Geotech Report.pdf

Geotechnical Report, Camp 70 Road ii

Geotechnical Engineering Report

Prepared for the Federal Highway Administration

Prepared by AECOM iii

Quality information

Document name Ref Prepared for Prepared by Date Reviewed by

Geotechnical Report Final FHWA Marco Gravina, PE 03-02-2020 Victor Omelchenko, PE, DGE

Revision history

Revision Revision date Details Name Position

This document has been prepared by AECOM Limited for the sole use of our client (the “Client”) and in accordance with generally accepted consultancy principles, iv

Table of Contents

1 PROPOSED CONSTRUCTION ..................................................................................... 1-1

2 SCOPE OF WORK ......................................................................................................... 2-1

3 FIELD EXPLORATION ................................................................................................... 3-1

3.1 Subsurface Explorations ......................................................................................................... 3-1

3.2 Boring Stakeout and Subsurface Utility Clearance ................................................................ 3-1

3.3 Unexploded Ordinance (UXO) Clearance .............................................................................. 3-1

3.4 Drilling Methodology and Sampling ........................................................................................ 3-1

4 SUBSURFACE EXPLORATION RESULTS .................................................................. 4-1

4.1 Subsurface Conditions ............................................................................................................ 4-1

4.2 Groundwater ............................................................................................................................ 4-2

4.3 Soil Laboratory Test Results ................................................................................................... 4-2

4.4 Corrosivity Testing ................................................................................................................... 4-2

5 RECOMMENDATIONS .................................................................................................. 5-1

5.1 Fill, Roadway and Trail Subgrades Recommendations ......................................................... 5-1

5.2 Fill Placement and Compaction .............................................................................................. 5-2

5.3 Expected Variations in Soil Conditions ................................................................................... 5-3

5.4 Temporary Slopes ................................................................................................................... 5-3

5.5 Permanent Slopes ................................................................................................................... 5-3

5.6 Construction Monitoring .......................................................................................................... 5-4

6 LIMITATIONS ................................................................................................................. 6-1

Figure 1

Site Vicinity Map

Figure 2

Soil Boring Location Plan

Appendix A

Soil Boring Logs and Profiles

Appendix B

Soil Laboratory Test Results

AECOM 1-1

1 PROPOSED CONSTRUCTION

The Federal Highway Administration (FHWA) is working on improvements to the existing Camp

70 Road located within the Canaan Valley National Wildlife Refuge in Tucker County, West

Virginia. A Site Vicinity Map is included as Figure 1. The roadway and adjacent land are owned and maintained by the United States Fish and Wildlife Service (USFWS). The USFWS is proposing to reconstruct about 1,000 feet of the existing Camp 70 Road. The extent of roadway reconstruction includes about 280 feet outside of the Refuge boundary and the remaining length that is from the Refuge boundary to Mile Post 0.2. Camp 70 Road serves as a recreational road and provides access to a canoe/kayak launch at Blackwater River. A gravel parking area is present at the end of the road.

The improvements will include re-grading the existing road and changing it into a 12 feet wide two-way gravel road. The reconstruction will include eliminating large boulders, resurfacing the road with gravel, expanding the existing parking lot to increase its capacity to 14 parking spa-ces including two accessible spaces, and providing a cellular confinement system for the parking area and trail. The River’s Edge Trail which provides access to the kayak/canoe launch at the Blackwater River from the parking lot will be improved to make it an American with Dis-ability Act (ADA) grade-friendly trail. Some new drainage structures may be needed for drainage to avoid ponding of water on the road. It is anticipated that the roadway and park-ing lot will mainly be used by passenger vehicles, pickup trucks, boat trailers and maintenance vehicles.

AECOM 2-1

2 SCOPE OF WORK

The scope of services consisted of drilling six soil borings (R-1 through R-4, T-1 and T-2), documenting groundwater levels during drilling, performing limited geotechnical soil laboratory testing on select samples and preparation of this report to include the field data collected and our geotechnical engineering recommendations. The approximate soil boring locations are illustrated in the Soil Boring Location Plans included in Figure 2. This geotechnical engineering report contains the following:

A. Soil boring logs including soil descriptions and soil laboratory test results.

B. A soil boring location plan.

C. Results of geotechnical engineering soil laboratory testing.

D. Recommendations for the handling of groundwater in the design and construction.

E. Recommendations for roadway and The River’s Edge Trail subgrade preparation.

F. Recommendations for earthwork requirements, comments regarding the suitability of on-site materials for re-use as structural fill and backfill material, and removal of unsuitable materials.

G. Comments regarding geotechnical construction considerations that should be considered both in the design and in the construction plans and specifications.

AECOM 3-1

3 FIELD EXPLORATION

3.1 Subsurface Explorations

AECOM conducted a subsurface investigation program for the Camp 70 Road reconstruction. A total of six soil borings were drilled at the site at the approximate locations illustrated on the Soil

Boring Location Plan included as Figure 2. The soil test boring logs are included in Appendix A.

3.2 Boring Stakeout and Subsurface Utility Clearance

The boring locations and elevations were field located by AECOM with a hand-held GPS unit prior to drilling the borings. The approximate ground surface elevations at the soil boring locations are shown on the boring logs included in Appendix A. The approximate boring locations are illustrated on the Soil Boring Location Plan included as Figure 2.

3.3 Unexploded Ordinance (UXO) Clearance

UXO clearance was performed at the boring locations by Mr. John Zimmer of the US Army Corps of Engineers (USACE). The UXO clearance was performed at an interval of two feet to a total depth of about six feet below existing grades at each boring location. Anomalies were detected during the

UXO clearance in borings R-1 and R-3 at about two feet below existing grades. These boring were offset approximately five feet and the borehole was cleared again.

3.4 Drilling Methodology and Sampling

Connelly and Associates, Inc. from Frederick, Maryland drilled the soil test borings on December

3rd and December 4th, 2019. The borings were drilled with a track mounted CME-55 drill rig.

The borings were drilled using 3-1/4 inch diameter continuous flight hollow stem augers to advance the borings. Representative soil samples were obtained using a two-inch outside diameter split-barrel spoon sampler in general accordance with ASTM D1586 standards.

Standard penetration tests (SPTs) were performed by driving the split-spoon sampler into the soil a distance of 18 or 24 inches over three or four six-inch intervals by means of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler through the second and third six-inch intervals (i.e., the N-values) for each sample are indicated on the soil test boring logs included in Appendix A. Soil samples were obtained continuously in the borings in the upper 10 feet of soil overburden and every five feet below the upper 10 feet. The

N-values provide an indication of the in-place density (granular materials) and consistency

(cohesive materials) of the soils.

After recovery, the soil samples were removed from the samplers and were visually classified by a senior geologist from our office. Representative portions of the soil samples were sealed in glass jars and retained for further review. The visual classifications of the soil samples were based on texture and plasticity, in accordance with the Unified Soil Classification System

(USCS). A brief description of the USCS is also included in Appendix A. The borings were backfilled with the soil cuttings after the groundwater measurements were obtained.

