ARFQ DEP25-043-AML - Weston (Curtis) Landslide-Geotech Report.pdf

GEOTECHNICAL INVESTIGATION

WESTON LANDSLIDE AML

LEWIS COUNTY, WEST VIRGINIA

NGE PROJECT No. W23150

SUBMITTED TO:

DIEFFENBAUCH & HRITZ, LLC

MORGANTOWN, WEST VIRGINIA

SUBMITTED BY:

NGE

ST. ALBANS, WEST VIRGINIA

SEPTEMBER 2024

650 MacCorkle Avenue West St. Albans, WV 25177

(304) 201-5180 tel • (304) 201-5182 fax • www.ngeconsulting.com

September 13, 2024

Mr. Herb Parsons, P.E.

Dieffenbauch & Hritz, LLC 1095 Chaplin Road, Suite 200 Morgantown, WV 26501

Subject: Geotechnical Investigation Report Weston Landslide AML Lewis County, West Virginia NGE Project No. W23150

Dear Mr. Parsons:

In accordance with your request, we have performed a geotechnical investigation at the Weston Landslide AML project in Lewis County, West Virginia. Our services were performed in accordance with the scope of work outlined in our Proposal No. PW22713, dated November 23, 2022.

This report presents the results of the field and laboratory investigation performed to evaluate subsurface conditions and provides our conclusions and recommendations for remedial measures for slope instability caused by historic mining activity in the area.

We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions concerning this report, or if we can provide any further assistance.

Respectfully submitted, NGE

Noah Stevens, P.E.

Project Engineer

John E. Nottingham, P.E.

Principal Engineer

TABLE OF CONTENTS

1.0 SCOPE OF SERVICES

2.0 SITE & PROJECT DESCRIPTION

3.0 DRILLING AND SAMPLING PROCEDURES

4.0 SUBSURFACE CONDITIONS

4.1 Soil and Bedrock Conditions

4.2 Results of Laboratory Testing

4.3 Groundwater

5.0 LANDSLIDE AREA 1 CONCLUSIONS AND RECOMMENDATIONS

5.1 Lower Landslide Area Remediation

5.2 Underdrains

5.3 Fill Material Placement & Compaction

5.4 Slope Stability Analysis

6.0 LANDSLIDE AREA 2 CONCLUSIONS AND RECOMMENDATIONS

7.0 LIMITATIONS

FIGURES

Figure 1 – Boring Location Plan Figures 2 through 32 – Test Boring Logs

APPENDICES

APPENDIX A – Laboratory Test Results APPENDIX B – Landslide Area 1 Conceptual Drawings and Notes APPENDIX C – Landslide Area 2 Conceptual Drawings and Notes APPENDIX D – Mine Maps APPENDIX E – Stability Analysis Results APPENDIX F – PYWALL Analysis Results

Geotechnical Investigation Report Weston Landslide AML

NGE Project No. W23150

1.0 SCOPE OF SERVICES

The purpose of our investigation was to evaluate subsurface conditions and provide recommendations for remedial measures for slope instability caused by historic mining activity below Curtis Lane in Lewis County, West Virginia. The two landslide areas included in the scope of this investigation are labeled “Landslide Area 1” and “Landslide Area 2” on Figure 1.

The results of our field exploration and geotechnical engineering evaluation are presented in the following report. Our scope of services included the following items:

• Engineering site reconnaissance.

• Drilling of twenty-seven test borings with standard penetration (SPT) sampling and testing.

• Laboratory testing of select soil samples to aid in classification of the onsite soils and estimation of their engineering properties.

• Preparation of this Geotechnical Investigation Report presenting our findings and providing recommendations for stabilizing the two landslide areas.

2.0 SITE & PROJECT DESCRIPTION

The site is located north of County Route 36 and south of Curtis Lane in Lewis County, West Virginia. Two landslides are present downslope of Curtis Lane. The approximate landslide locations, existing site topography, and site features are shown on Figure 1 of this report.

The upper landslide area (Landslide Area 2) is present just below Curtis Lane for a length of about 250 feet. A tension crack was present in the ground surface along the downhill side of the road. Further progression of this landslide could result in the loss of Curtis Lane, thereby cutting off access to several residential properties.

The scarp of the lower landslide (Landslide Area 1) is present approximately 200 feet downslope of Curtis Lane. Landslide Area 1 is approximately 160 feet wide and extends down the slope approximately 150 feet. The area below the lower landslide was noted to be hummocky, indicative of past slope movement. The hummocky area is also delineated on Figure 1. We understand water was noted to be flowing from the toe of Landslide Area 1 at an approximate rate of 3-5 gpm during a previous site reconnaissance performed by others. It is our understanding that a septic leach bed which was once present above Landslide Area 1 has since been removed.

