.0] and ending at the unpaved portion [approximately MP 0.3]. The unpaved portion of Suwanee River Sill Road (Route 101) is a gravel and dirt road beginning at Route 100 [approximately MP 0.3] to the proposed parking area [MP 1.3]. The refuge has requested a 60-car parking area be constructed at the terminus of Route 101.

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 with a 20-year service life for rehabilitated and resurfaced roads and a 25-year service life for reconstructed roads within the project limits.

4. Regional Geology

According to the United States Geological Survey (USGS), the project site is underlain by Wicomico Shoreline Complex, formerly a barrier island. 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 September 25th, 2008. 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 21 borings (Borings RS-01 through RS-07 and SI-01 through SI-14) on September 22nd through 26th, 2008. All borings were advanced using a flight auger on a CME 45 rotary drill rig. Borings were advanced to a depth of 5.0 feet.

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 in these borings.

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. Additionally, two bag samples were taken from auger cuttings at various locations for CBR testing. The sampling sequence for soil borings are summarized on the Boring Logs presented in Appendix B.

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.

Boring locations were determined from features present on-site and by referencing the existing roadway centerlines and ground survey. 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. All boring locations were recorded based on vehicle odometer readings.

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 before or after drilling in any of the borings. 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 10 soil samples and 2 bag samples. 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), and moisture-density (AASHTO T-99). Laboratory test results are represented 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(1)

Moisture Content(1)

SI-02 J-1 1-3 7.0 ND NP A-3 12.5

SI-03 J-2 3-5 10.5 ND NP A-3 17.0

SI-04 J-2 3-5 5.9 ND NP A-3 17.7

SI-06 J-1 1-3 8.1 ND NP A-3 11.7

SI-08 J-2 3-5 11.6 ND NP A-2-4(0) 19.0

SI-10 J-1 1-3 10.3 ND NP A-3 9.0

SI-12 J-2 3-5 6.0 ND NP A-3 17.2

SI-14 Bag 0-5 13.0 ND NP A-2-4(0) ND

RS-01 J-1 1-3 11.4 ND NP A-2-4(0) 13.1

RS-02 J-2 3-5 16.7 ND NP A-2-4(0) 14.9

RS-05 Bag 0-5 12.0 ND NP A-2-4(0) ND

RS-07 J-2 3-5 22.1 ND NP A-2-4(0) 15.2

Note that (1) N/D denotes “Not Determined” and (2) N/P denotes “Non-Plastic” in Table 1 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. No water was encountered during drilling. 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 September 2008, the initial 0.28 miles of Suwanee River Sill Road (Route 100) is currently paved up to the existing boat launch. The existing AC pavement structure exhibits moderate severity longitudinal cracks, and may be due to an inadequate existing structure. Many areas are becoming interconnected and already require repair (Figure 1). The existing gravel and dirt portions (Route 101) are in relatively good condition other than being contaminated with topsoil and other vegetative materials (Figure 2). Swamp Island Drive (Route 11) is currently an AC paved roadway in excellent condition exhibiting no structural distresses.

Figure 1. Fatigue cracking along Route 100

Figure 2. Vegetative material within roadway

Subsurface Condition

Borings SI-01 through SI-14 were taken along Swamp Island Drive (Route 011). The existing HMA pavement thickness ranged from 3 ½ to 4 inches, with an average of 3.9 inches. Aggregate base course was encountered under three of the borings which ranged in thickness from 5 to 6 inches. No aggregate base course was encountered under the remaining 11 borings.

Tan and gray fine sand (A-2-4) was encountered in 7 borings below the HMA pavement or aggregate base. Based on laboratory testing of this fine sandy material, water content was 19.0%, and were determined to be non-plastic.

Dark brown silty sand (A-3) was encountered in 11 borings below the HMA pavement or aggregate base. Based on laboratory testing of this silty sand material, water content ranged from 9.0 to 17.7% with an average of 14.2%, and were determined to be non-plastic.