AECOM 4-1

4 SUBSURFACE EXPLORATION RESULTS

4.1 Subsurface Conditions

The materials encountered during the subsurface exploration are described below for the purposes of our discussions in this report. It should be noted that these descriptions do not imply continuity of the materials encountered in the borings. The descriptions of the materials have been established to characterize similar subsurface conditions based on material gradations.

The subsurface materials encountered in the test borings, along with the range of Standard

Penetration Test (SPT) N-Values are described in the following paragraphs. Two subsurface profile sections are included in Appendix A and their locations are illustrated in Figure 2.

Up to about three to six inches of crushed stone was encountered at the locations of the soil borings. These depths should not be considered as part of an overall stripping depth, as the topsoil depths may be thicker in other areas of the site where borings were not performed.

Stratum A

(Existing Fill and Probable Fill)

Existing Fill was encountered below the crushed stone to about 1.3 feet and 3.5 feet below existing grades; medium dense, Silty Sand (SM), Silty Gravel with sand (GM), Clayey Sand (SC) and Clayey Sand with Gravel (SC);

N-Values range: 9 blows per foot (bpf) to 20 bpf.

Stratum B

(Natural Sandy Soils)

Below the crushed stone and Stratum A Soils to depths of between about 4 feet and 25 feet below existing grade;

loose to dense Silty Sand (SM), Silty Sand with gravel

(SM), Clayey Sand (SC), Clayey Sand With gravel (SC), Poorly Graded Sand with Silt and Gravel (SP-SM), Clayey Gravel with sand (GC), Poorly Graded Gravel with silt (GP-GM), Silty Gravel with sand (GM) with

Gravel; N values range: 8 bpf to 44 bpf.

Stratum C

(Natural Cohesive Soils)

Below Stratum A and B Soils to depths of 10 feet below existing grades, stiff to very stiff; Sandy Lean Clay (CL), Fat Clay with Sand (CH) and Sandy Fat Clay with Gravel

(CH); N-values range: 5 bpf to 17 bpf.

AECOM 4-2

4.2 Groundwater

Groundwater measurements were obtained during drilling operations, upon completion of the borings and up to about 24 hours after drilling. A one-inch diameter temporary PVC standpipe was installed in borings T-1 and T-2 to obtain the stabilized 24-hour groundwater levels and to prevent the boring sidewalls from caving in. The groundwater observations made in the borings are included in the soil boring logs included in Appendix A and are summarized below:

Groundwater Observations Summary

Soil Boring

Number

Approximate

Ground Surface

Elevation (feet)

Approximate Depth to Groundwater

(feet)

Approximate

Groundwater

Elevation (feet)

Boring Cave

Depth (feet)

R-1 3,160 Dry -- 5.7

R-2 3,165 Dry -- 4.8

R-3 3,165 Dry -- 4.5

R-4 3,160 Dry -- 2.4

T-1 3,160 18.3 3,141.7 *

T-2 3,158 18.1 3,140 *

*Installed a 1-inch diameter temporary PVC standpipe

Perched water conditions may be encountered during construction due to the presence of fine-grained soils interbedded with free-draining sandy soils. It is possible that stabilized groundwater levels are higher than those encountered during drilling. It should be noted that fluctuations in groundwater levels may occur as a result of seasonal variations in rainfall, proximity of the site to large bodies of water, evaporation, construction activity, surface runoff, and other site-specific factors.

4.3 Soil Laboratory Test Results

Soil samples were transported to AECOM’s Germantown, Maryland, office for further observation before samples were selected to undergo soil laboratory testing. Selected split-spoon soil samples were tested by Jay Kay Testing Inc. to determine the physical and engineering properties of the on-site soils. The soil laboratory tests were conducted in accordance with applicable ASTM standards and specifications. The testing included moisture content determinations (ASTM

D2216), Atterberg Limits tests (ASTM D4318), mechanical gradation analyses (ASTM D6913), Standard Proctor tests (ASTM D698), and California Bearing Ratio (CBR) testing (ASTM D1883).

The soil laboratory test results are included in Appendix B.

4.4 Corrosivity Testing

A composite soil sample obtained from boring R-4 was submitted for testing to determine the corrosion potential of the onsite soils. The composite sample was obtained from approximately 0 to

4.0 feet below the ground surface.

pH testing of the soil sample was conducted in general accordance with ASTM D4972. Soil resistivity testing was conducted in general accordance with the ASTM G57. Sulfate and Chloride concentration testing was performed in general accordance with ASTM T290 and ASTM T291, respectively. The oxidation-reduction potential of the soil was performed in general accordance with

ASTM G200 and the sulfide concentration test was performed in accordance with the United States

AECOM 4-3

Environmental Protection Agency (EPA) method 9034. The soil laboratory test results will be included in the final submission.

Corrosion Test Results Summary

Boring pH Chloride

(ppm)*

Sulfate

(ppm)

Sulfides

(ppm)

Resistivity

(ohm-cm)

Oxidation-

Reduction

Potential

(mV)

R-4 6.1 3.4 44.9 14 107,863 292

*PPM=parts per million

The geochemical properties of the soils at the project site need to be considered in the final design of the facilities of the project, including, sewers, structures, and foundations. The American Water

Works Association (AWWA) standard C-105 (Polyethylene Encasement for Ductile-Iron Pipe

System) was used to assess the corrosion potential of the soil based on the soil resistivity, redox potential, pH, sulfides concentration, and moisture of the soils. Based on the test results provided above, the onsite soils tested are not considered to be corrosive to ductile iron pipe.

The test results indicated a sulfate concentration of 44.9 ppm detected on the sample tested. Based on the American Concrete Institute (ACI) 318, there is no concern of injurious sulfate attack on concrete at this level of soil sulfate concentration. Concrete can be designed to meet the criteria for

Exposure Category S0 as defined in ACI 318. Final selection of the cement grade and approval of the concrete mix shall be performed by the project structural engineer.

AECOM 5-1

5 RECOMMENDATIONS

The recommendations included below are based on our understanding of the project, on geotechnical data obtained during the field investigation and the soil laboratory test results. It is anticipated that minimal cuts and fills will be required as part of the roadway reconstruction.

Some cut in to the existing slopes may be necessary to construct drainage ditches along the roadway and parking lot. Details of our recommendations are provided in the paragraphs below.

5.1 Fill, Roadway and Trail Subgrades Recommendations

As part of the roadway and trail reconstruction, new fills and cuts will be necessary to reach the proposed grades. Based on the soil boring data and project information provided in Section 1 of this report, the soils at the proposed subgrades are expected to consist of new compacted fill, natural soils or existing fill. These soils are generally considered suitable for direct roadway and trail support provided that the subgrades are prepared as recommended herein. As previously mentioned in Section 1 of this report, the improvements will include re-grading the existing road and changing it into a 12 feet wide two-way gravel road, expanding the existing parking lot and making the existing trail ADA friendly. The roadway and parking lot will mainly be used by passenger vehicles, pickup trucks, boat trailers and maintenance vehicles. It is recommended that the roadway be resurfaced with a minimum of six inches of base course material. The base course material may consist of crushed stone aggregate or recycled concrete meeting the “base course” material specifications in accordance with the “Standard

Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-14).”