We also reviewed available mining information using the West Virginia Geological and

Economic Survey (WVGES) online mapping portal, available at https://www.wvgs.wvnet.edu/.

The WVGES mapping in the project vicinity is included in Appendix D of this report. Based on available online information, the Redstone Coal Seam, the base of which lies just above Curtis Lane near elevation 1,283 feet, has been surface mined. The Sewickly Coal is also present near the site, but at higher elevations (near 1,340 feet). The base of the Pittsburgh Coal Seam is present at the site near elevation 1,225 feet. According to the WVGES database, there has https://www.wvgs.wvnet.edu/ been no record of mining activity in the Pittsburgh Coal Seam in the project vicinity. However, based on test borings performed through the Pittsburg Coal Seam elevation, it appears some surface mining of the Pittsburgh Coal may have occurred in the project area.

3.0 DRILLING AND SAMPLING PROCEDURES

Twenty-seven (27) test borings were drilled to evaluate subsurface conditions in the area of the landslides. Borings B-1 through B-9 and B-24 through B-27 were drilled for Landslide Area 2 and Borings B-10 through B-23 were drilled for Landslide Area 1. The test boring locations were selected and staked in the field by our engineer. The boring locations were subsequently surveyed by others. The approximate boring locations are shown on Figure 1.

The test borings were drilled to depths of 5.5 to 50.4 feet using a track-mounted rotary drilling rig equipped with 3.25-inch I.D. hollow stem augers. Standard penetration testing and sampling was performed at 2.5-foot intervals. The standard penetration testing and sampling 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 hydraulically driven automatic 140-pound 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 hammer blows required to produce the last two 6-inch increments of penetration is termed the Standard Penetration Resistance or “N-value”. These values provide an indication of the consistency or relative density of the soil. A 1.375-inch diameter sample was retrieved from the split-barrel sampler in conjunction with each penetration test. A representative portion of each sample was placed in an air-tight glass jar. Select bag samples of auger cuttings were also collected from select test borings for use in laboratory testing.

Upon encountering refusal in bedrock, Borings B-1 through B-6 were advanced by rock coring. Continuous 2-inch diameter bedrock samples were recovered from each core run and placed in partitioned boxes. The core recovery and rock quality designation (RQD) were measured and recorded for each core run and are presented on the boring logs.

Upon completion of drilling, all samples were delivered to our laboratory where they were examined by a geologist and geotechnical engineer. Soil and rock descriptions, standard penetration numbers, and other pertinent subsurface information are provided on the test boring logs as Figures 2 through 32.

4.0 SUBSURFACE CONDITIONS

4.1 Soil and Bedrock Conditions

The total soil overburden thickness encountered within the boring locations varied between 3.0 and 40.0 feet. Apparent mine spoil fill material was encountered as the upper soil layer within Borings B-1 through B-13, and B-23 through B-27. The fill material was comprised primarily of silty to sandy clay with varying quantities of rock and coal fragments. Some boulders and organics were also encountered within the mine spoil fill. Standard penetration N-values obtained within the fill were variable, ranging from 4 to over 50 blows per foot of penetration (bpf). Most of the higher N-values were obtained within zones containing more boulders or rock fragments.

Colluvial soils (comprised of natural soil and/or fill soils which have slid) were encountered as the upper soil layer in Borings B-14, B-15, B-16, B-18, B-19, B-20, B-21, and B-22. Colluvial soils are formed by past downslope movement of soil and are indicative of old landslide and/or erosion activity. The colluvial soil extended to depths ranging from 3.0 to 12.5 feet below the existing ground surface and appeared to extend to the top of the bedrock surface within Borings B-14, B-16, and B-18.

Residual soils were encountered as the upper soil layer in Boring B-17 and beneath the colluvium / fill within Borings B-3, B-4, B-8, B-9, B-10, B-11, B-12, B-13, B-15, B-19, B-20, B-21, B-22, and B-23 through B-27. The residual soil consisted primarily of silty to sandy clay layers with some residual shale. Residual soils are formed in-place by weathering from the parent rock. Based on the standard penetration N-values obtained within the residual clay, most of the residual soils were in the stiff to very stiff range for cohesive soils.

