WVDNRWestForkGeotechReport.pdf

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Table of Contents 1 Introduction

2 Site Descriptions

3 Site Geology

4 Subsurface Conditions

4.1 Test Boring Program

4.2 Pavement Coring

4.3 Soil Conditions

4.4 Bedrock

5 Laboratory Testing Results

6 Conclusions/Recommendations

6.1 Parking Area Preparation (Sites 1,3,6,10)

6.2 Other Site Considerations

7 Limitations

Appendices

• Appendix A – Site Concept Plans and Sampling Locations

• Appendix B – Pavement Core Photographs

• Appendix C – Boring Logs

• Appendix D – Lab Test Results

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GEOTECHNICAL REPORT

WVDNR West Fork River Boat Ramps

Lewis and Harrison Counties, West Virginia

1 Introduction This Geotechnical Report, prepared by E.L. Robinson Engineering Company (ELR), documents the geotechnical work performed to present design recommendations for parking lot, asphalt, and boat ramp additions/ improvements at six (6) different sites along the West Fork River. Four of the sites are in Harrison County, West Virginia, and two sites are in Lewis County.

2 Site Descriptions

Site 1: Stonewall Jackson Tailwaters This site is located on the banks of the West Fork River just north of the Stonewall Jackson Lake dam, in Lewis County, WV. The site has a paved access road leading to a parking area above a staging area, with an existing concrete carry-down boat ramp at the river’s edge.

Numerous areas of pavement need repair. Two pavement cores were taken by ELR geologists at this site to determine pavement and gravel base thickness of the existing pavement.

Site 3: Middle Run Road This site is currently an undeveloped grass field on the floodplain bordering the West Fork River, with an overgrown earthen boat ramp. The site is located just downriver from Site 1 and borders the City of Weston, WV in Lewis County. Two test borings (B-1, B-2) were drilled to determine soil composition, quality, thickness, and depth to bedrock. B-1 was drilled at the top of the riverbank near the entrance of the earthen boat ramp, and B-2 was drilled approximately 40 ft east of boring B-1, in the proposed parking area.

Site 6: Snyder This site is an existing, unpaved gravel parking lot located directly off Route 19 in Harrison County, just outside of the town of West Milford, West Virginia. The site has an existing boat slide that is unusable due to the current West Fork River water elevation, which has been lowered by downstream dam removal. One boring (B-3) was drilled approximately 5 ft south from the top step of the existing concrete boat slide.

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Site 8: Hideaway Road This site is an undeveloped, wooded floodplain along the West Fork River, located on Hideaway Road (County Route 36/1) a few miles northeast of West Milford, West Virginia in Harrison County. The site itself was relatively soft on the surface as noted by our geologist during field review. Two test borings (B-4, B-5) were drilled to determine soil composition, quality, thickness, and depth to bedrock. B-4 was drilled close to the riverbank in the northeast corner of the site, and B-5 was drilled approximately 50 ft northwest of boring B-4 in the proposed parking area.

Site 9: Two Licks This site is also an undeveloped, wooded floodplain along the West Fork River, located on Trolley Car Lane a few miles south of Clarksburg, West Virginia. A culvert located beneath the adjacent road was continuously directing water onto the site, and much of the site was very soft with standing water. Two test borings (B-6, B-7) were drilled at this site. B-6 was drilled in the vicinity of the proposed parking area, and B-7 was drilled along the riverbank near the proposed concrete boat ramp.

Site 10: Spelter This site consists of a gravel parking area along Route 19 at the site of a former building, and a grassy ramp down to the river behind the former building location. The site contains two block wall remnants from the previous building, as well as some large rocks and pieces of concrete on the riverbank. Two test borings (B-8, B-9) were drilled at this site. B-8 was drilled near the top of the existing grassy ramp, and B-9 was drilled approximately 10 ft higher in the gravel parking lot area.