The roadway and trail subgrades should be stripped of vegetation, roots, topsoil, and any deleterious materials. The subgrades should be proof-rolled with a 10-ton loaded dump truck or equipment of equal weight under the presence of the geotechnical engineer to verify the suitability of the subgrades prior to the placement of new fill material or crushed stone subbase material, where possible. Any excessively yielding materials at the subgrades that are encountered, should be undercut and replaced with new compacted fill or crushed stone. Three to six inches of crushed stone gravel was encountered at the soil boring locations. Some sections of the proposed roadway, parking lot and trail subgrades may consist of existing crushed stone gravel. It is our opinion that the existing crushed stone may be left in place if the subgrades are proofrolled and prepared as discussed above and the subgrades are not excessively yielding. The depth of the existing crushed stone gravel should be verified in during construction. Subgrade compaction requirements are included in Section 5.2 of this report.

Fill, pavement and trail subgrades consisting of existing fill soils of Stratum A or crushed stone may be soft and yielding in some areas particularly in the low-lying areas of the site. Where moisture conditioning and re-compaction do not create stable subgrades, undercutting of these soils may be necessary to stabilize the subgrades to achieve the structural fill compaction requirements. The depth of undercutting, if necessary, will vary depending on the actual soil conditions encountered and should be determined in the field by the geotechnical engineer.

We recommend establishing a budget for the undercutting of soft and yielding existing fill and natural soils. Bridging over excessively soft soil may be necessary to prepare and stabilize the

AECOM 5-2

fill or pavement subgrades. The bridge lift may consist of a geotextile fabric and crushed stone.

The thickness of the bridge lift, if required, should be assessed in the field during construction by the geotechnical engineer. All undercuts, if necessary, should be approved and performed under the observation of the geotechnical engineer.

The upper 12 inches of the final subgrades should be scarified and re-compacted prior to placement of the subbase material. Moisture conditioning of the subgrades may be necessary to achieve the required compaction. Compaction requirements are provided in the following section of this report.

It is understood that roadway cellular confinement system products will be used at the proposed parking area and The River’s Edge Trail which provides access to the kayak/canoe launch at the Blackwater River. These products are suitable for improvement of the proposed unpaved parking lot and trail and will extend the life of these areas, provide material confinement and control erosion of the surface materials. It is our opinion that, the use of cellular confinement products will also reduce maintenance of the unpaved subgrades in these areas. It is our opinion that a cellular confinement product with a minimum thickness of four inches and two inches is suitable for use in the parking lot and the trail areas, respectively. The parking lot and trail improvements must also include making the parking lot and trail ADA friendly. Therefore, limestone sand or equivalent material should be used as base course material in these areas.

We recommend contacting various distributors who carry cellular confinement systems that conform to the “Standard Specifications for Construction of Roads and Bridges on Federal

Highway Projects (FP-14)” to choose the appropriate cellular confinement system for the project.

5.2 Fill Placement and Compaction

All new compacted structural fill and backfill should be placed in loose lifts not exceeding eight inches in thickness and should be compacted to at least 95 percent of the maximum dry density in accordance with AASHTO T99 (ASTM D698). In general, the moisture content of the fill materials should be maintained within 3 percent of the optimum moisture content per ASTM

D698. The final pavement subgrades should be scarified and dried or moistened as required and re-compacted to a minimum of 100 percent of the Standard Proctor dry density (AASHTO

T99) for a minimum depth of 12 inches. Compacted fill material placed below the upper 12 inches below the proposed roadway subgrades should be compacted to at least 95 percent of the maximum dry density in accordance with AASHTO T99. Materials to be used as compacted fill below the base course material and the cellular confinement system should be classified as

CL, ML, SM, SC or more granular. Also, soils should have a Liquid Limit (LL) and Plastic Limit

(PL) of less than 40 and 20, respectively.

Depending on the amounts of cuts and fill necessary to regrade the existing roadway, off-site borrow material may be required to be used as compacted fill material. The majority of the onsite soils are expected to consist of Stratum B soils that classify as CL, ML, SM, SC, SP-SM or more granular which should be suitable for reuse as compacted structural fill, provided they meet the above requirements and are free of organic matter and other deleterious matter. Soil of Stratum

A are considered suitable for reuse as compacted fill and backfill provided that they are free of organic and deleterious matter. Some moisture conditioning of these soils will be required to

AECOM 5-3

achieve the compaction requirements. Soils classified CH, and MH are not considered suitable for reuse as compacted fill or backfill. The suitability of the onsite soils for reuse as fill and backfill should be determined by the geotechnical engineer during construction.

5.3 Expected Variations in Soil Conditions

Interpretation of general subsurface soil conditions presented herein is based on the soil and groundwater conditions encountered in the limited number of soil borings. Although representative portions of the samples taken were tested, subsurface conditions may vary between exploration locations. If conditions are found to be different from those observed in the borings, recommendations contained in this report should be re-evaluated by AECOM and confirmed in writing. Since the groundwater levels are expected to fluctuate with rainfall, season, temperature, climate, construction in the area, etc., groundwater conditions at the time of construction may be different from those found during the time of the explorations.

5.4 Temporary Slopes

Temporary excavations in the strata A and B soils above the groundwater table must be sloped no steeper than 1.5H:1V (height to depth ratio) or must be benched safely according to the

Occupational Safety and Health Administration (OSHA) guidelines and local code requirements.

Plastic covering may be used to cover the temporary slopes to prevent moisture changes and to maintain stability. Due to the presence of cohesionless soils and potential perched groundwater in excavations, sloughing or caving may occur that could create unstable conditions. The contractor should be prepared to provide trench boxes or other adequate bracing or shoring systems along with localized construction dewatering consisting of submersible pumps in gravel sumps or collector trenches. The actual means and methods of excavation support and dewatering should be left up to the contractor. All excavations should be performed in accordance with OSHA and local requirements.

5.5 Permanent Slopes

It is anticipated that permanent new slopes may be constructed at the site or new slopes will be constructed in cut areas. The proposed heights are not known at this time. Permanent embankment slopes should be 2H:1V or flatter. All new fill material placed to build the embankments should be placed in loose lifts not exceeding 8 inches in thickness and should be compacted to at least 95 percent of the maximum dry density, in accordance with AASHTO T99.

In general, the moisture content of the fill materials should be maintained within 3 percent of the optimum moisture content per AASHTO T99.

Water run off should be diverted away from the slopes. All final slope surfaces should be covered with deep rooted grass to protect the slopes from surface sloughing. As an alternative, erosion control mats may be installed to reduce the potential for surface sloughing. Erosion control mats are designed to provide long-term, pre-vegetated erosion protection and permanent turf reinforcement. The erosion control mats allow grass and vegetation to grow within them for additional protection.