The depth to bedrock encountered within the test borings varied between 3.0 and 40.0 feet. The bedrock encountered within the test borings consisted primarily of extremely soft to medium hard shale, very soft to soft claystone, and soft to hard sandstone. Hard limestone was also encountered within Boring B-3. Thin layers of weathered coal were encountered within Borings B-1, B-2, and B-6 with the bottom of coal elevations ranging from about 1,261 (B-1) to 1,266 ft. (B-6).

The clayey soils encountered at this site were observed to be predominantly moderate plasticity based on observation and laboratory testing of the recovered soil samples (CL type soil in accordance with the Unified Soil Classification System). Some high plasticity soils (CH type soil) were also encountered.

4.2 Results of Laboratory Testing

Laboratory testing of recovered soil samples included natural moisture content, Atterberg liquid and plastic limits, and standard Proctor moisture-density testing. The results of the moisture content and Atterberg limit testing are shown on the test boring logs. The results of the Atterberg limit testing are summarized in Table 4.1 below. The results of individual laboratory tests are also included in Appendix A.

Table 4.1 – Summary of Engineering Classification Testing

Boring & Depth

Atterberg Limits

Soil Description

LL PI

B-2 / S-4

7.5 – 9.0 ft. 36 15 Brown SILTY to SANDY CLAY with rock fragments (CL)

B-3 / S-4

7.5 – 9.0 ft. 37 15 Brown SILTY to SANDY CLAY with rock fragments (CL)

B-4 / S-3

5.0 – 6.5 ft. 28 8 Brown SILTY to SANDY CLAY with rock fragments (CL)

B-8 / S-3

5.0 – 6.5 ft. 52 19 Brown SILTY to SANDY CLAY with rock fragments (CH)

B-13 / S-2

2.5 – 4.0 ft. 39 13 Brown SILTY to SANDY CLAY with rock fragments (CL)

Boring & Depth

Atterberg Limits

Soil Description

LL PI

B-16 / S-2

2.5 – 4.0 ft. 57 29 Brown SILTY CLAY with gray mottling (CH)

B-19 / S-4

7.5 – 9.0 ft. 36 13 Brown SANDY CLAY with rock fragments (CL)

B-21 / S-3

5.0 – 6.5 ft. 39 16 Brown SILTY to SANDY CLAY with rock fragments (CL)

B-23 / S-4

7.5 – 9.0 ft. 35 12 Brown and red SILTY to SANDY CLAY with rock fragments (CL)

4.3 Groundwater

Water was encountered within ten of the test borings. The water levels encountered within the borings are summarized in Table 4.2 below. The water noted upon completion of drilling within Borings B-1, B-2, B-4, B-5, and B-6 was influenced by the pumping of water into the borehole as a drilling fluid during rock coring. The remaining borings were noted to be dry during drilling and upon completion. The presence or absence of groundwater in the boreholes at the time of drilling does not necessarily mean that groundwater will be present or absent at other times or locations. Seasonal variations in rainfall will cause fluctuations in groundwater levels and influence the presence of water in upper soils and bedrock.

Table 4.2 - Summary of Water Levels Observed in Boreholes

Test Boring No.

Depth of Water

Observed During Drilling (ft.)

Depth of Water Observed Upon Drilling

Completion (ft.)

B-1 DRY 25.0*

B-2 DRY 25.0*

B-4 DRY 15.5*

B-5 DRY 8.5*

B-6 DRY 9.0*

B-7 DRY 42.5

B-8 12.0 20.0 B-9 15.5 15.0

B-10 38.0 45.0

B-19 12.0 DRY

*Water levels at completion were influenced by pumping of water into the boreholes during rock coring.

5.0 LANDSLIDE AREA 1 CONCLUSIONS AND RECOMMENDATIONS

Based on the results of our subsurface investigation and site examination, we believe the cause of Landslide Area 1 was likely due to a number of factors including possible high groundwater levels, water introduced into the soils from the previous leach field, the presence of highly plastic colluvial soils, and the presence of poorly compacted / end dumped mine spoil fill.

Results of the soil moisture testing indicate excessively moist soil conditions were present within portions of the landslide mass.

During the course of this investigation, additional indications of hillside instability were discovered in the area south of the Landslide Area 1. These signs of instability included hummocky ground surface features. The approximate area where the hummocky ground surface was observed is delineated on Figure 1.

Based on the subsurface investigation for this project, some acid forming material will be a concern for the designs recommended in this report. The upper coal seams encountered at the site were located above the proposed retaining wall. These coal seams will be within the drainage stone behind the wall. Therefore, we recommend using 8-inch pipe and non-calcareous stone for all subsurface drainage on this project.

