Pavement Report.pdf

PAVEMENT REPORT NUMBER FY08-15

FHWA Project RRP-PED 10(1) Pee Dee National Wildlife Refuge

Anson and Richmond Counties, North Carolina

Pavement Rehabilitation for three refuge roads and three parking areas.

July 2008

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

RRP-PED 10(1) Pavement Report No. FY08-15

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 FY08-15

FHWA Project RRP-PED 10(1)

Anson and Richmond Counties, North Carolina

Pavement Rehabilitation for three refuge roads and three parking areas.

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for three Pee Dee National Wildlife Refuge roads and parking areas in Anson and Richmond Counties, North Carolina. A Project Location Map is presented in Appendix A.

2. Project Description

Project RRP-PED 10(1) consists of resurfacing and rehabilitating approximately 3.5 miles of three refuge roads and three parking areas. Wildlife Drive (Route 010) is a 10 ft. wide, one-lane gravel roadway approximately 1.66 miles in length. Sullivan Pond Road (Route 011) is a 10 ft. wide gravel roadway approximately 1.07 miles in length. Ross Road (Route 101) is a 10 ft. wide, one lane gravel roadway approximately 0.72 miles in length. Sullivan Pond Road Parking Area (Route 902) is a gravel parking area [approximately 19,375 ft2] located adjacent to Sullivan Pond Road. Handicapped Trail Parking Area (Route 903) is a gravel parking area [approximately 2,412 ft2] located adjacent to Wildlife Drive. Visitor Center Parking Area (Route 900) is a gravel parking area [approximately 7,000 ft2] adjacent to Sullivan Pond Road.

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 long-term (25-year) service life within the project limits.

4. Regional Geology

According to the United States Geological Survey (USGS), the project site is underlain by Chatham Group of Sanford, Cumnock, and Pekin Formations that consist of conglomerate, sandstone, and mudstone. 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 May 07, 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 19 borings (Borings PL-01 through PL-03, R-01 through R-03, SP-01 through SP-05, and WL-01 through WL-08) on May 6, 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, four 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 using a handheld GPS device.

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 14 soil samples and 4 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), moisture-density (AASHTO T-99), and California Bearing Ratio (AASHTO T-193). 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)

SP-03 J-2 3-5 51.3 48 32 A-7-6 16.3

SP-03 Bag 1-5 56.4 21 5 A-4 6.5

SP-05 J-2 3-5 78.1 30 9 A-4 12.7

WL-01 J-2 3-5 80.7 41 24 A-7-6 21.4

WL-02 Bag 1-5 81.9 39 25 A-6 7.8

WL-03 J-2 3-5 62.0 48 32 A-7-6 15.1

WL-04 J-2 3-5 64.1 41 25 A-7-6 17.5

WL-05 Bag 1-5 71.5 27 12 A-6 10.1

WL-07 J-1 1-3 84.9 24 14 A-6 18.8

WL-07 Bag 1-5 81.0 30 13 A-6 5.4

WL-08 J-2 3-5 80.6 40 27 A-6 22.1

R-02 J-2 3-5 82.8 63 41 A-7-6 24.7

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 May 2008, the existing gravel aggregate roads within the refuge are in good condition, with the exception of minor vegetative growth in areas as shown below in Figure 1.

Figure 1. Vegetative growth within existing roadway

Subsurface Condition

Borings SP-01 through SP-05 were taken along Sullivan Pond Road (Route 011). The existing aggregate surface course thickness ranged from 2.5 to 5.0 inches, with an average of

3.3 inches. Borings WL-01 through WL-08 were taken along Wildlife Drive. The existing aggregate surface course thickness ranged from 2.0 to 5.0 inches, with an average of 3.1 inches. Borings R-01 through R-03 were taken along Ross Road. The existing aggregate surface course thickness ranged from 1.0 to 3.5 inches, with an average of 2.3 inches.

Dark to Grayish Brown silty clay with some sand (A-4) were encountered in 2 borings below the aggregate base. Based on laboratory testing of this sandy silty clay material, water content ranged from 6.5 to 12.7% with an average of 9.6%, liquid limit (LL) ranged from 21 to 30% with an average of 25.5%, and plasticity index (PI) ranged from 5 to 9% with an average of 7%.

Dark, Reddish, and Grayish Brown clay with some sand (A-6 to A-7-6) were encountered in 18 borings below the aggregate base. Based on laboratory testing of this clay material, water content ranged from 5.4 to 24.7% with an average of 15.9%, liquid limit (LL) ranged from 24 to 63% with an average of 40.1%, and plasticity index (PI) ranged from 12 to 41% with an average of 24.5%.