AECOM 5-4

5.6 Construction Monitoring

Monitoring of the construction is strongly recommended to address quality control/quality assurance issues and to promptly address non-conforming construction. Full time construction monitoring should be provided during all aspects of the earthwork, excavation, and construction by a geotechnical engineering firm that is familiar with the design and construction criteria for the project. The monitoring should include documentation of all aspects of the excavation, subgrade conditions, subgrade preparation, placement and compaction of fill and backfill and other relevant construction issues. The construction monitoring should be performed under the direction of a Professional Engineer licensed in the State of West Virginia.

AECOM 6-1

6 LIMITATIONS

The data presented herein is based on data obtained from limited soil borings performed at the indicated locations. This report does not reflect any variations that may occur between boring locations or across the site in areas not sampled. The nature and extent of such variations may not become evident until construction. Groundwater conditions during construction may be different from the observations made in the borings.

This report has been prepared for the specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, express or implied, is provided. In the event that any changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed, and the conclusions of this report are modified or verified in writing by AECOM.

AECOM 6-1

Figure 1

Site Vicinity Map

AECOM 6-2

Figure 2

Soil Boring Location Plan

A

A

B

B

A A Subsurface Profile marco.gravina Line marco.gravina Line marco.gravina Text Box marco.gravina Line

AECOM A-1

Appendix A

Soil Boring Logs and Profiles

0.0 - 0.5 ft: 6 Inches of Crushed Stone

0.5 - 2.0 ft: Moist, dense, light yellowish brown, fine to coarse, SILTY SAND WITH GRAVEL, contains rock fragments

2.0 - 4.0 ft: Moist, medium dense, dark reddish brown, fine to coarse, CLAYEY SAND, contains fine gravel

4.0 - 8.0 ft: Moist, stiff, dark reddish brown, high plasticity, SANDY LEAN CLAY, contains fine gravel, contains black stringers

8.0 - 10.0 ft: Moist, medium stiff, dark reddish brown, high plasticity, SANDY LEAN CLAY WITH GRAVEL, fine gravel

Boring completed at 10.0 FT on 12/4/2019 at

11:00 HOURS.

Boring backfilled with cuttings upon completion.

SM

SC

CL

CL

S-1

S-2

S-3

S-4

S-5

23 15 3.00

3.00

2.25

0.0ft: Bulk sample collected from 0.0-5.0'

2.0ft: UXO magnetic locator detected an anomaly at 2.0', boring was offset 5.0'.

2.0ft: Slight auger grinding

6.0ft: Bottom of UXO clearance inspection

6.4

10.7

(54%)

(100%)

(42%)

(46%)

(88%)

18- 13- 31- 10 (N=44)

5- 8- 8- 8 (N=16)

4- 8- 7- 10 (N=15)

7- 7- 10- 9 (N=17)

2- 2- 3- 6 (N=5)

A

B

C

HAMMER TYPE/WEIGHT: Auto Hammer/140lbs

16:34

Date

DRY

DRILL RIG: CME-55 (Track)

BIT TYPE/SIZE: N/A/ N/A

CHECKED BY: M. Gravina

Date Time Groundwater Observations

DRY16:0112-04-2019Encountered

DRILL METHOD: 3-1/4" I.D. Hollow Stem Auger

Completion 5.7

Event

LOGGED BY: K.Bell

12-04-2019

DRILLER: Tyler Fisher

DATE STARTED: 12/4/2019

DATE COMPLETED: 12/4/2019

DRILLING CONTRACTOR: Connelly & Asso

CASING TYPE: HSA

CASING SIZE: 3-1/4"

Depth (ft)

BOREHOLE DEPTH: 10.0 FT

SURFACE ELEVATION: 3160 FT

Cave in Depth (ft)

AECOM TECHNICAL SERVICES, INC.

PROJECT: Canaan Valley National Wildlife Refuge

PROJECT LOCATION: Camp 70 Road, Davis, WV

PROJECT NUMBER: 60615063

RC = Rock Core

B = Bulk Sample

T = Shelby Tube SampleG = Geoprobe

S = Split Spoon Sample

12420 Milestone Center Drive, Suite 150 Germantown, MD 20876 Phone: 301.820.3000 Fax: 301.820.3009

SHEET 1 of 1

A E

C O

M S

O

IL

R O

C K

A E

C O

M -G

E O

T E

C H

_C A

V A

.G P

J A

E C

O M

-G E

O T

E C

H _P

R O

JE

C

T -D

E S

IG

N

.G D

T

/3 1/

R

E V

SC = Sonic CorePS = Piston Sample

P = Pitcher Sample

H = Hand Auger Sample

DESCRIPTION

Log of Boring R-1

U S

C S

N U

M B

E R

SAMPLES

Li qu id L im it

P la st ic

L im it

P oc ke t P en ts f)

D E

P T

H

F T

2.5

5.0

7.5

10.0

G R

A P

H

IC

T Y

P E

T or va ne ts f)

REMARKS

AND TESTS

M oi st ur e C on te nt

E

LE

V

F T

3157.5

3155.0

3152.5

3150.0

R E

C

IN

BLOWS

S T

R A

T U

M

0.0 - 0.3 ft: 3 Inches of Crushed Stone

0.3 - 1.3 ft: (FILL) Moist, medium dense, black, fine to coarse, Silty Gravel With Sand

1.3 - 2.0 ft: Moist, very stiff, dark brown, low plasticity, SANDY LEAN CLAY, contains fine gravel, contains

2.0 - 4.0 ft: Moist, medium dense, light brown, fine to coarse, SILTY CLAYEY GRAVEL

WITH SAND

4.0 - 10.0 ft: Moist, stiff, dark reddish brown and brown, high plasticity, SANDY LEAN CLAY WITH GRAVEL, contains rock fragments, fine gravel

8.2 ft: changes to contains a 3" decomposed rock layer

Boring completed at 10.0 FT on 12/4/2019 at

10:00 HOURS.

Boring backfilled with cuttings upon completion.

GM

CL

GC-

GM

CL

S-1

S-2

S-3

S-4

S-5

30 17

3.00

2.75

3.00

0.0ft: Bulk sample collected from 0.0-5.0'

6.0ft: Bottom of UXO clearance inspection

17.4

(83%)

(79%)

(100%)

(38%)

(75%)

10- 11- 5- 5 (N=16)

7- 8- 8- 10 (N=16)

4- 4- 5- 4 (N=9)

3- 5- 7- 7 (N=12)

2- 5- 8- 8 (N=13)

A

C

B

C

HAMMER TYPE/WEIGHT: Auto Hammer/140lbs

16:34

Date

DRY

DRILL RIG: CME-55 (Track)

BIT TYPE/SIZE: N/A/ N/A

CHECKED BY: M. Gravina

Date Time Groundwater Observations

DRY16:0112-04-2019Encountered

DRILL METHOD: 3-1/4" I.D. Hollow Stem Auger

Completion 4.8

Event

LOGGED BY: K.Bell

12-04-2019

DRILLER: Tyler Fisher

DATE STARTED: 12/4/2019

DATE COMPLETED: 12/4/2019

DRILLING CONTRACTOR: Connelly & Asso

CASING TYPE: HSA

CASING SIZE: 3-1/4"

Depth (ft)

BOREHOLE DEPTH: 10.0 FT

SURFACE ELEVATION: 3165 FT

Cave in Depth (ft)

AECOM TECHNICAL SERVICES, INC.