5.1 Landslide Area 1 Remediation

Considering the site topography and the relatively shallow soil overburden thickness within most of Landslide Area 1 we believe the most economical way to repair the subject landslide area is to excavate the slide mass to bedrock and rebuild the slope using proper fill placement techniques with regularly spaced bonding benches and underdrains. To reduce the risk of additional instability upslope of the existing slide area, we recommend performing the toe-key excavation and toe-key backfill placement prior to excavating the entire slide mass.

After placement of the toe-key fill, the repair work can then be continued by excavating the required bonding benches and fill placement progressively from the bottom of the slide area and proceeding up slope. Performing the excavation and backfill work progressively from the bottom of the slip to the top should help reduce the risk of instability during construction.

Cross sections, notes, and details illustrating the recommended landslide repair method are provided in Appendix B. A summary of the recommended landslide remedial design and construction is as follows:

• The slide mass should be excavated to weathered bedrock as shown on the typical cross-sections. The excavated soil and rock material should be placed in a temporary stockpile for use as backfill material. All topsoil, organic material, and high plastic clay should be segregated from the fill material which will be used to rebuild the slope.

Suitable excavated soil material which is excessive moist should be spread and dried prior to use as new fill. Topsoil may be stockpiled separately for cover material following final grading.

• A 20 ft. wide toe-key bench should be excavated entirely on the weathered claystone or shale bedrock near elevations 1,105 and 1,170 feet as shown on the typical sections.

• An 8-inch perforated collector drain should be installed at the back of the toe-key bench.

The drain should be covered with 2 feet (minimum) of AASHTO No. 57 non-calcareous crushed aggregate. Positive drainage must be provided by using gravity pipes to prevent water from being trapped within the toe-key. The drains should be outleted to each side of the toe. The rock fill should be overlain by a non-woven filter fabric manufactured specifically for subsurface drainage applications, such a Mirafi 140N.

• Minimum 8 feet wide bonding benches should be excavated in bedrock (including soft/weathered claystone or shale) above the toe key bench to the distances shown on the typical sections. Drains should be installed at the back of the bonding benches at maximum 10 ft. vertical intervals. The drains should consist of a 8-inch perforated pipe covered with at least 2 feet of AASHTO No. 57 non-calcareous stone. The stone and drainage pipe should be wrapped with filter fabric overlapped at least 12-inches (MIRIFI 140N or approved equal). The bonding bench drainage pipes should outlet beyond the reconstructed fill slope or to the toe-key drain at maximum 100-foot intervals.

• Underdrains should be constructed to intercept groundwater seeps or springs which are evident during construction. The underdrains should outlet beyond the limits of the regraded slope or extend to the toe-key drain.

• After construction of the toe-key bench and placement of the drainage stone, the slope should be reconstructed as shown on the typical details using soil material excavated from the slide area. The bonding benches above the toe-key bench should be excavated as the new fill placement progresses up the slope.

• Fill material should be placed as specified in Section 5.3 of this report. To the extent possible, the fill material should not contain an excessive amount of high plastic clay (i.e., fat clay with a liquid limit over 50).

• The reconstructed fill slopes should be configured with slope inclinations not steeper than indicated on the typical sections. The disturbed areas should be seeded and mulched immediately upon completion of final grading to reduce the occurrence of erosion and minor slumps.

5.2 Underdrains

Underdrains must be provided to collect and drain any isolated groundwater seeps encountered during construction and any suspected seasonal spring areas. Underdrains should also be installed at the base of any coal layers encountered during construction. However, coal layers were not encountered during this investigation in the areas where excavation is planned.

We recommend underdrains be placed in trenches at least four feet deep below the base of the fill material. The underdrain trenches should have a minimum width of 24 inches and be constructed using a 8-inch diameter perforated pipe in the trench base. The trench and perforated pipe should be backfilled with No. 57 crushed non-calcareous stone wrapped in filter fabric (Mirafi 140N or approved equal). All underdrains should be routed to an appropriate outlet away from the fill. Any seepage observed during construction should be reported to NGE.

5.3 Fill Material Placement & Compaction

Soil fill material placed for this project can consist of onsite soil and broken rock material with a maximum particle size of 6 inches. Materials to be used in fill embankment construction must be free from excessive organic material or frozen soil. No fill should be placed on frozen material. Any frozen layers must be undercut and removed prior to placement of overlying fill embankment.