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3 Site Geology All the natural soils encountered at the sites are Quaternary Alluvium floodplain deposits, and some colluvium from erosion of surrounding hillsides. This type of material covers the underlying bedrock in many river valleys throughout the state. According to the West Virginia Geological Survey 1912 map of Doddridge and Harrison Counties’ geology, the bedrock at the sites consists of either the Monongahela Group or the Conemaugh Group and is Pennsylvanian in age. Both groups are very similar in their geologic composition, and the Monongahela group directly overlies the Conemaugh Group. The Monongahela Group is comprised of sedimentary rock primarily consisting of non-marine cyclic sequences of sandstone, siltstone, red and gray shale, limestone, and coal. The Conemaugh Group is also sedimentary, and primarily consists of coal beds, marine shales, limestones, sandstones, red beds, and some freshwater limestones.

The current WVGES All-Mining Map indicated numerous, past surface and underground mining operations in the vicinity of the West Fork River. The Pittsburgh coal seam was the major coal mined in the region. The Pittsburgh seam exists higher in elevation than all of the sites.

Therefore, no mining in this seam, or any others, is indicated to have occurred at the six (6) West Fork River boat ramp sites and should not impact proposed construction activities.

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4 Subsurface Conditions

Test Boring Results

Site Boring Date Drilled

Estimated Depth to Bedrock

Total Bedrock

Cored Depth

Total Depth

(ft) (ft) (ft) Site 3

Middle Run B-1 12/20/2022 25.0 None

25.2

Site 3 Middle Run B-2 12/21/2022 25.0

None 25.2

Site 6 Snyder B-3 12/21/2022 25.0

None 25.3

Site 8 Hideaway Rd B-4 12/21/2022 16.0

None 21.2

Site 8 Hideaway Rd B-5 12/21/2022 20.0

None 25.1

Site 9 Two Licks B-6 12/27/2022 20.0

None 25.2

Site 9 Two Licks B-7 12/22/2022 15.5

None 25.4

Site 10 Spelter B-8 12/28/2022 22.5

None 22.6

Site 10 Spelter B-9 12/28/2022 26.5

None 26.5

4.1 Test Boring Program

Test borings were drilled by Triad Engineering, Inc. at Sites 3, 6, 8, 9, and 10 to evaluate soil and rock conditions. (Only pavement cores were drilled at Site 1). Two borings were drilled at Sites 3, 8, 9, and 10. Only one boring was drilled at Site 6. In general, at each site one boring was drilled to provide subsurface information near the bank of the river (probable boat ramp location), and one boring in the proposed parking area. The test borings were extended to depths of 21.2 to 26.5 feet below the ground surface. The approximate boring locations are shown on the attached individual site concept drawings in Appendix A of this report.

The test borings were drilled using a track-mounted rotary drilling rig equipped with 3-1/4-inch I.D. hollow-stem augers. Standard penetration testing (SPT) and sampling were performed at 2.5-foot intervals from the ground surface to 10 feet, and at 5 feet intervals below 10 feet.

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Bedrock is defined as 100 blows per 1 foot, or 50 blows per 6 inches. Intermediate geomaterials (IGMs) are transition materials between soils and rocks.

On this project, IGM or soft, weathered bedrock was encountered in the lower part of every test boring. These materials were soft enough that the augers were able to penetrate to the desired depths. No bedrock coring was performed. The cuttings were reviewed by our on-site geologist to identify the type of bedrock encountered. The standard penetration testing was performed in accordance with ASTM D-1586.

Standard penetration testing is performed by driving a 2.0-inch O.D. split-barrel sampler into the soil with a 140-lb hammer dropping a distance of 30 inches. The sampler is driven a distance of 18 inches in three 6-inch increments, and the number of blows required to produce the last two 6-inch increments of penetration is termed the Standard Penetration Number or “N” value.