PROJECT: Canaan Valley National Wildlife Refuge

PROJECT LOCATION: Camp 70 Road, Davis, WV

PROJECT NUMBER: 60615063

RC = Rock Core

B = Bulk Sample

T = Shelby Tube SampleG = Geoprobe

S = Split Spoon Sample

12420 Milestone Center Drive, Suite 150 Germantown, MD 20876 Phone: 301.820.3000 Fax: 301.820.3009

SHEET 1 of 1

A E

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R

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SC = Sonic CorePS = Piston Sample

P = Pitcher Sample

H = Hand Auger Sample

DESCRIPTION

Log of Boring R-2

U S

C S

N U

M B

E R

SAMPLES

Li qu id L im it

P la st ic

L im it

P oc ke t P en ts f)

D E

P T

H

F T

2.5

5.0

7.5

10.0

G R

A P

H

IC

T Y

P E

T or va ne ts f)

REMARKS

AND TESTS

M oi st ur e C on te nt

E

LE

V

F T

3162.5

3160.0

3157.5

3155.0

R E

C

IN

BLOWS

S T

R A

T

0.0 - 0.3 ft: 3 Inches of Crushed Stone

0.3 - 1.9 ft: (FILL) Moist, medium dense, black and dark brown, fine to coarse, Silty Sand, contains fine gravel

1.9 - 4.0 ft: Moist, medium dense, light yellowish brown, fine to coarse, SILTY CLAYEY SAND, contains fine gravel, contains rock fragments

4.0 - 8.0 ft: Moist, dense to dense, light yellowish brown and brown, fine to coarse, SILTY GRAVEL WITH SAND, contains rock fragments

6.0 ft: changes to medium dense

8.0 - 10.0 ft: Moist, medium dense, dark brown, fine to coarse, SILTY SAND WITH GRAVEL, contains rock fragments

Boring completed at 10.0 FT on 12/4/2019 at

9:00 HOURS.

Boring backfilled with cuttings upon completion.

SM

SC-

SM

GM

SM

S-1

S-2

S-3

S-4

S-5

2.0ft: UXO magnetic locator detected an anomaly at 2.0', boring was offset 5.0'.

5.0ft: Slight bit chatter

6.0ft: Bottom of UXO clearance inspection

14.2

11.5

10.3

(67%)

(100%)

(100%)

(100%)

(100%)

5- 7- 9- 5 (N=16)

5- 5- 8- 18 (N=13)

16- 17- 18- 15 (N=35)

6- 13- 12- 12 (N=25)

8- 16- 13- 12 (N=29)

A

B

HAMMER TYPE/WEIGHT: Auto Hammer/140lbs

16:34

Date

DRY

DRILL RIG: CME-55 (Track)

BIT TYPE/SIZE: N/A/ N/A

CHECKED BY: M. Gravina

Date Time Groundwater Observations

DRY16:0112-04-2019Encountered

DRILL METHOD: 3-1/4" I.D. Hollow Stem Auger

Completion 4.5

Event

LOGGED BY: K.Bell

12-04-2019

DRILLER: Tyler Fisher

DATE STARTED: 12/4/2019

DATE COMPLETED: 12/4/2019

DRILLING CONTRACTOR: Connelly & Asso

CASING TYPE: HSA

CASING SIZE: 3-1/4"

Depth (ft)

BOREHOLE DEPTH: 10.0 FT

SURFACE ELEVATION: 3165 FT

Cave in Depth (ft)

AECOM TECHNICAL SERVICES, INC.

PROJECT: Canaan Valley National Wildlife Refuge

PROJECT LOCATION: Camp 70 Road, Davis, WV

PROJECT NUMBER: 60615063

RC = Rock Core

B = Bulk Sample

T = Shelby Tube SampleG = Geoprobe

S = Split Spoon Sample

12420 Milestone Center Drive, Suite 150 Germantown, MD 20876 Phone: 301.820.3000 Fax: 301.820.3009

SHEET 1 of 1

A E

C O

M S

O

IL

R O

C K

A E

C O

M -G

E O

T E

C H

_C A

V A

.G P

J A

E C

O M

-G E

O T

E C

H _P

R O

JE

C

T -D

E S

IG

N

.G D

T

/3 1/

R

E V

SC = Sonic CorePS = Piston Sample

P = Pitcher Sample

H = Hand Auger Sample

DESCRIPTION

Log of Boring R-3

U S

C S

N U

M B

E R

SAMPLES

Li qu id L im it

P la st ic

L im it

P oc ke t P en ts f)

D E

P T

H

F T

2.5

5.0

7.5

10.0

G R

A P

H

IC

T Y

P E

T or va ne ts f)

REMARKS

AND TESTS

M oi st ur e C on te nt

E

LE

V

F T

3162.5

3160.0

3157.5

3155.0

R E

C

IN

BLOWS

S T

R A

T

0.5 - 4.0 ft: (FILL) Moist, medium dense, brown and yellowish brown, fine to coarse, Clayey Sand, contains gravel

2.4 ft: contains a 3 inch gravel layer

3.5 ft: contains pockets of FAT CLAY

4.0 - 6.0 ft: Moist, dense, brown, fine to coarse, SILTY CLAYEY SAND WITH GRAVEL, fine gravel

6.0 - 10.0 ft: Moist, medium dense, brown, fine to coarse, SILTY SAND WITH GRAVEL, fine gravel

Boring completed at 10.0 FT on 12/3/2019 at

16:00 HOURS.

Boring backfilled with cuttings upon completion.

SC

SC-

SM

SM

S-1

S-2

S-3

S-4

S-6

21 17

0.0ft: Bulk sample collected from 0.0 to 5.0'

6.0ft: Bottom of UXO clearance inspection

8.4

(88%)

(100%)

(67%)

(100%)

(58%)

3- 7- 13- 17 (N=20)

6- 10- 9- 9 (N=19)

6- 15- 16- 10 (N=31)

4- 6- 8- 8 (N=14)

4- 10- 7- 9 (N=17)

A

B

HAMMER TYPE/WEIGHT: Auto Hammer/140lbs

16:34

Date

DRY

DRILL RIG: CME-55 (Track)

BIT TYPE/SIZE: N/A/ N/A

CHECKED BY: M. Gravina

Date Time Groundwater Observations

DRY16:0112-03-2019Encountered

DRILL METHOD: 3-1/4" I.D. Hollow Stem Auger

Completion 2.4

Event

LOGGED BY: K.Bell

12-03-2019

DRILLER: Tyler Fisher

DATE STARTED: 12/3/2019

DATE COMPLETED: 12/3/2019

DRILLING CONTRACTOR: Connelly & Asso

CASING TYPE: HSA

CASING SIZE: 3-1/4"

Depth (ft)

BOREHOLE DEPTH: 10.0 FT

SURFACE ELEVATION: 3160 FT

Cave in Depth (ft)

AECOM TECHNICAL SERVICES, INC.