The fill should be placed in maximum 9-inch thick loose lifts. Each lift of fill should be compacted to at least 95 percent of the maximum dry density as determined by the standard Proctor laboratory test (ASTM D698). All fill should be moisture conditioned to within three percentage points of the material’s optimum moisture content as determined by the standard Proctor test. Some of the existing soil excavated from the slide area will likely need to be dried to meet the required moisture tolerance. Mixing with quicklime or cement is also an option to help dry the existing soils to be used as fill. Compaction of clayey fill should be accomplished using a minimum 10-ton static weight sheeps-foot or pad-foot roller. A sufficient number of field moisture/density tests should be performed on each lift of soil fill to verify and document that the required fill density is achieved. Based on the onsite silty to sandy clay that will be used as engineered fill, we recommend a shrinkage factor of 8 percent be used to calculate quantities.

5.4 Slope Stability Analysis

We performed slope stability analysis for Sections A-A, B-B, and D-D as shown on the

Boring Location Plan (Figure 1). The analyses were performed on the proposed slope configuration with the toe-key as recommended herein and as illustrated on the typical sections in Appendix B. Soil parameters used in the analysis were selected based upon results of the test borings, laboratory testing, back analyses, and anticipated fill types and placement procedures, and our experience with similar materials.

Results of the stability analyses indicate that the reconstructed slopes will have an acceptable slope stability factor of safety in excess of 1.5 provided the recommendations in this report are followed and the fill does not become saturated after placement. The stability analysis output sheets are presented in Appendix E of this report.

6.0 LANDSLIDE AREA 2 CONCLUSIONS AND RECOMMENDATIONS

We recommend a drilled pile retaining wall be used to provide long term stability for

Curtis Lane at the location of Landslide Area 2. We analyzed a pile wall using PYWALL software. The soil and bedrock parameters used in our analyses were selected based on the results of our test borings, back analyses, results of laboratory testing, and our experience with similar materials. The wall was analyzed using a 4.0 foot center-to-center spacing. The results of the PYWALL analyses are included in Appendix F of this report. Based on our analysis, we recommend a W21x101 section be used for the retaining wall.

Conceptual drawings of the recommended retaining wall including the proposed wall alignment and typical sections are included in Appendix C. The wall height was set based on the elevation of the existing road. The recommended design measures include excavation of some of the soil overburden from in front of the wall to unload the slope and thereby improve the stability of the slope below the retaining wall. Each pile should be socketed a minimum of 15 ft.

into bedrock (including very soft to soft shale and claystone). The depth to bedrock and rock socket depths should be verified during construction by a qualified inspector. A minimum borehole diameter of 30 inches is required for installation of the piling. If desired, a larger borehole diameter may be used to provide more room in aligning the piles before placement of the concrete backfill. The piles should be encased in 3,000 psi concrete to the base of the lagging. The piles must be installed plumb to facilitate installation of the concrete lagging and the overall appearance of the project. The lagging should be installed from the top of the concrete backfill to the top of the wall elevation.

7.0 LIMITATIONS

• All recommendations contained in this report have been made in accordance with generally accepted soil engineering practices in the area and at the time where the services were performed. No other warranties are implied or expressed.

• The analysis and recommendations submitted in this report are based, in part, upon the data obtained from a limited number of soil test borings. The nature and extent of variations in soil conditions from those encountered in the test borings may not become evident until construction. If variations then appear evident, it may be necessary to re-evaluate the design and recommendations of this report and provide additional recommendations.

• Contractors reviewing this report should be made aware that the discussions and recommendations contained herein are for design information purposes only and may not be sufficient to prepare accurate bids. Any conclusions drawn by the contractor regarding subsurface conditions, quantities of unsuitable soils, rock, groundwater, or methods and means of construction are at their sole risk.

Figures

C

1180 A

A B

B

B-23

B-8 B-9

B-11

B-12 B-13

B-14B-15

B-16

B-17 B-18 B-19

B-20

B-21

B-22

D

D

B-10

B-2

B-25 B-26 B-27

C C

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C C

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F F

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20+00 20+92

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+0

41+00

+0

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44+00

44+70

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C C C C C

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B-5 B-6

B-7

B-24

B-1 B-3 B-4

Scale:

CAD File #

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Date:

Approved:

Checked:

Drawn:

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W23150

NLS

1" = 80' 10-2-23

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FIGURE 1

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LEGEND

APPROXIMATE LOCATION OF BORING

APPROXIMATE LOCATION OF GEOLOGIC CROSS SECTIONS AND

SECTIONS FOR STABILITY ANALYSIS

NOTES

1. BORING LOCATION PLAN IS FOR ILLUSTRATIVE PURPOSES ONLY; BORING LOCATIONS ARE APPROXIMATE.

2. SITE PLAN IS BASED ON DRAWING PROVIDED BY DIEFFENBAUCH & HRITZ A A 0 40 80 160

FEET

B-#

AutoCAD SHX Text

(304) 201-5180

AutoCAD SHX Text Saint Albans, West Virginia 25177

AutoCAD SHX Text 650 MacCorkle Avenue West

AutoCAD SHX Text

FAX 201-5182

AutoCAD SHX Text Geotechnical & Environmental Engineering Services

AutoCAD SHX Text

REVISION

AutoCAD SHX Text

NO.

AutoCAD SHX Text

DATE

AutoCAD SHX Text www.ngeconsulting.com

0.3

12.0

12.9

30.0

TOPSOIL

Brown SILTY to SANDY CLAY with rock fragments, miost, stiff to very stiff

- FILL -

- w/coal fragments from 10.0 ft.

COAL, extremely soft and weathered

Brown SHALE, extremely soft to soft, highly weathered

- sandy, brown @ 15.0 ft.

2-4-6 (10)

7-7-10 (17)

11-9-5 (14)

10-9-10 (19)

9-10-13 (23)

15-35-25 (60)

14-40-38 (78)

50/6"

26-7-3 (10)

50/6"

15-31-50/6"

34-50/6"

1278.53

1266.83

1265.93

1248.83

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

45.2 ft.

9/11/23 9/11/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 25.0 ft. at boring completion.

Figure 2

B- 1

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1278.8 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

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34.7

43.0

44.7 45.2

Brown and gray SANDSTONE, medium hard, fine to medium grained

- vertical fracture (31.2 - 31.7 ft.)

Brown and gray SILTY to SANDY SHALE, very soft to soft, highly weathered and broken

Gray CLAYSTONE, very soft, broken

Gray SHALE, very soft to soft

Bottom of Test Boring @ 45.2 ft.

50/2"

1244.13

1235.83

1234.13 1233.63

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

45.2 ft.

9/11/23 9/11/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 25.0 ft. at boring completion.

Figure 3

B- 1

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1278.8 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

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A S

IC

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0.2

13.0 13.2

28.1

32.8

TOPSOIL

Brown SILTY to SANDY CLAY with rock fragments, moist, stiff to very stiff

- boulder (3.2 - 4.7 ft.)

- FILL -

COAL, extremely soft and weathered

Brown SILTY to SANDY SHALE, extremely soft to soft, highly weathered

- gray, clayey, very soft (26.2 - 27.7 ft.)

Brown SANDSTONE, medium hard to hard, medium grained, weathered

- highly fractured from 31.5 ft.

Bottom of Test Boring @ 32.8 ft.

6-4-4 (8)

6-50/6"

9-10-10 (20)

5-4-6 (10)

4-7-11 (18)

14-38-80 (118)

50/6"

50/4"

1277.8

1264.8

1249.9

1245.2

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

32.8 ft.

9/12/23 9/12/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 25.0 ft. at boring completion.

Figure 4

B- 2

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1278.0 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

13.5

17.5

22.8

25.4

27.3

32.9

TOPSOIL

Brown SILTY to SANDY CLAY with rock fragments, moist, stiff

- FILL -

- w/few coal fragments (10.0 - 11.5 ft.)

Brown and gray SILTY to SANDY CLAY with reisdual shale, moist, very stiff to hard

Brown SANDY SHALE, soft, weathered

- gray and brown form 19.8 ft.

- w/interbedded sandstone from 21.0 ft.

Gray LIMESTONE, hard, fractured

- soft shale (24.0 - 24.4 ft.)

Brown and gray SHALE, soft, weathered

Brown and gray SANDSTONE, medium hard to hard, fine grained, calcareous

Bottom of Test Boring @ 32.9 ft.

3-3-5 (8)

10-6-4 (10)

4-5-6 (11)

3-4-5 (9)

6-8-9 (17)

8-14-26 (40)

19-20-7 (27)

50/5"

1277.28

1263.98

1259.98

1254.68

1252.08

1250.18

1244.58

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

32.9 ft.

9/13/23 9/13/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling.