Borings RS-01 and RS-02 were taken along the paved portion of Suwanee River Sill Road (Route 100). The existing HMA pavement thickness was 2 ½ inches. Aggregate base course was encountered under only one boring, and was 3 ½ inches. Borings RS-03 through RS-07 were taken along the unpaved portion of Suwanee River Sill Road (Route 101). Aggregate surface course was only encountered along the first two borings, with a thickness of 2 inches.

Tan and gray fine sand (A-2-4) was encountered in all 7 borings below the HMA pavement or aggregate base. Based on laboratory testing of this fine sandy material, water content ranged from 13.1 to 15.2%, with an average of 14.4%, and were determined to be non-plastic.

III. ANALYSIS AND CONCLUSIONS

1. Pavement Design

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 flexible pavement design analysis and overlay design analysis were for a 20-year performance period on rehabilitated roads and a 25-year performance period on new construction. The design 18-kip ESALs for Swamp Island Drive was determined to be 371,642 based on an ADT of 170, 69% passenger vehicles, 20% light trucks, 10% heavy maintenance vehicles, and 1% construction traffic. Due to the low traffic volumes experienced within the refuge along Suwanee River Sill Road, the design was performed for the minimum 50,000 18-kip ESALs. The effective roadbed soil resilient modulus (MR) was determined based on laboratory test results, information obtained from boring and subsurface investigation, and back-calculations from non-destructive testing. The average value of MR determined for Swamp Island Drive was 12,000 psi, and was 10,000 psi for Suwanee River Sill Road. 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. The results of the analysis are presented in Appendix D.

Low-Volume Road design analysis for aggregate surfaced roads was performed in accordance with 1993 AASHTO Pavement Design procedure, using the accompanying nomograph design charts, for Ross Road. The low-volume road design analysis was for a 7, 10, 15, and 20-year performance period. The design must meet criteria for both rutting and serviceability, as well as for aggregate loss. An aggregate loss rate of ½-inch per year was used due to the relatively good existing conditions. As a result of the low traffic volumes experienced, the 18-kip ESALs for the roadway was taken as 1,500 ESALs per year, based on 30,000 ESALs for a 20-year performance period. The effective roadbed soil resilient modulus (MR) was determined from seasonal values for Region I, and calculated based on seasonal lengths. Region I seasonal lengths are 7.5 months for Spring/Fall, and 4.5 months for Summer. Due to the relatively good existing conditions, seasonal moduli were taken as 6,000 psi for Spring/Fall, and 10,000 for Summer. Other parameters specified in the analysis included an elastic modulus for aggregate base material (EBS) of 30,000 psi, an allowable rutting depth of 2.0 inches, and an overall change in serviceability index as 3.0. The results of the analysis are presented in Appendix D.

IV. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation between September 22nd and 26th, 2008. The recommendations included here reference the FP-03, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-03 Specifications).

1. Pavement Section

Based on field condition survey and subsurface investigation, minimum flexible pavement sections with 20 and 25-year performance period for the project sites are provided in below.

Swamp Island Drive and adjacent Pull-offs (Route 11)

Based on our field investigation and pavement condition survey, Swamp Island Drive is in good condition, and will only require an AC overlay. At a minimum, the AC overlay should meet the requirements laid out below in Table 2.

Table 2. Minimum Pavement Overlay Recommendations (Route 11)

Layer Minimum Thickness (in) Comments

Asphalt Concrete

(AC)

Overlay

1 ½

Superpave Asphalt Concrete Pavement (SACP), 0.3 to 10 x 106 ESAL’s, ½” Nominal Maximum Size Aggregate

(NMSA), Type V Smoothness Asphalt Tack

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

The calculated average design SN for a 20-year performance period future traffic for the refuge roads is 2.21. The effective design SN for the recommendation in Table 2 is 2.26.

Swamp Island Drive widening (Route 11)

Areas of Swamp Island Drive that require curve widening should meet the minimum requirements laid out below in Table 3.

Table 3. Minimum Pavement Widening Recommendations (Route 11)

Thickness (in) Comments

AC Overlay 1 ½ SACP, 0.3 to 10 x 106 ESAL’s, ½” NMSA, Type III Smoothness

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

FP-03 Specifications AC Base Course 4 SACP, 0.3 to 10 x 106 ESAL’s, 1 ½”

NMSA

The calculated average design SN for a 25-year performance period future traffic for the refuge road is 2.30. The effective design SN for the recommendation in Table 3 is 2.42.