PROJECT: Canaan Valley National Wildlife Refuge

PROJECT LOCATION: Camp 70 Road, Davis, WV

PROJECT NUMBER: 60615063

RC = Rock Core

B = Bulk Sample

T = Shelby Tube SampleG = Geoprobe

S = Split Spoon Sample

12420 Milestone Center Drive, Suite 150 Germantown, MD 20876 Phone: 301.820.3000 Fax: 301.820.3009

SHEET 1 of 1

A E

C O

M S

O

IL

R O

C K

A E

C O

M -G

E O

T E

C H

_C A

V A

.G P

J A

E C

O M

-G E

O T

E C

H _P

R O

JE

C

T -D

E S

IG

N

.G D

T

/3 1/

R

E V

SC = Sonic CorePS = Piston Sample

P = Pitcher Sample

H = Hand Auger Sample

DESCRIPTION

Log of Boring R-4

U S

C S

N U

M B

E R

SAMPLES

Li qu id L im it

P la st ic

L im it

P oc ke t P en ts f)

D E

P T

H

F T

2.5

5.0

7.5

10.0

G R

A P

H

IC

T Y

P E

T or va ne ts f)

REMARKS

AND TESTS

M oi st ur e C on te nt

E

LE

V

F T

3157.5

3155.0

3152.5

3150.0

R E

C

IN

BLOWS

S T

R A

T

0.5 - 2.0 ft: (FILL) Moist, medium dense, light yellowish brown and gray, fine to coarse, Silty Sand, contains fine gravel, rounded gravel

2.0 - 4.0 ft: medium dense, brown and orangeish brown, fine to coarse, SILTY SAND WITH GRAVEL, fine gravel

3.3 ft: changes to contains a 3 inch rock layer

4.0 - 13.5 ft: Moist, loose to medium dense, dark reddish brown and brown, fine to coarse, SILTY SAND, contains fine gravel

6.0 ft: changes to light yellowish brown and brown, contains rock fragments

8.0 ft: changes to dark reddish and brown

13.5 - 23.5 ft: Moist, medium stiff to very stiff, dark reddish brown, low plasticity, SANDY SILT, contains fine gravel

19.1 ft: changes to contains a 4 inch layer of wet silty sand

19.7 ft: changes to contains a 2 inch layer of decomposed rock

23.5 - 25.0 ft: Wet, dense, dark reddish brown and brown, fine to coarse, SILTY GRAVEL WITH SAND, contains rock fragments

Boring completed at 25.0 FT on 12/3/2019 at

14:30 HOURS.

Temporary well installed upon completion.

SM

SM

SM

ML

GM

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

19 18

2.00

3.00

6.0ft: Bottom of UXO clearance inspection

8.5

(75%)

(96%)

(71%)

(100%)

(100%)

(100%)

(78%)

(50%)

7- 6- 7- 7 (N=13)

16- 7- 12- 13 (N=19)

6- 6- 8- 6 (N=14)

10- 10- 12- 12 (N=22)

6- 5- 5- 6 (N=10)

3- 3- 4 (N=7)

3- 11- 8 (N=19)

5- 15- 21 (N=36)

A

B

C

B

HAMMER TYPE/WEIGHT: Auto Hammer/140lbs

12-04-2019

15:01

Date

18.5 DRILL RIG: CME-55 (Track)

24-hour

BIT TYPE/SIZE: N/A/ N/A

CHECKED BY: M. Gravina

Date Time Groundwater Observations

12:00

18.515:3212-03-2019Encountered

DRILL METHOD: 3-1/4" I.D. Hollow Stem Auger

Completion

Event

LOGGED BY: K.Bell

18.3

12-03-2019

DRILLER: Tyler Fisher

DATE STARTED: 12/3/2019

DATE COMPLETED: 12/3/2019

DRILLING CONTRACTOR: Connelly & Asso

CASING TYPE: HSA

CASING SIZE: 3-1/4"

Depth (ft)

BOREHOLE DEPTH: 25.0 FT

SURFACE ELEVATION: 3160 FT

Cave in Depth (ft)

AECOM TECHNICAL SERVICES, INC.

PROJECT: Canaan Valley National Wildlife Refuge

PROJECT LOCATION: Camp 70 Road, Davis, WV

PROJECT NUMBER: 60615063

RC = Rock Core

B = Bulk Sample

T = Shelby Tube SampleG = Geoprobe

S = Split Spoon Sample

12420 Milestone Center Drive, Suite 150 Germantown, MD 20876 Phone: 301.820.3000 Fax: 301.820.3009

SHEET 1 of 1

A E

C O

M S

O

IL

R O

C K

A E

C O

M -G

E O

T E

C H

_C A

V A

.G P

J A

E C

O M

-G E

O T

E C

H _P

R O

JE

C

T -D

E S

IG

N

.G D

T

/3 1/

R

E V

SC = Sonic CorePS = Piston Sample

P = Pitcher Sample

H = Hand Auger Sample

DESCRIPTION

Log of Boring T-1

U S

C S

N U

M B

E R

SAMPLES

Li qu id L im it

P la st ic

L im it

P oc ke t P en ts f)

D E

P T

H

F T

G R

A P

H

IC

T Y

P E

T or va ne ts f)

REMARKS

AND TESTS

M oi st ur e C on te nt

E

LE

V

F T

R E

C

IN

BLOWS

S T

R A

T

0.5 - 2.0 ft: (FILL) Moist, loose, brown and orangeish brown, fine to coarse, Silty Clayey Sand With Gravel, fine gravel

2.0 - 4.0 ft: Moist, medium dense, brown, fine to coarse, SILTY SAND, contains fine gravel

4.0 - 6.0 ft: Moist, medium dense, brown, fine to coarse, CLAYEY SAND WITH GRAVEL, fine gravel

6.0 - 13.5 ft: Moist, medium dense, brown and yellowish brown, fine to coarse, SILTY SAND WITH GRAVEL, fine gravel

13.5 - 23.5 ft: Moist, medium stiff to stiff, dark reddish brown and brown, low plasticity, SANDY SILT, contains fine gravel

23.5 - 25.0 ft: Moist, medium dense, dark brown and reddish brown, fine to coarse, SILTY SAND, contains fine gravel

Boring completed at 25.0 FT on 12/3/2019 at

13:30 HOURS.

Temporary well installed upon completion.