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 25-year performance period. Due to the low traffic volumes experienced within the refuge, the design was performed for the minimum 50,000 18-kip ESAL’s. The effective roadbed soil resilient modulus (MR) was determined based on laboratory test results and information obtained from boring and subsurface investigation. The average value of MR determined for the length of the project was 7,000 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. 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 5, 10, and 15-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 504 ESALs per year, based on a minimum of 10,000 ESALs for a 20-year performance period. The effective roadbed soil relilient modulus (MR) was determined from seasonal values for Region II, and calculated based on seasonal lengths. Region II seasonal lengths are 1 month for Winter, 0.5 months for Spring-Thaw, 7 months for Spring/Fall, and 3.5 months for Summer. Due to the relatively good existing conditions, seasonal moduli were taken as 20,000 psi for Winter, 2,000 psi for Spring-Thaw, 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 May 6th and 7th, 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.

Sullivan Pond Road, Wildlife Drive, and adjacent Parking Areas

Based on the results of our subsurface field investigation, the existing aggregate surfacing of Sullivan Pond Road, Wildlife Drive, and the adjacent Parking Areas, are in relatively good condition. Vegetative material was encountered in many areas within the roadway, and needs to be scalped and removed prior to subgrade preparation. Additional base aggregate, grading C or D, will be required as a result of the removal of the vegetative material to regrade the surface prior to compaction of the aggregate base course. The new pavement section presented in Table 2 is recommended on top of the existing aggregate surfacing.

Table 2. Minimum Pavement Recommendations

Layer Minimum Thickness (in) Comments

AC Surface Course 2

Superpave Asphalt Concrete Pavement, <0.3 x 106 ESAL’s, ½” Nominal

Maximum Size Aggregate (NMSA), Type III Smoothness

AC Base Course 2 SACP, <0.3 x 106 ESAL’s, ½” NMSA

The calculated average design SN for a 25-year performance period future traffic for the refuge roads is 1.95. The effective design SN for the recommendation in Table 2 is 1.96.

Ross Road

Based on our field investigation, the aggregate surfacing of Ross Road is currently in good condition (Figure 2). To increase the service life, we recommend the following options in Table 3 as part of the resurfacing of Ross Road.

Table 3. Pavement Options for Ross Road

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

7.5 Base Aggregate, Grading C or D, as per

Subsection 703.05 (c) of the FP-03 Specifications

Figure 2. Ross Road typical condition

US Route 52 Southbound Turn Lane

As indicated by the refuge personnel during our field investigation, the option to add a left turning lane into the refuge along US Route 52 Southbound will require the existing roadway to be widened. The new section should, at a minimum, match the existing pavement structure presented below in Table 4.

Table 4. Pavement Recommendations for Left Turn Lane

Layer Minimum Thickness (in) Comments

AC Surface Course 2 SACP, 0.3 to 10 x 106 ESAL’s, ½”

NMSA, Type III Smoothness AC Binder

Course 4 SACP, 0.3 to 10 x 106 ESAL’s, 1”

NMSA

AC Base Course 4 SACP, 0.3 to 10 x 106 ESAL’s, 1”

NMSA

Aggregate Base Course 6

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

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APPENDIX B – Boring Logs

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

Pee Dee National Wildlife Refuge

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

SAMPLE

R ec

Boring No.:

Operator:

La ye r D ep th

(f t)

Weather:

PL-01

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

2-3-4-2

2-5-3-3

1.0

1.2

5.0

3.0

2.0

0.2

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

PED 10(1)

5.0' Bottom of Borehole

Medium, Reddish Tan CLAY, some Sand, Moist

Medium, Grayish Tan CLAY, some Sand, Moist

Medium, Dark Brown CLAY, some Sand, Moist

2.5" Gravel Aggregate BASE

Plastic Limit

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Center of Sullivan Pond Parking Area

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 Kingsley O'Brien

5/6/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

5/6/08

Weather:

PL-02

Standard Penetration Test Data Liquid Limit

Boring No.:

Boring Location:

Ty pe

MATERIAL DESCRIPTION

G ra ph ic

Lo g

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

B lo w s pe r in

Operator:

Inspector:

Pee Dee National Wildlife Refuge

PED 10(1)

SAMPLE

R ec hrs

Density, Color, Plasticity, Size, Proportions, Moisture

5.0' Bottom of Borehole

Medium to Soft, Tan CLAY, some Sand, Dry to Moist

2-1-2-4

(Blows / ft)

1.3

1.2

5.0

J-2

J-1 7-4-3-3

Completed:

Remarks:

Rock Core Diam:

Hole Diameter:

Vane Shear

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

Boring Method:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered before of after drilling began.