Suwanee River Sill Road – Paved Portion (Route 100)

The initial 0.28 miles of Suwanee River Sill Road is currently paved leading to the existing boat launch. The existing AC pavement structure exhibits moderate severity longitudinal cracks, and may be due to an inadequate existing structure. Many areas are becoming interconnected and already require repair. Due to these existing conditions, the relatively short length of roadway, and anticipated construction traffic, we are recommending full depth reconstruction. Due to anticipated construction traffic on the unpaved portion beyond, the recommended reconstruction should be started after the completion of the work on the unpaved section. The reconstructed AC pavement structure should meet the minimum requirements laid out below in Table 4.

Table 4. Minimum Pavement Reconstruction Recommendations (Route 100)

Thickness (in) Comments

AC Overlay 1 ½ SACP, <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 AC Base Course 1 ½ SACP, <0.3 x 106 ESAL’s, ½” NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 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 calculated average design SN for a 25-year performance period future traffic for the refuge roads is 1.07. The effective design SN for the recommendation in Table 4 is 2.04.

Suwanee River Sill Road – Unpaved Portion (Route 101)

The unpaved portion of Suwanee River Sill Road (Route 101) is partly a gravel surface road, with the majority being a dirt road. Based on our field investigation, we are recommending two alternatives for rehabilitation. In both cases, all existing topsoil, vegetative material, and aggregate contaminated with topsoil should be removed to a minimum depth of 6-inhces prior to subgrade preparation.

Alternative #1: AC Pavement

The first option is to pave the existing gravel and dirt road with AC pavement. At a minimum, the newly constructed AC pavement should be laid above the prepared subgrade according to Table 5 below.

Table 5. Minimum Pavement Recommendations for Route 101 (Option 1)

Thickness (in) Comments

AC Overlay 1 ½ SACP, <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 AC Base Course 1 ½ SACP, <0.3 x 106 ESAL’s, ½” NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 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 calculated average design SN for a 25-year performance period future traffic for the refuge roads is 1.07. The effective design SN for the recommendation in Table 5 is 2.04.

Alternative #2: Gravel Aggregate Surface

As an alternative to paving the road with AC, options for a gravel aggregate surfaced roadway are laid out below in Table 6. The performance periods below are given assuming routine maintenance occurs to help maintain cross slopes and minimize aggregate loss.

Table 6. Minimum Pavement Recommendations for Route 101 (Option 2)

Performance Period (years) Layer Minimum

Thickness (in) Comments

Aggregate

Surface Course

Base Aggregate, Grading C or D, as per

Subsection 703.05 (c) of the FP-03 Specifications

Aggregate

Surface Course

Base Aggregate, Grading C or D, as per

Subsection 703.05 (c) of the FP-03 Specifications

Aggregate

Surface Course

Base Aggregate, Grading C or D, as per

Subsection 703.05 (c) of the FP-03 Specifications

2. Earthwork

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

Roadway Embankment: For all areas where roadway widening is necessary, roadway embankments should be established according to Section 204 of the FP-03 Specifications.

Embankment material should meet the requirements of Unclassified Borrow according to Subsection 704.06 of the FP-03 Specifications.

Ditch Reconditioning: Roadside ditches should be established prior to preparing the subgrade for controlling surface runoff during construction according to Subsection 204.12 of the FP-03 Specifications. Ditch establishment and proper surface runoff drainage would enhance the drying process of the subgrade.

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 vegetative or unsuitable subgrade materials are encountered in isolated areas, sub-excavation of unsuitable materials is recommended. The sub-excavated areas should then be backfilled with aggregate base material specified below.

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.