SC-

SM

SM

SC

SM

ML

SM

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

2.25

6.0ft: Bottom of UXO clearance inspection

18.5ft: No recovery in sample S-7 due to gravel lodged in sampler shoe

11.1

9.7

(79%)

(54%)

(100%)

(100%)

(100%)

(100%)

(NR)

(100%)

5- 4- 5- 9 (N=9)

18- 12- 8- 6 (N=20)

6- 7- 7- 9 (N=14)

8- 7- 7- 8 (N=14)

7- 8- 7- 9 (N=15)

5- 3- 5 (N=8)

6- 4- 7 (N=11)

9- 14- 11 (N=25)

A

B

C

B

HAMMER TYPE/WEIGHT: Auto Hammer/140lbs

12-04-2019

13:01

Date

18.7 DRILL RIG: CME-55 (Track)

24-hour

BIT TYPE/SIZE: N/A/ N/A

CHECKED BY: M. Gravina

Date Time Groundwater Observations

12:00

18.613:0212-03-2019Encountered

DRILL METHOD: 3-1/4" I.D. Hollow Stem Auger

Completion

Event

LOGGED BY: K.Bell

18.1

12-03-2019

DRILLER: Tyler Fisher

DATE STARTED: 12/3/2019

DATE COMPLETED: 12/3/2019

DRILLING CONTRACTOR: Connelly & Asso

CASING TYPE: HSA

CASING SIZE: 3-1/4"

Depth (ft)

BOREHOLE DEPTH: 25.0 FT

SURFACE ELEVATION: 3158 FT

Cave in Depth (ft)

AECOM TECHNICAL SERVICES, INC.

PROJECT: Canaan Valley National Wildlife Refuge

PROJECT LOCATION: Camp 70 Road, Davis, WV

PROJECT NUMBER: 60615063

RC = Rock Core

B = Bulk Sample

T = Shelby Tube SampleG = Geoprobe

S = Split Spoon Sample

12420 Milestone Center Drive, Suite 150 Germantown, MD 20876 Phone: 301.820.3000 Fax: 301.820.3009

SHEET 1 of 1

A E

C O

M S

O

IL

R O

C K

A E

C O

M -G

E O

T E

C H

_C A

V A

.G P

J A

E C

O M

-G E

O T

E C

H _P

R O

JE

C

T -D

E S

IG

N

.G D

T

/3 1/

R

E V

SC = Sonic CorePS = Piston Sample

P = Pitcher Sample

H = Hand Auger Sample

DESCRIPTION

Log of Boring T-2

U S

C S

N U

M B

E R

SAMPLES

Li qu id L im it

P la st ic

L im it

P oc ke t P en ts f)

D E

P T

H

F T

G R

A P

H

IC

T Y

P E

T or va ne ts f)

REMARKS

AND TESTS

M oi st ur e C on te nt

E

LE

V

F T

R E

C

IN

BLOWS

S T

R A

T

May 21, 2019 AECOM Technical Services, Inc.

Copyright 2019

IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D-2487)

Major Component Minor Component Group/Graphic

Symbol Group Name

Coarse-

Grained Soils

More than 50% retained on No.

200 sieve

Gravels –

> 50% of coarse fraction retained on No. 4 sieve

Fine, No. 4 to ¾”

Coarse, ¾” to 3”

Clean Gravels

< 5% fines

GW WELL GRADED GRAVEL

GP POORLY GRADED GRAVEL

Gravels with fines

5 - 12% fines

GW-GM WELL GRADED GRAVEL WITH SILT

GW-GC WELL GRADED GRAVEL WITH CLAY

GP-GM POORLY GRADED GRAVEL WITH SILT

GP-GC POORLYGRADED GRAVEL WITH CLAY

Gravels with fines

> 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands –

> = 50% of coarse fraction passes No. 4 sieve

Coarse, No. 10 to No. 4

Medium, No. 40 to No. 10

Fine, No. 200 to No. 40

Clean Sands

< 5% fines

SW WELL GRADED SAND

SP POORLY GRADED SAND

Sands with fines

5 - 12% fines

SW-SM WELL GRADED SAND WITH SILT

SW-SC WELL GRADED SAND WITH CLAY

SP-SM POORLY GRADED SAND WITH SILT

SP-SC POORLYGRADED SAND WITH CLAY

Sands with fines

> 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained

Soils

50% or more passes the No.

200 sieve

Silts and Clays –

Liquid Limit < 50

Low to medium plasticity

Inorganic

CL LEAN CLAY

ML SILT

Organic OL

ORGANIC CLAY

ORGANIC SILT

Silts and Clays –

Liquid Limit >= 50

Medium to high plasticity

Inorganic

CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

Other Symbol

FILL

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D-2487)

Adjective Example

GRAVELLY SANDY

>30% to <50% coarse grained component in a fine-grained soil SANDY FAT CLAY

CLAYEY SILTY

>12% to <50% fine grained component in a coarse-grained soil CLAYEY GRAVEL

WITH GRAVEL

WITH SAND

>15% to <30% coarse grained component in a fine-grained soil SILT WITH SAND

WITH GRAVEL

WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH

SAND

WITH SILT

WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil POORLY GRADED SAND WITH SILT

May 21, 2019 AECOM Technical Services, Inc.

Copyright 2019

III. GLOSSARY OF MISCELLANEOUS TERMS

Moisture: Dry, moist or wet to indicate visual appearance of specimen.

Color: Overall color, with modifiers such as light to dark or variation in coloration such as mottled, streaks etc.

Symbols: Based on Unified Soil Classification System (USCS). A dual symbol “-“indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

Fill: Man-made deposit containing soil, rock and often foreign matter.

Probable Fill: Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

Disintegrated Rock (DR): Residual materials with a SPT resistance between 60 blows per foot (bpf) and refusal.

Partially Weathered Rock (PWR): Residual materials with a SPT resistance between 100 bpf and refusal.

Refusal: Refusal is defined as a SPT of 100 blows for 2” or less penetration.

Boulders: Rounded pieces of rock larger than 12 inches.

Cobbles: Rounded pieces of rock ranging from 3 to 12 inch.

Lenses: 0 to ½ inch seam within a material in a test pit.

Layers: ½ to 12 inch seam within a material in a test pit.

Pocket: Discontinuous body within a material in a test pit.

IV. SAMPLE TYPE/SYMBOL

Description Name Symbol

BULK SAMPLE/HAND AUGER B

AUGER CUTTINGS AU

DENISON BARREL

PISTON SAMPLE

SHELBY TUBE

D

PS

T

GEOPROBE G

PITCHER BARREL P

ROCK CORE RC

SPLIT SPOON S

SONIC CORE SC

V. OTHER ABBREVIATIONS

MC Moisture Content LL Liquid Limit

PL Plastic Limit

PI Plasticity Index

3,150

3,152

3,154

3,156

3,158

3,160

3,162

3,164

3,166

0 100 200 300 400 500 600 700 800

3,150

3,152

3,154

3,156

3,158

3,160

3,162

3,164

3,166

0 100 200 300 400 500 600 700 800

Boring completed at 10 ft.

Boring completed at 10 ft. Boring completed at 10 ft.

Boring completed at 10 ft.

1/30/2020

SUBSURFACE PROFILE SECTION

1. Subsurface profile is based on limited borings. Variations in conditions between boring locations should be expected.

2. Ground surface elevations at boring locations were estimated using existing topographical information.

NOTES:

FIGURE :

E

LE

V A

T

IO

N ft)

DATE:

24 hour after Drilling

AECOM TECHNICAL SERVICES, INC.