These values provide an indication of the consistency or relative density of the soil. A 1-3/8-inch diameter soil/rock sample was obtained from the boring in conjunction with each penetration test. All standard penetration samples were placed in air-tight glass jars. Upon completion of drilling, all samples were delivered to our office, where they were examined by a geotechnical engineer. Soil and rock descriptions, standard penetration values, and other pertinent subsurface information are provided on the boring logs contained in Appendix C of this report.

4.2 Pavement Coring

On December 20, 2022, two (2) pavement cores were drilled by our geologists to determine the thickness of the existing pavement and gravel base at Site 1, the existing Stonewall Jackson Tailwaters. Pavement Core 1 was located near the end of the asphalt drive where it meets the long concrete fishing platform. Pavement Core 2 was located approximately in the center of the level part of the roadway at the end of the upper parking area.

Based on the data from the 2 pavement cores, the existing pavement was approximately 2.5 to 3 inches thick and was underlain by approximately 2.5 inches of gravel base. The existing pavement was observed to be in relatively poor condition throughout the facility with numerous spider cracks, holes, and tire depressions. Towards the bottom of the parking, adjacent to the existing handicap parking spaces, our geologists observed groundwater seepage which had turned to ice. This seepage was located at a particularly deteriorated area of the asphalt pavement.

Photos of the pavement core material obtained after emptying the core barrel, and a photo of the seepage area are included in Appendix B of this report.

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4.3 Soil Conditions

Site 3: Middle Run Rd

Boring B-1 was drilled near the proposed boat ramp, and boring B-2 was drilled in the proposed parking lot area. Both borings B-1 and B-2 contained approximately 10 feet of random fill material before natural material was encountered. The fill material ranged from clay to clay with gravel, coal fragments, sand or silt. Natural soil encountered was a silty clay that transitioned into a fine sandy clay before encountering weathered bedrock or IGM at approximately 17.5 to

18.5 ft. The density or consistency of the fill soils was greater than that of the natural soils. The fill soils were described as soft to medium. The natural soils were described as very soft to soft.

This is based on a range of very soft, soft, medium, stiff, and hard. Much of the natural soil had split spoon blow counts of zero, designated as WOH (Weight of Hammer) on the test boring logs.

The IGM/bedrock encountered was primarily green/blue or blue/gray sandstone.

Site 6: Snyder Boring B-3 was drilled in the vicinity of the existing concrete boat ramp. This boring contained approximately 12 ft of fill material. The material was mostly a medium coarse sandy clay and a gravel sand mixture. Natural material was a brown clay with sandstone gravel before encountering weathered bedrock or IGM at approximately 17.5 ft. The density or consistency of the soils was described as medium, other than at the surface, which was hard.

The IGM/bedrock encountered was described as light brown claystone transitioning to gray sandy shale at around 24 ft.

Site 8 Hideaway Road Boring B-4 was drilled near the riverbank and the proposed boat ramp location, and B-5 was drilled in the proposed parking lot area. The natural soil encountered at this site was described as a silty clay or clayey silt. The density or consistency of the soil was described as primarily very soft to soft. Below approximately 7.5 ft. the split spoon blow counts were zero, designated as WOH (Weight of Hammer) on the test boring logs. Weathered bedrock or IGM was reached at approximately 12 ft. in B-4 and 16.5 ft. in B-5, which is actually about the same elevation since the B-5 ground elevation was approximately 4 ft. higher than B-4.

The IGM/bedrock encountered was described as gray sandy shale.

Site 9 Two-Licks Boring B-6 was drilled in the vicinity of the proposed boat ramp, while boring B-7 was drilled in the parking area. In both holes the soil began as a silt and transitioned to a medium sand, then to a coarse sand before encountering weathered bedrock or IGM at approximately 16 to 17 ft.

The density or consistency of the soil was described as very soft. Many of the split spoon blow counts were zero, designated as WOH (Weight of Hammer) on the test boring logs.

The IGM/bedrock encountered was purple/yellow claystone.