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:

Laurin Lineman Technical Services Engineer

APPENDIX A – Project Location, Geological, and Boring Location Maps

APPENDIX B – Boring Logs

Rock Core Diam:

Boring Method:

Hole Diameter:

SAMPLE

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

R ec

Inspector:

Operator:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

Weather:

RS-01

Standard Penetration Test Data

MATERIAL DESCRIPTION

Vane Shear

Boring No.:

Boring Location:

Ty pe

Liquid Limit

5-12-13-13

1.5

1.7

5.0

4.8

3.0

1.0

0.5

0.2

J-2

J-1

Medium Dense, Gray SAND, Wet

4-5-9-5

Bottom of Borehole

Medium Dense, Black and Brown Organic Fine SAND, Moist to Dry

Medium Dense, Gray Fine SAND (A-2-4(0)) , trace Silt, Dry

Medium Dense, Black Organic and Fine SAND, Dry

3.5" GRAVEL AGGREGATE BASE

2.5" AC PAVEMENT

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

100 ft from intersection of SR 177

E le va tio n (fe et

Rock Core

Plastic Limit

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Penetrometer

Water Content %

Project Name:

UDAuger Cuttings Remarks:

B lo w s pe r in hrs

Okefenokee National Wildlife Refuge

RRP-OKF 10(3)

G ra ph ic Lo g

Hammer Drop: Clear Hutchins Thornton

9/23/08 Flight Auger

9/23/08Boring Began:

Hammer Wt. & Type:

30 in

4 in140 lbs/Auto

806020

Caved at:

Surface Elevation:

Vane Shear

Boring No.:

Boring Location:

Hole Diameter:

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

Ty pe hrs

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RRP-OKF 10(3)

R ec

MATERIAL DESCRIPTION

Inspector:

Operator:

Weather:

RS-02

Standard Penetration Test Data

Completed:

SAMPLE

3-9-2-2

8-9-9-12

Boring Method:

1.9

Medium Dense, Tan and Gray Fine SILTY SAND (A-2-4(0)) , Trace Silt, Moist to Wet

5.0

3.0

0.2

J-2

J-1

1.2

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

2.5" AC PAVEMENT

Medium Dense, Tan to Gray Fine SAND, Dry

Bottom of Borehole

(Blows / ft)

Sheet: 1 of 1

Water Content %

SPT

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

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

0.2 miles from intersection of SR 177

Plastic Limit

Okefenokee National Wildlife Refuge

B lo w s pe r in

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in 140 lbs/Auto

Auger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Hutchins4 in

9/23/08 Flight AugerCaved at:

Clear

9/23/08

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0 hrs

RS-03RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.4

Medium to Loose, Dark Brown SAND, some Clay, Moist

2.0" AGGREGATE SURFACE COURSE

2-3-2-3

7-6-4-3

1.5

5.0

0.2

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

.D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

0.4 miles from intersection of SR 177

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/23/08Surface Elevation: Boring Began: 9/23/08 Flight Auger

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0 hrs

RS-04RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.5

Medium to Loose, Brown Fine SAND, some Clay, Moist

2.0" AGGREGATE SURFACE COURSE

1-2-2-2

4-5-7-6

1.0

5.0

0.2

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

.D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

0.6 miles from intersection of SR 177

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/23/08Surface Elevation: Boring Began: 9/23/08

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0 hrs

RS-05RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.0

Very Loose, Brown and Gray Fine SAND, trace Silt, Dry

Medium Dense, Brown and Gray Fine SAND (A-2-4(0)) , trace Silt, Dry

2-2-1-2

5-10-10-9

1.3

5.0

3.0

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

CBR #1

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

.D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

0.8 miles from intersection of SR 177

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/23/08Surface Elevation: Boring Began: 9/23/08

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0 hrs

RS-06RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.6

Loose, Dark Gray Fine SAND, trace Clay, Moist

Medium Dense, Dark Gray Fine SAND, some Clay, Dry to Moist

2-3-3-3

5-9-7-7

1.1

5.0

3.0

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

.D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

1.2 miles from intersection of SR 177

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/23/08Surface Elevation: Boring Began: 9/23/08

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B lo w s pe r in

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RS-07RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.2