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Soft Area at North end of Sullivan Pond Parking Area

N o.

Project Location:

After

Encountered at: Caved at:

Plastic Limit

140 lbs/Auto

Hammer Drop: 30 in

UDAuger Cuttings

Project Name:

Water Content %

4 in

E le va tio n (fe et

Hammer Wt. & Type:

5/6/08Surface Elevation: Boring Began:

Clear

Flight Auger 5/6/08

O'Brien Kingsley

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

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

PL-03

Standard Penetration Test Data

2-5-15-20

2-3-4-6

Boring Method:

1.1

Very Stiff, Dark Brown CLAY, some Sand, Dry

5.0

4.0

0.4

J-2

J-1

1.4

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

4" Gravel Aggregate BASE

(Blows / ft)

Medium, Reddish Tan CLAY, some Sand, Moist

5.0' Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Center of Handicapped Parking Trail Area

Plastic Limit

Pee Dee 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:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley4 in

5/6/08 Flight AugerCaved at:

Clear

5/6/08

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began:

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

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

R-01

Standard Penetration Test Data

3-9-15-20

3-6-10-13

Boring Method:

1.2

Very Stiff, Dark Brown CLAY, some Sand, Dry

5.0

4.0

0.3

J-2

J-1

1.4

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

3.5" Gravel Aggregate BASE

(Blows / ft)

Stiff, Reddish Orange CLAY, some Sand, Moist

5.0' Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Ross Road 400' from gate at Refuge boundary

Plastic Limit

Pee Dee 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:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley4 in

5/6/08 Flight AugerCaved at:

Clear

5/6/08

Hammer Drop:

Hammer Wt. & Type:

Ty pe

Rock Core Diam:

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in

SAMPLE

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0 hrs

Pee Dee National Wildlife Refuge

PED 10(1)

MATERIAL DESCRIPTION

Boring Method:

R ec

Inspector:

Operator:

Weather:

R-02

1.8 3-8-10-12

3-3-7-10

2.5" Gravel Aggregate BASE

Stiff to Very Stiff, Reddish Orange CLAY, some Sand (A-7-6), Moist

1.7

5.0

0.2

J-2

J-1

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

At Completion:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Ross Road 1/4 mile from gate at Refuge boundary

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

806020

30 in 4 in140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

Clear

Caved at: O'Brien 5/6/08

Flight Auger

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/6/08

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

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

R-03

Standard Penetration Test Data

1-3-4-5

4-3-3-3

Boring Method:

1.5

Medium, Grayish Orange CLAY, some Sand, Moist

5.0

3.0

0.1

J-2

J-1

1.6

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

1" Gravel Aggregate BASE

(Blows / ft)

Medium, Gray Fine CLAY, some Sand, Dry

5.0' Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Ross Road 1/2 mile from gate at Refuge boundary

Plastic Limit

Pee Dee 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:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley4 in

5/6/08 Flight AugerCaved at:

Clear

5/6/08

Hammer Drop:

Hammer Wt. & Type:

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

Pee Dee National Wildlife Refuge

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

SAMPLE

R ec

Boring No.:

Operator:

La ye r D ep th

(f t)

Weather:

SP-01

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

5-15-24-32

5-11-14-10

0.7

1.0

5.0

4.0

3.0

0.4

J-2

J-1

At Completion:

Groundwater Depth:

(Blows / ft)

PED 10(1)

5.0' Bottom of Borehole

Very Dense, Gray WEATHERED ROCK, Dry

Stiff, Grayish Brown CLAY, some Sand, Moist

Medium Dense, Brown GRAVELY COURSE SAND, trace Clay, Dry

5" Gravel Aggregate BASE

Plastic Limit

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Sullivan Pond Road 400' from US 52

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 Kingsley O'Brien

5/6/08 Flight Auger

Boring Began:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

5/6/08

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

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

SP-02

Standard Penetration Test Data

1-3-4-4

3-6-6-5

Boring Method:

1.4

Medium, Tan CLAY, some Sand, Moist

5.0

3.0

0.3

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:

3" Gravel Aggregate BASE

(Blows / ft)

Stiff, Grayish Brown SILTY CLAY AND SAND, Moist

5.0' Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Sullivan Pond Road 1/4 mile from US 52

Plastic Limit

Pee Dee 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:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley4 in

5/6/08 Flight AugerCaved at:

Clear

5/6/08

Hammer Drop:

Hammer Wt. & Type:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture hrs Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Operator:

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

R ec

Inspector:

Weather:

SP-03

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

D ep th S ca le

(f t)

2-2-3-4

7-5-4-21.6

5.0

3.0

0.2

J-2

J-1

1.6

Pee Dee National Wildlife Refuge La ye r

D ep th (f t)

At Completion:

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

CBR #1

Medium, Tannish Orange CLAY, some Sand (A-7-6), Moist

Stiff, Grayish Tan SILTY CLAY AND SAND (A-4), Dry to Moist

2.5" Gravel Aggregate BASE

Sullivan Pond Road 1/2 mile from US 52

SPT

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Plastic Limit Water Content %

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core Penetrometer

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

5/6/08

E le va tio n (fe et

Project Name:

Clear

O'Brien 140 lbs/Auto

Flight Auger 5/6/08

Caved at:

Kingsley4 in

Boring Began:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation:

2-3-2-3

5.0' Bottom of Borehole

Medium, Brown CLAY, some Sand, Moist

Medium, Dark Brown CLAY, some Sand, Dry

2.5" Gravel Aggregate BASE

2-2-2-31.6

0.9

5.0

Rock Core Diam:

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

Hole Diameter:

La ye r D ep th

(f t)

J-2

At Completion:

Groundwater Depth:

(Blows / ft)D ep th S ca le

(f t)

Hammer Wt. & Type:

Clear

Kingsley O'Brien

5/6/08 Flight Auger

5/6/08

3.0

Surface Elevation:

Hammer Drop:

Caved at:

4 in140 lbs/Auto

Boring Began:

Boring Method:

J-1

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Sullivan Pond Road 3/4 mile from US 52

Plastic Limit

Project Name:

E le va tio n (fe et

Water Content %

0.2

Remarks:

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

30 in

Rock Core Penetrometer UDAuger Cuttings

Completed:

G ra ph ic

Lo g

SPT

Project Location:

After

Encountered at:

Sample Types:

N o.

Operator:

Weather:

SP-04

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:

Pee Dee National Wildlife Refuge

R ec

SAMPLE

PED 10(1)

Rock Core Diam:

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in

SAMPLE

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0 hrs

Pee Dee National Wildlife Refuge

PED 10(1)

MATERIAL DESCRIPTION

Boring Method:

R ec

Inspector:

Operator:

Weather:

SP-05

2.0 2-7-7-5

3-3-5-7

3.5" Gravel Aggregate BASE

Stiff, Dark Brown CLAY, some Sand (A-4), Dry

1.1

5.0

0.3

J-2

J-1

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

At Completion:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Sullivan Pond Road 1 mile from US 52

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

806020

30 in 4 in140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

Clear

Caved at: O'Brien 5/6/08

Flight Auger

Hammer Drop:

Hammer Wt. & Type:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture hrs Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Operator:

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

R ec

Inspector:

Weather:

WL-01

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

D ep th S ca le

(f t)

2-2-3-3

2-2-5-71.2

5.0

3.0

0.2

J-2

J-1

1.6

Pee Dee National Wildlife Refuge La ye r

D ep th (f t)

At Completion:

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

Medium, Brownish Orange CLAY, some Sand (A-7-6), Moist

Medium, Grayish Brown CLAY, some Sand, Moist 2" Gravel Aggregate BASE

Wildlife Drive 150' from end of Sullivan Pond Road

SPT

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Plastic Limit Water Content %

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core Penetrometer

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

5/6/08

E le va tio n (fe et

Project Name:

Clear

O'Brien 140 lbs/Auto

Flight Auger 5/6/08

Caved at:

Kingsley4 in

Boring Began:

Hammer Drop:

Hammer Wt. & Type:

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

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

WL-02

Standard Penetration Test Data

2-4-7-8

3-3-3-3

Boring Method:

1.2

Stiff, Grayish Orange CLAY, some Sand, Dry to Moist

5.0

3.0

0.3

J-2

J-1

1.4

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

3.5" Gravel Aggregate BASE

(Blows / ft)