Figure 5

B- 3

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1277.5 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

15.0

17.5

28.2

32.8

TOPSOIL

Brown SILTY to SANDY CLAY with rock fragments, moist, medium stiff to very stiff

- FILL -

Brown SANDY CLAY with residual shale, moist, hard

Brown SANDY to SILTY SHALE, very soft to soft, weathered

- brown and gray from 18.5 ft.

Brown and gray SANDSTONE, medium hard to hard, fine grained

Bottom of Test Boring @ 32.8 ft.

2-2-4 (6)

6-6-5 (11)

4-4-3 (7)

9-7-5 (12)

7-15-11 (26)

7-6-7 (13)

18-14-26 (40)

50/4"

1276.78

1261.98

1259.48

1248.78

1244.18

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

32.8 ft.

9/12/23 9/12/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 15.5 ft. at boring completion.

Figure 6

B- 4

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1277.0 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

19.0

23.7

26.2

27.2

29.9 30.4

TOPSOIL

Brown SILTY to SANDY CLAY with rock fragmennts, moist, medium stiff to very stiff

- mostly rock fragments (2.5 - 7.5 ft.)

- FILL -

Gray CLAYSTONE, very soft to soft

Brown SHALEY SANDSTONE, soft to medium hard, highly weathered and fractured, fine grained

- gray from 22.0 ft.

Gray SILTY to SANDY SHALE, soft

Gray CLAYSTONE, very soft

Gray and brown SHALE, soft

Brown SANDSTONE, medium hard, weathered and fractured

Bottom of Test Boring @ 30.4 ft.

3-5-15 (20)

20-21-8 (29)

10-9-3 (12)

11-6-6 (12)

2-3-8 (11)

5-2-5 (7)

50/5"

1276.32

1261.52

1257.52

1252.82

1250.32

1249.32

1246.62 1246.12

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

30.4 ft.

9/13/23 9/1/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 8.5 ft. at boring completion.

Figure 7

B- 5

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1276.5 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

0.1

15.5

20.5

23.2

TOPSOIL

Brown SILTY to SANDY CLAY with many rock fragments, moist, stiff to hard

- coal fragments (2.5 - 4.0 ft.)

- FILL -

- sandstone fragments (12.5 - 14.0 ft.)

COAL, extremely soft

Gray SHALE, soft to medium hard

Gray SANDSTONE, medium hard, fine grained

Gray SILTY to SANDY SHALE, soft to medium hard

- soft, clayey from 27.5 ft.

- brown, weathered from 29.0 ft.

3-4-5 (9)

8-8-7 (15)

6-6-5 (11)

6-6-6 (12)

4-4-19 (23)

50/4"

37-50/6"

18-50/6"

50/2"

1276.02

1261.12 1260.62

1255.62

1252.92

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

35.2 ft.

9/12/23 9/12/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 9.0 ft. at boring completion.

Figure 8

B- 6

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1276.1 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

30.2

32.0

35.2

68100

Gray and brown SANDSTONE, medium hard, fine grained

Gray and brown SHALE, soft

- sandstone @ 35.0 ft.

Bottom of Test Boring @ 35.2 ft.

1245.92

1244.12

1240.92

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

35.2 ft.

9/12/23 9/12/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during augering and soil sampling. Water was noted at 9.0 ft. at boring completion.

Figure 9

B- 6

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1276.1 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

15.5

Brown SILTY to SANDY CLAY with rock fragments, moist, medium stiff to very stiff

- w/few coal fragments (2.5 - 4.0 ft.)

- very moist (5.0 - 6.5 ft.)

- gray, w/coal fragments (7.5 - 9.0 ft.)

- FILL -

- red and brown, highly plastic (12.5 - 14.0 ft.)

- trace organics (12.5 - 14.0 ft.)

Brown to reddish brown SILTY CLAY with few rock fragments, moist, stiff to very stiff

- numerous rock fragments (22.5 - 24.0 ft.)

- POSSIBLE FILL -

- w/few coal fragments (25.0 - 29.0 ft.)

4-10-15 (25)

2-3-3 (6)

8-3-10 (13)

2-3-4 (7)

3-4-6 (10)

3-3-4 (7)

4-5-7 (12)

4-5-5 (10)

5-5-7 (12)

8-8-8 (16)

5-7-8 (15)

4-5-6 (11)

1235.5

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

45.4 ft.

9/8/23 9/8/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations. Water was noted at 42.5

ft. at boring completion.

Figure 10

B- 7

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1251.0 ft. (est.)

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

40.0

45.4

Brown to reddish brown SILTY CLAY with few rock fragments, moist, stiff to very stiff

- w/coal fragments (32.5 - 34.0 ft.)