Loose, Dark Gray Fine SILTY SAND (a-2-4(0)) , Dry

Dense, Dark Gray Fine SILTY SAND, trace Small Rock, Dry

3-3-2-4

13-24-17-131.0

5.0

3.0

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

1.6 miles from intersection of SR 177

Plastic Limit hrs

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/23/08Surface Elevation: Boring Began: 9/23/08

D ep th S ca le

(f t)

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

10 40

Okefenokee National Wildlife Refuge

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

SAMPLE

R ec

Boring No.:

Operator:

La ye r D ep th

(f t)

Weather:

SI-01

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

2-4-5-5

5-7-7-5

1.2

1.4

5.0

2.8

0.9

0.4

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

RRP-OKF 10(3)

Bottom of Borehole

Loose, Tan Brown Organic SAND, Moist

Medium Dense, Gray Fine SAND, Dry

6.0" GRAVEL AGGREGATE BASE

4.0" AC PAVEMENT

Plastic Limit

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

200 ft from entrance

Penetrometer hrs

Water Content %

Sheet: 1 of 1

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Surface Elevation:

E le va tio n (fe et

Project Name:

Clear Hutchins Thornton

9/24/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

9/24/08

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

10 40

Okefenokee National Wildlife Refuge

RRP-OKF 10(3)

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

R ec

Boring No.:

Operator:

Weather:

SI-02

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

2-7-8-10

4-8-7-6

1.4

2.0

D ep th S ca le

(f t)

4.0" AC PAVEMENT

5.0

3.0

0.9

0.4

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

Bottom of Borehole

Medium Dense, Brownish Gray SAND, Wet

Medium Dense, Brown and Black Organic Fine SAND (A-3) , trace Silt, Dry to Moist

6.0" GRAVEL AGGREGATE BASE

La ye r D ep th

(f t)

Plastic Limit

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

0.25 miles from entrance

Penetrometer

SAMPLE

hrs

Water Content %

Sheet: 1 of 1

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Surface Elevation:

E le va tio n (fe et

Project Name:

Clear Hutchins Thornton

9/24/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

4-7-7-5

Bottom of Borehole

Medium Dense, Dark Brown Fine Organic SAND (A-3) , trace Silt, Moist to Wet

Medium Dense, Light Gray Fine SAND, Dry

4.0" AC PAVEMENT

2.4

2-6-7-81.9

1.8

At Completion:

Rock Core Diam:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

Hole Diameter:

D ep th S ca le

(f t)

Groundwater Depth:

(Blows / ft)

0.4

La ye r D ep th

(f t)

Thornton 9/24/08

Flight Auger 9/24/08Boring Began:Surface Elevation:

Hammer Wt. & Type:

5.0

Caved at:

4 in140 lbs/Auto

806020

30 inHammer Drop:

J-2

J-1

Plastic Limit

Hutchins Clear

Water Content %

E le va tio n (fe et

Project Name:

Boring Method:

Remarks:

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

0.5 miles from entrance

Penetrometer UDAuger Cuttings

Completed:

G ra ph ic

Lo g

Sheet: 1 of 1

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Operator:

Weather:

SI-03

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in hrs

Inspector:

Okefenokee National Wildlife Refuge

R ec

SAMPLE

RRP-OKF 10(3)

peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

10 40

Okefenokee National Wildlife Refuge

RRP-OKF 10(3)

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

R ec

Boring No.:

Operator:

Weather:

SI-04

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

2-6-7-5

5-8-5-5

1.7

1.6

D ep th S ca le

(f t)

3.5" AC PAVEMENT

5.0

3.0

2.0

0.3

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

Bottom of Borehole

Medium Dense, Light Gray Fine SAND (A-3) , trace Silt, Wet

Medium Dense, Dark Brown Fine Organic SAND, Wet

Medium Dense, Tanish Gray Fine SAND, Dry

La ye r D ep th

(f t)

Plastic Limit

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

0.75 miles from entrance

Penetrometer

SAMPLE

hrs

Water Content %

Sheet: 1 of 1

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Surface Elevation:

E le va tio n (fe et

Project Name:

Clear Hutchins Thornton

9/24/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

Density, Color, Plasticity, Size, Proportions, Moisture

Boring No.:

Boring Location:

MATERIAL DESCRIPTION

Ty pe

Liquid Limit

Vane Shear

Rock Core Diam:

R ec hrs

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RRP-OKF 10(3)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

SI-05

Standard Penetration Test Data

4-5-3-2

6-10-10-11

Boring Method:

1.9

Loose, Tanish Gray Fine SAND, Wet

5.0

4.0

0.3

J-2

J-1

2.0

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

3.5" AC PAVEMENT

(Blows / ft)

Medium to Loose, Dark Brown Fine SAND, Moist

Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

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

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

1.0 miles from entrance

Plastic Limit

Okefenokee National Wildlife Refuge

B lo w s pe r in

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in 140 lbs/Auto

Auger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Hutchins4 in

9/24/08 Flight AugerCaved at:

Clear

9/24/08

Hammer Drop:

Hammer Wt. & Type:

Boring Location:

Hole Diameter:

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

Ty pe hrs

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RRP-OKF 10(3)

R ec

MATERIAL DESCRIPTION

Inspector:

Operator:

Weather:

SI-06

Standard Penetration Test Data

Completed:

SAMPLE

2-4-2-3

6-9-10-6

Boring Method:

2.0

Medium to Loose, Dark Brown to Brown Organic Fine SAND (A-3) , trace Silt, Moist to Wet

5.0

0.8

0.4

J-2

J-1

2.0

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

4.0" AC PAVEMENT

5.0" GRAVEL AGGREGATE BASE

Bottom of Borehole

(Blows / ft)

Sheet: 1 of 1

Water Content %

SPT

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

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

1.25 miles from entrance

Plastic Limit

Okefenokee National Wildlife Refuge

B lo w s pe r in

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in 140 lbs/Auto

Auger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Hutchins4 in

9/24/08 Flight AugerCaved at:

Clear

9/24/08

Hammer Drop:

Hammer Wt. & Type:

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0 hrs

SI-07RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.7

Loose, Dark Brown Organic Fine SAND, Moist to Wet

4.0" AC PAVEMENT

1-2-3-3

4-5-4-4

2.0

5.0

0.4

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

.D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

1.5 miles from entrance

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/24/08Surface Elevation: Boring Began: 9/24/08

Boring Location:

Hole Diameter:

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

Ty pe hrs

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RRP-OKF 10(3)

R ec

MATERIAL DESCRIPTION

Inspector:

Operator:

Weather:

SI-08

Standard Penetration Test Data

Completed:

SAMPLE

1-1-2-1

6-8-7-5

Boring Method:

1.9

Very Loose, Tanish Gray Organic Fine SAND (A-2-4(0)) , trace Silt, Wet

5.0

3.2

0.4

J-2

J-1

2.0

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

4.0" AC PAVEMENT

Medium Dense, Dark Brown Organic Fine SAND, Dry to Moist

Bottom of Borehole

(Blows / ft)

Sheet: 1 of 1

Water Content %

SPT

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

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

2.0 miles from entrance

Plastic Limit

Okefenokee National Wildlife Refuge

B lo w s pe r in

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in 140 lbs/Auto

Auger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Hutchins4 in

9/24/08 Flight AugerCaved at:

Clear

9/24/08

Hammer Drop:

Hammer Wt. & Type:

4.0

Very Loose, Tan Fine SAND, trace Organic, Moist

Medium Dense, Dark Gray to Tan Fine SAND, trace Organic, Dry

3.5" AC PAVEMENT

Bottom of Borehole

8-10-10-9

1.5

2.0

2-2-1-2

Okefenokee National Wildlife Refuge

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

SAMPLE

R ec

Very Loose, Gray Fine SAND, trace Clay and Organic, Wet

Operator:

3.0

Weather:

SI-09

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

Groundwater Depth:

5.0

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

(Blows / ft)

0.3

J-2

J-1

Rock Core Diam:

Boring Location:

RRP-OKF 10(3)

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

SPT

Plastic Limit

Rock Core hrs

2.4 miles from entranceProject Location:

After

Encountered at:

Sample Types:

N o.