12420 Milestone Center Dr, Suite 150 Germantown, MD20876 Tel: (301) 820-3000

SCALE:

AS SHOWN

CHECKED BY:

MG 60615063

PROJECT NO.:

Boring Name Ground Surface Elevation

SPT N value

Recovery/RQD

BORING LEGEND

During Drilling

At Drilling Completion Soil/Rock Symbol

GROUNDWATER SYMBOLS

Camp 70 Road

Crushed Stone Water USCS Poorly-graded Sand with Silt USCS Clayey Sand

USCS Low Plasticity Clay FILL USCS Well-graded Gravel with Silt USCS Clayey Sand

USCS Silty Gravel USCS Silty Sand

Canaan Valley National Wildlife Refuge

DISTANCE ALONG BASELINE (ft)

A

B

C

SM

SC

CL

CL

R-1 G.S.E. 3160.0 ft

A

C

B

C

FILL

CL

GC-GM

CL

R-2 G.S.E. 3165.0 ft

A

B

FILL

SC-SM

GM

SM

R-3 G.S.E. 3165.0 ft

A

B

FILL

SC-SM

SM

R-4 G.S.E. 3160.0 ft

A-A

3,132

3,134

3,136

3,138

3,140

3,142

3,144

3,146

3,148

3,150

3,152

3,154

3,156

3,158

3,160

3,162

0 20 40 60 80 100 120 140

3,132

3,134

3,136

3,138

3,140

3,142

3,144

3,146

3,148

3,150

3,152

3,154

3,156

3,158

3,160

3,162

0 20 40 60 80 100 120 140

Boring completed at 10 ft.

Boring completed at 25 ft.

Boring completed at 25 ft.

1/30/2020

SUBSURFACE PROFILE SECTION

1. Subsurface profile is based on limited borings. Variations in conditions between boring locations should be expected.

2. Ground surface elevations at boring locations were estimated using existing topographical information.

NOTES:

FIGURE :

E

LE

V A

T

IO

N ft)

DATE:

24 hour after Drilling

AECOM TECHNICAL SERVICES, INC.

12420 Milestone Center Dr, Suite 150 Germantown, MD20876 Tel: (301) 820-3000

SCALE:

AS SHOWN

CHECKED BY:

MG 60615063

PROJECT NO.:

Boring Name Ground Surface Elevation

SPT N value

Recovery/RQD

BORING LEGEND

During Drilling

At Drilling Completion Soil/Rock Symbol

GROUNDWATER SYMBOLS

Camp 70 Road

Crushed Stone Water FILL USCS Clayey Sand

USCS Silty Sand USCS Silt USCS Silty Gravel USCS Clayey Sand

Canaan Valley National Wildlife Refuge

DISTANCE ALONG BASELINE (ft)

A

B

FILL

SC-SM

SM

R-4 G.S.E. 3160.0 ft

A

B

C

B

FILL

SM

SM

ML

GM

T-1 G.S.E. 3160.0 ft

A

B

C

B

FILL

SM

SC

SM

ML

SM

T-2 G.S.E. 3158.0 ft

B-B

AECOM A-2

Appendix B

Soil Laboratory Test Results

R-4

S-1/2 0.0-2.0 11.0 3.4 44.9 14.0 107,863 6.1

Chloride

Analytical Results (ppm)

Atterberg Limits

Water Content

(%) Sulfide

Project: FH CAVA Camp 70 Road Reconstruction

Triaxial Compression

Grain Size

UU

<2µ

Sheet 1 of 1

Sulfate Liquid Limit

Specific Gravity

Project No.: 60615063

SUMMARY OF LABORATORY TEST RESULTS

Dry Unit Weight

(pcf)

Boring and Sample

Number

Refer to Laboratory Test Curves

ClassificationDepth (feet)

Plastic Limit

USCS

Symbol <#200

C o m p a c ti o n

CIU

C o n s o lid a ti o n pH

R e s is ti v it y

(O h m

-c m

LAB_SUMMARY_TABLE_ANALYTICAL_PH 60615063_2019-12-14_FH CAVA CAMP 70.GPJ URS_BLUE.GDT 12/31/19

Oxidation Reduction Potential

(mV)

Jay Kay Testing, Inc. (AASHTO-Accredited)

12/23/19 TESTED BY: ST/JT REVIEWED BY: MG PAGE 1 OF 19

T-2 S-3 4-6 9.7 - 18 16 2 36.8 SM

T-1 S-3 4-6 8.5 - 18 16 2 31.6 SM

T-2 S-1 0-2 11.1 - 21 16 5 41.8 SC-SM

R-4 S-3 4-6 8.4 - 21 17 4 24.1 SC-SM

T-1 S-2 2-4 6.0 - 19 18 1 23.3 SM

R-3 S-3 4-6 10.3 - 19 17 2 20.8 GM

R-4 Bulk 0-5 - - 24 17 7 41.2 SC-SM

R-3 S-1 0-2 14.2 - 21 18 3 29.4 SM

R-3 S-2 2-4 11.5 - 20 16 4 30.2 SC-SM

R-2 S-1 0-2 17.4 - 30 17 13 51.4 CL

R-2 S-2 2-4 8.3 - 21 17 4 29.0 GC-GM

R-1 S-3 4-6 10.7 - 23 15 8 51.8 CL

R-1 Bulk 0-5 - -

R-2 Bulk 0-5 - - 22 15 7 32.5 SC-SM

% FINES USCS

25 15 10 36.1 SC

R-1 S-1 0-2 6.4 - 17 NP NP 15.3 SM

SUMMARY OF LABORATORY TESTING

FH CAVA CAMP 70 ROAD RECONSTRUCTION

PROJECT NO. 60615063 SAMPLE DATE - JAY KAY TESTING, INC.

SAMPLES: 15 LOCATION: 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (814) 404-9283

REPORT: 12/23/19 REMARKS:

BORING SAMPLE DEPTH MC % OM % LL PL PI

3/8 #60 #100

ASTM D-4318

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 15 USCS SC

Plasticity Index 10

SOIL DESCRIPTION

Brown clayey SAND with gravel

12/23/19 TESTED BY: ST/JT REVIEWED BY: MG PAGE 2 OF 19

Moisture Content - Organic Content -pH - Other -

Liquid Limit 25 AASHTO A-4

23.1 40.8 8.8 14.3 8.6 14.4 17.8 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing 100.0 99.2 96.3 92.8 91.2 87.1 83.5 76.9 68.3 53.9 47.0 41.5 36.1

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-6913

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

FH CAVA CAMP 70 ROAD RECONSTRUCTION

Boring: R-1 Project No.: 60615063 JAY KAY TESTING, INC.

Sample: Bulk Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (814) 404-9283 Depth: 0-5' Location: -

0.0010.010.1110100

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0 20 40 60 80 100 120 140

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit NP USCS SM

Plasticity Index NP

SOIL DESCRIPTION

Brown silty SAND with gravel

12/23/19 TESTED BY: ST/JT REVIEWED BY: MG PAGE 3 OF 19

Moisture Content 6.4 Organic Content -pH - Other -

Liquid Limit 17 AASHTO A-1-b

17.6 67.1 - 17.6 10.5 32.9 23.7 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - 100.0 90.7 88.1 82.4 71.9 39.0 27.4 20.8 15.3

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0…