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Site 10 Spelter Boring B-8 was drilled near the top of the riverbank and also at the top of the existing grassy ramp. Boring B-9 was drilled in the upper gravel parking area. Boring B-8 contained approximately 7.5 ft of fill material, and boring B-9 contained approximately 15 ft. of fill. The soil profiles in the natural soil were slightly different in each boring, however the majority of natural soil encountered was clayey silt, clayey sand and silty sand. B-8 encountered weathered sandstone bedrock or IGM at approximately 21 ft, while B-9 encountered claystone bedrock or IGM at approximately 26.5 ft. The density or consistency of the soil was described as very soft to medium.

4.4 Bedrock

No rock was cored at any of the 5 sites. Bedrock or Intermediate Geomaterial (IGM) was encountered in the borings, but as previously stated was soft enough to power auger through.

In general, most of the bedrock encountered and identified from split spoon samples at the sites consisted of gray sandy shale, a blue to gray sandstone and some claystone. All bedrock material had some degree of weathering and was soft enough that auger refusal was not encountered in any test boring.

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5 Laboratory Testing Results Laboratory tests were performed on the split spoon soil samples. The soils were tested for natural water content and Liquid and Plastic Limits (Atterberg Limits). Test results were used to aid in evaluating the soils beneath the proposed parking areas for our pavement design recommendations as well as at concrete boat ramps. Soil test results were also used to aid in evaluation of soil shear strength for review of slope stability for cut design along boat ramps.

Soil testing results can be found in Appendix D of this report.

6 Conclusions/Recommendations

6.1 Parking Area Preparation (Sites 1,3,6,10)

Remove all vegetation from the surface of the site. If debris or trash is encountered, we recommend that it be removed and disposed of off-site. The existing pavement and subgrade materials should be removed. Subgrade material can be reused if it is dried and compacted properly. For sites 1,3,6, and 10 we recommend that at a minimum the entire site be scarified, dried, and proof rolled using a minimum 10-ton smooth drum roller. If soft pumping areas are encountered these areas should be undercut and backfilled with suitable soils. All fill materials should be compacted to 95% of its maximum density as determined by the Standard Proctor tests. A geotextile is recommended to prevent migration of clay into the granular base material.

Compaction will be by roller pass method.

Asphalt Parking Lot (All Sites) If an asphalt surface is selected, we recommend that a woven geotextile be placed on the subgrade surface to prevent migration of soil fines into the gravel base material. We recommend that a 4-inch layer of crusher run material be placed on the geotextile and compacted. This material should be compacted with a steel drum roller prior to placement of pavement. Upon completion of placement of gravel base, a base asphalt layer of 4 inches in thickness should be placed and compacted. A 1.5-inch asphalt wearing course is recommended to finish the pavement surface and provide a water-resistant finish. Storm water and drainage must be adequately directed away from and through this area.

The on-site soil materials encountered in many of the borings are very susceptible to softening by excessive moisture and freeze thaw. We cannot stress enough the importance of providing adequate drainage around the pavement surface. If drainage is installed it must be maintained, or future pavement failure due to subgrade failure is inevitable.

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Gravel Parking Lot (Site 6) If a gravel surface is selected, we recommend that the site be covered with a geotextile and a minimum 6 inches of Crusher Run are to be placed and compacted.

6.2 Other Site Considerations

Sites 8 and 9 (Hideaway Road and Two Licks) Along with the general parking area preparation recommendations above, separate recommendations are made for two of the project locations. Sites 8 and 9 are underlain by a very soft, wet clayey silt or clayey sand. Stabilization of these areas by drainage and undercut is recommended. At a minimum 3 ft of rock fill material should be placed as subgrade for the paved area. Then as stated above, a 1 ft layer of subgrade material with geotextile for separation should be installed. A conventional 4 inch layer of crusher run material with a 4” base asphalt and 1.5 inch asphalt wearing course should then be placed on top.