Penetrometer Auger Cuttings

4 in140 lbs/Auto

806020

30 in

Water Content %

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Clear

Flight Auger 9/24/08

ThorntonCaved at:

9/24/08Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Project Name:

E le va tio n (fe et

Hutchins peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

10 40

Okefenokee National Wildlife Refuge

RRP-OKF 10(3)

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

R ec

Boring No.:

Operator:

Weather:

SI-10

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

12-14-8-6

6-8-9-12

1.6

1.8

D ep th S ca le

(f t)

3.5" AC PAVEMENT

5.0

4.0

3.4

0.3

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

Bottom of Borehole

Medium Dense, Dark Brown Fine SAND, some Organic, Dry to Moist

Medium Dense, Gray Fine SAND, Dry to Moist

Medium Dense, Dark Brown Fine SAND (A-3) , trace Silt, trace Organic, Dry to Moist

La ye r D ep th

(f t)

Plastic Limit

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

2.8 miles from entrance

Penetrometer

SAMPLE

hrs

Water Content %

Sheet: 1 of 1

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Surface Elevation:

E le va tio n (fe et

Project Name:

Clear Hutchins Thornton

9/24/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

D ep th S ca le

(f t)

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

10 40

Okefenokee National Wildlife Refuge

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

SAMPLE

R ec

Boring No.:

Operator:

La ye r D ep th

(f t)

Weather:

SI-11

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

2-6-6-6

6-10-9-7

1.6

1.7

5.0

4.0

3.0

0.4

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

RRP-OKF 10(3)

Bottom of Borehole

Medium Dense, Gray Organic Fine SAND, Wet

Medium Dense, Dark Fine SAND, trace Organic, Wet

Medium Dense, Gray Fine SAND, trace Organic, Dry to Moist

4.0" AC PAVEMENT

Plastic Limit

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

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

3.2 miles from entrance

Penetrometer hrs

Water Content %

Sheet: 1 of 1

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Surface Elevation:

E le va tio n (fe et

Project Name:

Clear Hutchins Thornton

9/24/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

Boring Location:

Hole Diameter:

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

Ty pe hrs

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RRP-OKF 10(3)

R ec

MATERIAL DESCRIPTION

Inspector:

Operator:

Weather:

SI-12

Standard Penetration Test Data

Completed:

SAMPLE

2-2-3-3

7-8-7-5

Boring Method:

1.8

Loose, Brownish Gray Fine SAND (A-3) , trace Silt, Wet

5.0

3.4

0.4

J-2

J-1

1.9

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

4.0" AC PAVEMENT

Medium Dense, Dark Brown Fine SAND, trace Organic, Moist

Bottom of Borehole

(Blows / ft)

Sheet: 1 of 1

Water Content %

SPT

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

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

3.6 miles from entrance

Plastic Limit

Okefenokee National Wildlife Refuge

B lo w s pe r in

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in 140 lbs/Auto

Auger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Hutchins4 in

9/24/08 Flight AugerCaved at:

Clear

9/24/08

Hammer Drop:

Hammer Wt. & Type:

Density, Color, Plasticity, Size, Proportions, Moisture

Boring No.:

Boring Location:

MATERIAL DESCRIPTION

Ty pe

Liquid Limit

Vane Shear

Rock Core Diam:

R ec hrs

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0

RRP-OKF 10(3)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

SI-13

Standard Penetration Test Data

2-3-4-5

7-10-7-4

Boring Method:

2.0

Loose, Tan Fine SAND, Wet

5.0

3.0

0.4

J-2

J-1

1.5

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

4.0" AC PAVEMENT

(Blows / ft)

Medium Dense, Dark Brown and Tan Fine SAND, trace Organic, trace Clay, Dry

Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

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

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

4.0 miles from entrance

Plastic Limit

Okefenokee National Wildlife Refuge

B lo w s pe r in

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in 140 lbs/Auto

Auger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Hutchins4 in

9/24/08 Flight AugerCaved at:

Clear

9/24/08

Hammer Drop:

Hammer Wt. & Type:

MATERIAL DESCRIPTION

Boring Location:

Weather:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

B O

R

IN

G L

O G

O K

F

(3 ) B

O R

IN

G

L O

G S

.G P

J F

H W

A _V

A .G

D T

1/

/0 hrs

SI-14RRP-OKF 10(3)

SAMPLE

R ec

Inspector:

Operator:

Okefenokee National Wildlife Refuge

1.8

Medium Dense, Dark Brown and Gray Fine SILTY SAND (A-2-4(0)) , trace Organic, Dry to Wet

4.0" AC PAVEMENT

5-7-7-7

7-11-13-15

1.2

5.0

0.4

J-2

J-1

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Bottom of Borehole

CBR #2

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

.D ep th S ca le

(f t)

Sheet: 1 of 1

Rock CoreSPT

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

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

4.4 miles from entrance

Plastic Limit

Remarks:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

4 in

Water Content %

806020

30 in

Caved at:

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Clear

E le va tio n (fe et

Hutchins Thornton

Hammer Wt. & Type:

Project Name:

Hammer Drop:

9/24/08Surface Elevation: Boring Began: 9/24/08

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 93.0 7.0

(ft.)

RRP-OKF 10(3)

Okefenokee NWR

FHWA/GEOTECH

ROUTE 11 B-02/J-1 1-3 Poorly graded sand with silt A-3

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 89.5 10.5

ROUTE 11 B-03/J-2 3-5 Poorly graded sand with silt A-3

0.0 0.0 94.1 5.9

ROUTE 11 B-04/J-2 3-5 Poorly graded sand with silt A-3

0.0 0.0 91.9 8.1

ROUTE 11 B-06/J-1 1-3 Poorly graded sand with silt A-3

0.0 0.0 88.4 11.6

ROUTE 11 B-08/J-2 3-5 Poorly graded sand with silt A-2-4(0)

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

RRP-OKF 10(3)

Okefenokee NWR

FHWA/GEOTECH

A-3NPNVNP12.51-3B-02/J-1ROUTE 11

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-3NPNVNP17.03-5B-03/J-2ROUTE 11

A-3NPNVNP17.73-5B-04/J-2ROUTE 11

A-3NPNVNP11.71-3B-06/J-1ROUTE 11

A-2-4(0)NPNVNP19.03-5B-08/J-2ROUTE 11

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 89.7 10.3

(ft.)

RRP-OKF 10(3)

Okefenokee NWR

FHWA/GEOTECH

ROUTE 11 B-10/J-1 1-3 Poorly graded sand with silt A-3

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 94.0 6.0

ROUTE 11 B-12/J-2 3-5 Poorly graded sand with silt A-3

0.0 0.0 87.0 13.0

ROUTE 11 B-14 0-5 Silty sand A-2-4(0)

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

RRP-OKF 10(3)

Okefenokee NWR

FHWA/GEOTECH

A-3NPNVNP9.01-3B-10/J-1ROUTE 11

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-3NPNVNP17.23-5B-12/J-2ROUTE 11

A-2-4(0)NPNVNPN/A0-5B-14ROUTE 11

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 88.6 11.4

(ft.)

RRP-OKF 10(3)

Okefenokee NWR

FHWA/GEOTECH

ROUTE 100 B-01/J-1 1-3 Poorly graded sand with silt A-2-4(0)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 83.3 16.7

ROUTE 100 B-02/J-2 3-5 Silty sand A-2-4(0)

0.0 0.0 77.9 22.1

ROUTE 100 B-07/J-2 3-5 Silty sand A-2-4(0)

0.0 0.0 88.0 12.0

ROUTE 100 B-05 0-5 Poorly graded sand with silt A-2-4(0)

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

RRP-OKF 10(3)

Okefenokee NWR

FHWA/GEOTECH

A-2-4(0)NPNVNP13.11-3B-01/J-1ROUTE 100

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-4(0)NPNVNP14.93-5B-02/J-2ROUTE 100

A-2-4(0)NPNVNPN/A0-5B-05ROUTE 100

A-2-4(0)NPNVNP15.23-5B-07/J-2ROUTE 100

APPENDIX D – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Swamp Island Drive Overlay (Route 11)

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 371,642 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 2.21 in

Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 170 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % 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…