Medium, Reddish Brown CLAY, some Sand (A-6), Dry

5.0' Bottom of Borehole

CBR #2

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Wildlife Drive 1/4 mile from end of Sullivan Pond Road

Plastic Limit

Pee Dee 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:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley4 in

5/6/08 Flight AugerCaved at:

Clear

5/6/08

Hammer Drop:

Hammer Wt. & Type:

Rock Core Diam:

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in

SAMPLE

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0 hrs

Pee Dee National Wildlife Refuge

PED 10(1)

MATERIAL DESCRIPTION

Boring Method:

R ec

Inspector:

Operator:

Weather:

WL-03

1.8 3-5-12-16

2-2-3-5

2.5" Gravel Aggregate BASE

Medium to Very Stiff, Reddish Orange CLAY, some Sand (A-7-6), Moist

1.6

5.0

0.2

J-2

J-1

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

At Completion:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Wildlife Drive 1/2 mile from end of Sullivan Pond Road

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

806020

30 in 4 in140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

Clear

Caved at: O'Brien 5/6/08

Flight Auger

Hammer Drop:

Hammer Wt. & Type:

Rock Core Diam:

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in

SAMPLE

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0 hrs

Pee Dee National Wildlife Refuge

PED 10(1)

MATERIAL DESCRIPTION

Boring Method:

R ec

Inspector:

Operator:

Weather:

WL-04

2.0 2-6-7-10

3-2-2-4

2" Gravel Aggregate BASE Medium to Stiff, Reddish Tan CLAY, some Sand (A-7-6), Moist

1.6

5.0

0.2

J-2

J-1

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

At Completion:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Wildlife Drive 3/4 mile from end of Sullivan Pond Road on Visitor Center split

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

806020

30 in 4 in140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

Clear

Caved at: O'Brien 5/6/08

Flight Auger

Hammer Drop:

Hammer Wt. & Type:

Stiff, Dark Brown CLAY, some Sand, Moist

Medium, Grayish Orange CLAY, some Sand (A-6), Moist

3" Gravel Aggregate BASE

3-3-3-3

1.3

1.4

5.0

4.0 3-6-9-11

At Completion:

hrs

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

Completed:

Hole Diameter:

D ep th S ca le

(f t)

5.0' Bottom of Borehole

CBR #3

J-1

Groundwater Depth:

(Blows / ft)La ye r D ep th

(f t)

Vane Shear

Boring No.:

Boring Location:

0.3

Density, Color, Plasticity, Size, Proportions, Moisture

Liquid Limit

Rock Core Diam:

Boring Method:

Ty pe

Pee Dee National Wildlife Refuge

PED 10(1)

R ec

MATERIAL DESCRIPTION

Inspector:

Operator:

Weather:

WL-05

Standard Penetration Test Data

J-2

SAMPLE

Plastic Limit

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Wildlife Drive 1 mile from end of Sullivan Pond Road on Visitor Center split

Penetrometer

B lo w s pe r in

Sheet: 1 of 1

SPT

Water Content %

Project Location:

After

Encountered at:

Sample Types:

N o.

Caved at:

4 in140 lbs/Auto

806020

30 inHammer Drop:

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley

5/6/085/6/08Boring Began:

Hammer Wt. & Type:

Surface Elevation:

Flight Auger

Clear

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

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

Completed:

Inspector:

Operator:

Weather:

WL-06

Standard Penetration Test Data

4-6-16-18

5-5-4-3

Boring Method:

1.0

Very Stiff, Reddish Tan CLAY, trace Sand, Dry

5.0

4.0

0.4

J-2

J-1

1.7

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

5" Gravel Aggregate BASE

(Blows / ft)

Stiff, Tannish Orange CLAY, some Sand, Dry

5.0' Bottom of Borehole

Hole Diameter:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Wildlife Drive on US 52 split 50' from split

Plastic Limit

Pee Dee 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:

O'Brien

E le va tio n (fe et

Project Name:

Kingsley4 in

5/6/08 Flight AugerCaved at:

Clear

5/6/08

Hammer Drop:

Hammer Wt. & Type:

Rock Core Diam:

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in

SAMPLE

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0 hrs

Pee Dee National Wildlife Refuge

PED 10(1)

MATERIAL DESCRIPTION

Boring Method:

R ec

Inspector:

Operator:

Weather:

WL-07

1.7 0-2-4-5

2-1-3-2

2.5" Gravel Aggregate BASE

Medium, Grayish Tan CLAY, some Sand (A-6), Moist

1.8

5.0

0.2

J-2

J-1

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

CBR #4

At Completion:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before of after drilling began.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Wildlife Drive on US 52 split 1/4 mile from split

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

806020

30 in 4 in140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Kingsley

E le va tio n (fe et

Project Name:

Clear

Caved at: O'Brien 5/6/08

Flight Auger

Hammer Drop:

Hammer Wt. & Type:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture hrs Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Operator:

B O

R

IN

G L

O G

P E

D

0( 1)

.G P

J F

H W

A _V

A .G

D T

/9

/0

PED 10(1)

SAMPLE

R ec

Inspector:

Weather:

WL-08

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

D ep th S ca le

(f t)

1-3-3-4

7-6-6-51.2

5.0

3.0

0.4

J-2

J-1

1.5

Pee Dee National Wildlife Refuge La ye r

D ep th (f t)

At Completion:

Groundwater Depth:

(Blows / ft)

5.0' Bottom of Borehole

Medium, Tannish Orange CLAY, some Sand (A-6), Moist

Stiff, Tan CLAY, some Sand, Dry

4" Gravel Aggregate BASE

Wildlife Drive on US 52 split 1/2 mile from split

SPT

No groundwater was encountered before of after drilling began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Plastic Limit Water Content %

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core Penetrometer

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

5/6/08

E le va tio n (fe et

Project Name:

Clear

O'Brien 140 lbs/Auto

Flight Auger 5/6/08

Caved at:

Kingsley4 in

Boring Began:

Hammer Drop:

Hammer Wt. & Type:

APPENDIX C – Laboratory Test Results

'"Q

~CD

-,[l.'" ...i Ii:., a5 ~::Jenwa:

f-enl

~I >-a:

~::;::JC/)<II

:5 u ~I

Summary Of Laboratory Tests Appendix

Sheet 1 of 2 Project Number: 05140065.04

Sample e ;Depth )( .aft ., rn.. eI)

'fi' '0.-. ...Boring Sample Description of Soil .-. - "C - CC::.e - 'E c > CII CII :ii c 'E CI.!! CI "CeI) ClIO CII CIINo. Type Specimen

- CII> CII

E u.- ueI) :::i :::i crn c.- CeI) I- e- Qjt)

... Cii-'" Uio 'iijrn 'iij(ij ..."C >- C CIIElevation III u :§ ,g E:!:: 0..[ 0.. >..- "C .,0 ClIO Gi-r E.!!ft .a'S 'S 1ii 1ii CtlN CtI..- '- CII O::E 0:: 0::0... 0... 0::. 0- ><c ..cc::r CtI III ..CII CtI.. c.o IXIO IXI IXI:ii :::i a:: a: o..:i :iic 00 00 0 0

3.0 FAT CLAYWITH SAND (A-7-6), contains - -- --

R-02 Jar rack fragments, red-brown 24.7 63 22 41 82.8 95.9 2.4 -- -- --

0.0 SANDY SILTY CLAY(A-4), gray-brown 99.9 1.7 13.3

SP-03 Bulk 6.5 21 16 5 56.4 99.3 0.1 SHT99 123.7 9.9

3.0 SANDY LEAN CLAY(A-7-6), contains -- -- -

SP-03 Jar gravel, light brawn 16.3 48 16 32 51.3 97.4 0.8 - - --

3.0 LEAN CLAYWITH SAND (A-4), dark brawn -- -- --

SP-05 Jar 12.7 30 21 9 78.1 99.3 0.4 - - -

3.0 LEAN CLAY WITH SAND(A-7-6),contains - - --

WL-01 Jar gravel, dark brown 21.4 41 17 24 80.7 98.5 0.8 - -- -

0.0 LEAN CLAY WITH SAND (A-6), contains 100.1 2.4 4.3

WL-02 Bulk rock fragments, brown 7.8 39 14 25 81.9 98.9 0.5 SHT99C 111.3 15.2

3.0 SANDY LEAN CLAY (A-7-6), contains rock -- - -

WL-03 Jar fragments, red-brown 15.1 48 16 32 62.0 94.5 1.5 -- - --

Notes: 1. Soil tests in general accordance with MSHTO standards.

hnabel2. Soil compaction testing was performed in general accordance with AASHTO T 99 Method C.

3. Soil classifications are in general accordance with AASHTO M-145 (as applicable), based on testing indicated and visual classification.