Heavy Traffic Area We do not recommend the placement of dumpsters or garbage containers as part of any of these sites. Heavy truck traffic could contribute to pavement failures on these sites. We recommend a sign at the entrance of the sites be provided which prohibits heavy truck traffic from the sites.

Boat Ramp Area Preparation At sites 3,8,9, and 10 a new concrete boat ramp must be constructed. The ramp for the access from the top of bank to edge of water should be constructed of concrete. We recommend that at a minimum a geotextile should be placed on the surface followed by 4 inches of No. 2 stone with a 4-inch layer of Crusher Run material placed on the surface of the larger stone. This minimum thickness of the concrete ramp is six inches. The ramp should be constructed with a layer of reinforcement or welded wire fabric to prevent cracking. Control joints are recommended at a maximum spacing of 12 feet. Control joints should penetrate the concrete pavement a minimum of 2 inches.

Sites 1 and 6 have existing concrete boat ramps that need rehabilitation.

Maximum Cut Slopes We recommend that cut slopes at any of the sites be a maximum of 2 horizontal to 1 vertical.

Cut slopes will generally be required along the proposed boat ramps. If 2 horizontal to 1 vertical cut slopes cannot be achieved due to site space limitations, the Geotechnical Engineer should be contacted for further review.

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7 Limitations This geotechnical report has been prepared for the exclusive use of E. L. Robinson Engineering Company and WVDNR for use in developing plans and specifications for parking lot and boat ramp additions and pavement rehabilitation. The work was performed in general accordance with accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. In the event that changes in the nature of the design or location of the structures occur, the conclusions and recommendations presented in this report should not be considered valid.

If the original design locations are changed or altered, we recommend that a review by our Geotechnical Engineer be performed, with respect to the proposed changes, to determine the validity of the conclusions and recommendations contained in this report. The conclusions and recommendations contained in this report are based on the data obtained from the field observations and the data obtained from the test borings. The nature and extent of variation in conditions between the test borings may not become evident until construction. If variations become evident during construction, contact this office immediately in order that the actual conditions can be reviewed, and the conclusions and recommendations provided in this report can be re-evaluated.

WVDNR West Fork River Boats Ramps Geotechnical Report

West Fork River Lewis and Harrison Counties, West Virginia

Appendix A – Site Concept Plans and Sampling Locations

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PB

-1

PB

-2

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B -7

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WWDNR West Fork River Boat Ramps

Geotechnical Report

Appendix B – Pavement Boring Photographs

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Site 1 Stonewall Jackson Tailwaters Pavement Boring Photographs

Pavement Boring B-1

Pavement Boring B-2

Pavement Boring Sample Materials B-1

Pavement Boring Sample Materials B-2

Boat Ramps Geotechnical Report

Appendix C – Boring Logs

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2-3-8 (11)

3-2-3 (5)

4-4-4 (8)

WOH-1-3

(4)

WOH-

WOH-1

WOH-

WOH-

WOH

3-8-18 (26)

50/0.2

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 21.5

21.5- 25.0

25.0- 25.2

1.5

4.0

6.5

11.5

18.5

21.0

22.0

25.2

1015.19

1012.69

1010.19

1005.19

998.19

995.69

994.69

991.49

Fill materials;

Natural material below 10.0'

1.5 ft.

1.4 ft.

93 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

0.5 ft.

33 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.2 ft.

80 %

0.2 ft.

0.2 ft.

100 %

Brown/orange CLAY: with some organics, moist, soft

Gray/green SANDY CLAY: with weathered sandstone gravel, dry, soft

Gray/orange CLAY: with small amount of coal fragments and weathered sandstone gravel

Brown/orange SILTY CLAY: moist, soft

Brown SANDY CLAY: fine sand, moist, soft

Green/blue SANDSTONE: fine grained and micaceous

Gray SHALE: sandy

Green/blue SANDSTONE: brittle, soft

BORING COMPLETED AT 25.2 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

1016.69 Run

Rec

INT

Depth

12/20/2022

12/20/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.02892°N -80.47359°W

Triad

Remarks Site 3 Middle Run Rd

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

1016.69-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

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B O

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W E

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3/

BORING

B-1

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

Fax: 304-776-6426 www.elrobinsonengineering.com

3-5-7 (12)

5-5-7 (12)

3-3-3 (6)

2-3-2 (5)

WOH-

WOH-2

WOH-

WOH-

WOH

5-7-9 (16)

50/0.2

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 21.5

21.5- 25.0

25.0- 25.2

2.5

6.5

14.5

17.5

21.5

25.2

1015.45

1011.45

1003.45

1000.45

996.45

992.75

Fill materials;

Natural material below 10.0'

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

0.0 ft.

0 %

1.5 ft.

1.3 ft.

87 %

0.2 ft.

0.2 ft.

100 %

Brown/gray CLAY: dry, medium stiff

Brown GRAVELY CLAY: with few sandstone gravel pieces, moist, medium stiff

Brown SILTY CLAY: moist to wet, soft

Brown SANDY CLAY: fine sand

Blue/gray SANDSTONE: moderately weathered; with some clay and sand, wet

Blue/gray SANDSTONE: moderately weathered and thinly bedded, wet

BORING COMPLETED AT 25.2 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

1017.95 Run

Rec

INT

Depth

12/21/2022

12/21/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.02906°N -80.47346°W

Triad

Remarks Site 3 Middle Run Rd

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

1017.95-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-2

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

45-28-9 (37)

4-4-4 (8)

4-6-6 (12)

27-9-5 (14)

1-3-5 (8)

3-4-5 (9)

7-18-19 (37)

50/0.3

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 21.5

21.5- 25.0

25.0- 25.3

1.5

6.5

10.0

17.5

24.0

25.3

970.96

965.96

962.46

954.96

948.46

947.16

Fill materials;

Natural material below 12.0'

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

0.0 ft.

0 %

1.5 ft.

1.5 ft.

100 %

0.3 ft.

0.3 ft.

100 %

Gray GRAVEL: crushed stone parking lot surface layer, dry, hard

Gray/brown SANDY CLAY: with some medium grained sandstone gravel and sand, moist, soft

Gray/brown SANDY GRAVEL:

medium grained, moist

Brown GRAVELY CLAY: greasy; with some moderately weathered sandstone, soft

Light brown CLAYSTONE: moderately weathered and brittle, dry

Gray SANDY SHALE: moderately weathered and brittle, dry, soft BORING COMPLETED AT 25.3 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

972.46 Run

Rec

INT

Depth

12/21/2022

12/21/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.19817°N -80.41454°W

Triad

Remarks Site 6 Snyder Rt. 19

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

972.46-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-3

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

2-3-4 (7)

2-2-4 (6)

2-3-2 (5)

WOH-

WOH-

WOH

WOH-

WOH-

WOH

6-30- 50/0.4

13-32- 50/0.25

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.4

16.4- 20.0

20.0- 21.2

5.0

12.0

21.2

951.72

944.72

935.52

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.4 ft.

1.4 ft.

100 %

1.2 ft.

1.2 ft.

100 %

Brown SILTY CLAY: moist, soft

Gray/brown CLAYEY SILT: with some organics, moist, very soft

Gray SANDY SHALE: moist to wet, soft

BORING COMPLETED AT 21.2 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

956.72 Run

Rec

INT

Depth

12/21/2022

12/21/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.21497°N -80.39248°W

Triad

Remarks Site 8 Hideaway Rd

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

956.72-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-4

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

2-2-4 (6)

2-2-3 (5)

2-1-1 (2)

WOH-

WOH-

WOH

WOH-

WOH-

WOH

WOH-

WOH-8

50/0.2

50/0.1

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 20.2

20.2- 25.0

25.0- 25.1

2.5

16.5

25.0 25.1

957.48

943.48

934.98 934.88

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.4 ft.