4. Key to abbreviations: NP=Non-Plastic, -- indicates no test performed Schnabel Engineering

Project: Pee Dee National Wildlife Refuge

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Summary Of Laboratory Tests Appendix

Sheet 2 of 2 Project Number: 05140065.04

Sample 01 a;Depth >< E 3:ft 1/1 I/)01

C' '°-Boring Sample Description of Soil - ..... "0 CD "'" ..... -..... cc C;fi!. 'E E .s aI.!!! aliti "001 1/1 OCJ :2;fi!. CDO CD 011\110. Type Specimen - CD> E.!:: u.- CJ ::I _I!! :::i :::i Z. el/) c.- CQ) E:;: t) iij:!;! 'iiio 'iiiI/) 'iiiii) ""0 ::I:>, ::IeElevation 1'0::1 "0 U 1/10 1/10

Gi E ES Q. a.. > 'S ii 1ii I'ON 1'0..- .- 1/1 D::e 0:: 0::ft ::I.!!! 11.. 11.. 0::. 0"'" ><C ;:oeo C' 1'0 1'0

;fi!. ;fi!.. ;fi!.

..CD IUCD c.o !tIo ID ID

Z::E ::i ii: ii: 0..:2 :20 00 00 (,) 0

3.0 SANDY LEAN CLAY(A-7-6), contains rock -- -- -

WL-04 Jar fragments, lightbrown 17.5 41 16 25 64.1 95.7 2.7 - -- --

0.0 LEAN CLAYWITH SAND (A-6), contains 100.2 1.2 3.9

WL-05 Bulk rockfragments, dark brown 10.1 27 15 12 71.5 93.1 4.5 SHT99 117.6 13.5

0.0 LEAN CLAYWITH SAND (A-6), light brown 99.8 1.0 3.6

WL-07 Bulk 5.4 30 17 13 81.0 99.4 0.1 SHT99 113.8 13.5

1.0 LEAN CLAYWITH SAND (A-6), brown -- - --

WL-07 Jar 18.8 24 10 14 84.9 99.5 0.3 -- -- -

3.0 LEAN CLAYWITH SAND (A-6), contains - - -

WL-Q8 Jar rock fragments, brown 22.1 40 13 27 80.6 94.8 3.0 - - -

Notes: 1. Soiltests in general accordance withAASHTOstandards.

hnabel2. Soil compaction testing was performed in general accordance with AASHTO T 99 Method C.

3. Soil classifications are in general accordance with AASHTO M-145 (as applicable), based on testing indicated and visual classification.

Schnabel Engineeing4. Key to abbreviations: NP=Non-Plastic, - indicates no test performed

Project: Pee Dee National Wildlife Refuge

~II % Finer g n:

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I

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HYDROMETERU.S. SIEVE NUMBERS

10 ..16 M 30 .~ 50 1006

0.01 0.001

SILT OR CLAY

LL

PL

PI

%Sand 13.1

%Clay 82.8

GRADATION CURVE

Pee Dee National Wildlife RefugeProject:

Contract: 05140065.04

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I

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10 ..16 M 30 An 506

COBBLES

Specimen

0.075

56.4

~~::~:: Project:

I

HYDROMETER

0.01 0.001

SILT OR CLAY

GRADATION CURVE

Pee Dee National Wildlife Refuge

Contract: 05140065.04

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Sample Description IY CLAY (A-4), gray-brown

DIDO-

9.5 , , , Percent Finer (mm)

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10 ..16 ~~ 30 A~ 50 1006

100 10 0.1 0.01 0.001

GRAIN SIZE IN MilLIMETERS

COBBLES GRAVEL

fine

SILT OR CLAY

Sample Description SANDY LEAN CLAY (A-7-6), contains gravel, light brown

DlOO

9.5

DlO

Percent Finer (nun)

0.075 51.3

0.425

84.2

0.85

92.9

9.5

100.0

97.4

4.75

99.2 0.15

61.2

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73.4

~hnabel Schnabel Engineering

GRADATION CURVE

Pee Dee National Wildlife RefugeProject:

Contract: 05140065.04

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PI

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9.5 21.2

PercentFlner(rnrn) a..