93 %

0.2 ft.

0.2 ft.

100 %

0.1 ft.

0.1 ft.

100 %

Brown SILTY CLAY: with some organics and coal fragments, moist, soft

Gray SILTY CLAY: with organics, and some fine to medium sand and gravels, moist to wet, very soft

Gray SANDY SHALE: brittle, wet, soft

Gray SANDSTONE: hard BORING COMPLETED AT 25.1 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

959.98 Run

Rec

INT

Depth

12/21/2022

12/21/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.215°N -80.39262°W

Triad

Remarks Site 8 Hideaway Rd

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

17.5 N/A

Solid Auger Hollow Auger

1022032

959.98-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-5

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

WOH-

WOH-

WOH

WOH-

WOH-

WOH

WOH-

WOH-2

WOH-

WOH-

WOH

WOH-

WOH-

WOH

WOH-2-6

(8)

50/0.3

50/0.25

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 20.3

20.3- 25.0

25.0- 25.2

5.0

10.0

15.5

25.4

941.55

936.55

931.05

921.15

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.2 ft.

80 %

0.3 ft.

0.3 ft.

100 %

0.2 ft.

0.2 ft.

100 %

Brown SILT: moist to wet

Brown SAND: fine grained, moist to wet

Brown SAND: medium grained

Purple/yellow CLAYSTONE:

BORING COMPLETED AT 25.2 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

946.55 Run

Rec

INT

Depth

12/22/2022

12/22/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.24079°N -80.35691°W

Triad

Remarks Site 9 Two Licks

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

946.55-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-6

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

1-2-2 (4)

2-2-2 (4)

2-2-2 (4)

WOH-

WOH-

WOH

WOH-

WOH-

WOH

8-50/0.3

40-36-48 (84)

50/0.4

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 15.8

15.8- 20.0

20.0- 21.5

21.5- 25.0

25.0- 25.4

5.0

10.0

15.0

17.5

25.2

940.99

935.99

930.99

928.49

920.79

Two black organic streaks

1.5 ft.

0.9 ft.

60 %

1.5 ft.

0.3 ft.

20 %

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

1.2 ft.

80 %

0.8 ft.

0.9 ft.

113 %

1.5 ft.

1.5 ft.

100 %

0.4 ft.

0.4 ft.

100 %

Brown SILT:

Brown SAND:

Gray SAND: medium grained

Gray SAND: coarse

Purple/yellow CLAYSTONE:

BORING COMPLETED AT 25.4 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

945.99 Run

Rec

INT

Depth

12/27/2022

12/27/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.24038°N -80.35707°W

Triad

Remarks Site 9 Two Licks

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

945.99-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-7

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

3-5-6 (11)

23-27

3-4-4 (8)

2-2-2 (4)

WOH-2-2

(4)

2-2-2 (4)

3-3-4 (7)

50/0.1

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 21.5 21.5- 22.5 22.5- 22.6

2.5

5.0

7.5

10.0

18.0

21.0

22.6

909.43

906.93

904.43

901.93

893.93

890.93

889.33

Fill materials;

Natural material below 7.5'

1.5 ft.

1.4 ft.

93 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

1.4 ft.

93 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

1.2 ft.

80 %

1.5 ft.

0.3 ft.

20 %

1.5 ft.

1.3 ft.

87 %

0.1 ft.

0.1 ft.

100 %

Brown/gray CLAYEY SILT: with gravel, moist

Gray SHALE: looks like bedrock but unlikely (fill material), dry

Brown/gray CLAYEY SILT: with gravel, moist

Brown SILTY CLAY: moist

Brown/gray CLAYEY SAND: silty, wet

Brown SAND: moist

Gray SANDSTONE: moderately moderately weathered

BORING COMPLETED AT 22.6 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

911.93 Run

Rec

INT

Depth

12/28/2022

12/28/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.3487°N -80.32458°W

Triad

Remarks Site 10 Spelter

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

911.93-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-8

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

6-4-3 (7)

3-2-4 (6)

3-5-4 (9)

3-3-4 (7)

3-3-5 (8)

1-2-3 (5)

WOH-

WOH-2

2-2-3 (5)

0.0-1.5

1.5-2.5

2.5-4.0

4.0-5.0

5.0-6.5

6.5-7.5

7.5-9.0

9.0- 10.0 10.0- 11.5

11.5- 15.0

15.0- 16.5

16.5- 20.0

20.0- 21.5

21.5- 25.0

25.0- 26.5

2.5

15.0

20.0

26.5

916.94

904.44

899.44

892.94

Fill materials;

Natural material below 15'

Transitioned to brown and yellow highly weathered claystone with not enough rock recovery to confirm

1.5 ft.

0.3 ft.

20 %

1.5 ft.

1.3 ft.

87 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.4 ft.

93 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

1.5 ft.

100 %

1.5 ft.

0.1 ft.

7 %

1.5 ft.

1.3 ft.

87 %

Dark brown/yellow SILTY SAND: with gravel, moist

Dark brown/yellow SILTY SAND: with some black organics, moist

Brown CLAYEY SILT: moist

Brown/gray SILTY SAND: wet

BORING COMPLETED AT 26.5 ft.

DEPTH

ft.

0.0

INT

Depth

SAMPLE

Blows Cnt

(N-Value)

Type Additional

Notes

RMR

(Total)

RQD HCSI

DESCRIPTION OF MATERIALS

color, material description, grain size, structures, moisture, consistency

ELEV.

ft.

919.44 Run

Rec

INT

Depth

12/28/2022

12/28/2022

Inspector Entered By

Project Name

Boring Location

Date Started

Date Completed

Scheffler ELR

CMS

County

District

39.3488°N -80.32468°W

Triad

Remarks Site 10 Spelter

Sampling Method

Shelby Tube

Split Spoon

Rock Core

Water Level Observations None Track

NQ2

Solid Auto

Rig No.

Rig Type Core Size Core Barrel Hammer

Hrs.

ft.

ft.

ft.

ft.

ft.

N/A N/A

Cutting

Immediate At Completion After Before Coring BackfilledTricone

Project Number

Elevation (ft.)

Lat. and Long.

Driller / Company

N/A

Solid Auger Hollow Auger

1022032

919.44-ft EST.

WVDNR West Fork River Boat Ramps

Harrison

D-4

None

D A

T E

T

IM

E

R E

IV

IS

E D

B O

D Y

W E

S T

F O

R K

R

IV

E R

B O

A T

R A

M P

B O

R

IN

G S

.G P

J R

M R

W V

D O

T .G

D T

/1

3/

BORING

B-9

FINAL LOG

5088 Washington Street, West

Charleston, West Virginia 25313 Phone: 304-776-7473

Boat Ramps Geotechnical Report

Appendix D – Lab Test Results

P a g e | D-1

Boring No. Depth (ft) Water Content (%) LL PL PI 7.5-9 25.2

15-16.5 23.6 23 19 4 10-11.5 24.8 20-21.5 11.9 10-11.5 20.1 20-21.5 20.4

7.5-9 35.9 35 24 11 10-11.5 36.3

7.5-9 60.3 15-16.5 36.5

7.5-9 31.5 10-11.5 30.8

5-6.5 26.2 15-16.5 22.4

7.5-9 27 20-21.5 14.4

5-6.5 18.7 15-16.5 24.4

B-6

B-7

B-8

B-9

Non-Plastic

Non-Plastic

WVDNR West Fork River Boat Ramps - Lab Testing Summary

B-4

B-5

Non-Plastic

B-1

B-2

B-3