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~~::~:: Project:

GRADATION CURVE

Pee Dee National Wildlife RefugeI;j

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4 ~ 2. ~ 1~,. 1/2

I

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HYDROMETERU.S. SIEVE NUMBERS

10 ..16 ~~ 30 .~ 50 1006

100 0.01 0.00110 0.1

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Sample Description PL

PI

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9.5 17.8

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Percent Finer (mm) a:

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L:::::~::Project:

GRADATION CURVE

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W wI w >w u; Contract: 05140065.04

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4 ~ 2. r 1~.. 1/2

I 3 6

U.S. SIEVE NUMBERS

10..16 M 30 .~ 50 100

I

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Contract: 05140065.04

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Sample Description LL PL PI

14 25

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Percent Finer (mm)

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% Finer 81.9 87.7 93.3 96.5 98.0 98.9 99.5 99.8 100.0

4 ~ 2. ~ 1~.. 1/2

I

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HYDROMETERU.S. SIEVE NUMBERS

10 .. 16 ~~ 30 .~ 50 1006

100 10 0.1 0.01 0.001

GRAIN SIZE IN MilLIMETERS

COBBLES GRAVEL

fine

SILT OR CLAY

~ Specimen ~. WL-03 3.0ft ~ TestMethod ~ AASHTO T88 Set A ...J W co

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PI

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GRADATION CURVE

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4 ~ 2. ~ 1 M. 112

I 3 100

I

HYDROMETERU.S. SIEVE NUMBERS

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100 0.1 0.01 0.00110

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PI

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GRADATION CURVE

Pee Dee National Wildlife Refuge

Contract: 05140065.04

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10 ..16 ~~ 30 .~ 50

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6 100

100 10 0.1 0.01 0.001

GRAIN SIZE IN MilLIMETERS

COBBLES GRAVEL SILT OR CLAY

fine

Sample Description

DIOO

19 21.6

Percent Finer (mm)

~hnabel Schnabel Engineering

GRADATION CURVE

Pee Dee National Wildlife RefugeProject:

Contract: 05140065.04

I- 65 J:

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>- 55 ca ex:

u::

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% Finer 71.5 76.0 83.6 88.4 90.8 93.1 95.5 97.6 100.0

4 ~ 2.. 1 ~,. 1/2 I

3 6

U.S. SIEVE NUMBERS

10 ..16 ~~ 30 .~ 50 100 I

HYDROMETER

I- 65 J:

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9.5 18.4

Specimen Sample Description PI

%Silt

PL

Percent Finer (mm)

Q.

CI)

ci

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GRADATION CURVE

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T

II I I

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SieveSize 0.075 0.15 0.25 0.425 0.85 2 4.75 9.5 % Finer 81.0 85.5 90.1 94.3 97.5 99.4 99.9 100.0

U.S.SIEVEOPENINGIN INCHES

4 ~ 2.. 1~.. 112

U.S. SIEVE NUMBERS

10.,16 ~~ 30 .~ 50

I

HYDROMETERI

3 6 100 f- 65 I Q 60w 3:

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GRAIN SIZE IN MilLIMETERS

1.0ft

GRAVEL

fine

SILT OR CLAYCOBBLES

Specimen Sample Description moo

9.5 14.6

Percent Finer (mm) a.

VI

ci

VI

f-...J

VI

w a:

f-

VI

w f-a> f-, ~I

Project:

GRADATION CURVE

Pee Dee National Wildlife Refuge

~hnabel Schnabel Engineering w >w en Contract: 05140065.04 v V ' v vv ..vV v ..- -..

I 11 I I I I I I I

I '"

I

I

I

% Finer 84.9 90.8 93.7 96.5 98.7 99.5 99.7 100.0

4 ~ 2. ~ 1 ~,. 1/2

I

U.S. SIEVE NUMBE:RS

10 ..16 M 30 .n 50 100 I

HYDROMETER

I- 65 I Q 60w >- 55

III

c::

w 50 z u::

I- 45 z w ~ 40 w a.

100 0.1 0.01 0.00110

GRAIN SIZE IN MILLIMETERS

fine

SILT OR CLAYCOBBLES GRAVEL

.,00 ~ Specimen ~tl.. WL-08 ::I!

~ Test Method ~ AASHTO T88 Set A ...J

II

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GI

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Sample Description PL

PI

273.0 ft moo

19 14.2 %Clay

80.6

Percent Finer (mm) tl.' U)

U) w 0:

f- U) W f-

ID

:5 f- W W I

~ ~~::n~::Project:

GRADATION CURVE

Pee Dee National Wildlife Refuge w >w en

Contract: 05140065.04

- - ..- " "'0 '+ 0 ,'+ £v '+V OV . 'tv

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% Finer 80.6 84.2 87.0 89.6 92.4 94.8…