- w/numerous rock fragments (35.0 - 36.5 ft.)

- POSSIBLE FILL -

Gray SHALE, soft

Bottom of Test Boring @ 45.4 ft.

4-5-6 (11)

3-5-5 (10)

13-15-16 (31)

50/6"

50/5"

1205.6

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

45.4 ft.

9/8/23 9/8/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations. Water was noted at 42.5

ft. at boring completion.

Figure 11

B- 7

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1251.0 ft. (est.)

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

17.5

21.0

25.4

Brown SILTY to SANDY CLAY with rock fragments, moist, medium stiff to stiff

- w/trace organics (5.0 - 7.5 ft.)

- red and brown from 7.5 ft.

- FILL -

- wet @ 12.0 ft.

Gray SILTY CLAY with residual shale, moist, hard

Gray, brown and red CLAYSTONE, very soft

- gray (22.5 - 24.0 ft.)

Bottom of Test Boring @ 25.4 ft.

6-5-5 (10)

4-3-4 (7)

3-4-7 (11)

11-7-4 (11)

4-3-4 (7)

4-4-4 (8)

3-4-4 (8)

2-8-29 (37)

33-29-50/6"

21-28-50/6"

50/5"

1219.5

1211.6

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

25.4 ft.

9/8/23 9/8/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Water was noted at a depth of 12.0 ft. during drilling operations and 20.0 ft. at boring completion.

Figure 12

B- 8

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1237.0 ft. (est.)

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

0.7

10.0

12.5

20.0

25.0 25.4

TOPSOIL

Red and brown SILTY to SANDY CLAY with rock fragments, moist, stiff to very stiff

- w/few coal fragments (5.0 - 6.5 ft.)

- POSSIBLE FILL -

Red, brown and gray SILTY CLAY, moist, very stiff

Gray SHALE, medium hard, weathered

- w/interbedded limestone (15.0 - 16.5 ft.)

- extremely soft (17.5 - 19.0 ft.)

- w/red mottling from 17.5 ft.

Red and gray CLAYSTONE, soft

Red, brown and gray SHALE, soft

Bottom of Test Boring @ 25.4 ft.

4-6-8 (14)

7-7-8 (15)

15-16-11 (27)

7-7-7 (14)

7-9-14 (23)

50/4"

50/6"

14-17-15 (32)

50/6"

50/5"

50/5"

1235.3

1223.5

1210.6

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

25.4 ft.

9/6/23 9/6/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Water was noted at a depth of 15.5 ft. during drilling operations and 15.0 ft. at boring completion.

Figure 13

B- 9

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1236.0 ft. (est.)

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

17.0

26.5

TOPSOIL

Brown SILTY to SANDY CLAY with numerous rock fragments, slightly moist to very moist

- FILL -

- w/some coal fragments (12.5 - 14.0 ft.)

Reddish brown to brown SILTY to SANDY CLAY, moist, medium stiff to very stiff

- w/few coal fragments (20.0 - 21.5 ft.)

- POSSIBLE FILL -

Brown SILTY to SANDY CLAY, moist, very stiff

- w/residual shale from 27.5 ft.

6-9-8 (17)

6-7-7 (14)

4-3-2 (5)

2-2-2 (4)

11-17-7 (24)

1-1-2 (3)

13-5-6 (11)

3-3-3 (6)

3-4-5 (9)

5-8-11 (19)

11-11-13 (24)

9-11-12 (23)

1248.61

1231.81

1222.31

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

50.4 ft.

9/5/23 9/5/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Water was noted at a depth of 38.0 ft. during drilling operations and 45.0 ft. at boring completion.

Figure 14

B-10

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1248.8 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

35.0

50.4

Brown SILTY to SANDY CLAY with residual shale, moist, very stiff

Brown SANDY SHALE, soft to medium hard, weathered

- wet @ 38.0 ft.

- extremely soft and weathered (40.0 - 41.5 ft.)

- gray from 45.0 ft.

Bottom of Test Boring @ 50.4 ft.

7-11-12 (23)

50/6"

26-25-20 (45)

50/4"

50/5"

1213.81

1198.41

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

50.4 ft.

9/5/23 9/5/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Water was noted at a depth of 38.0 ft. during drilling operations and 45.0 ft. at boring completion.

Figure 15

B-10

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1248.8 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

7.0

20.0

25.1

Brown SILTY to SANDY CLAY with rock fragments, moist, medium stiff

- brown and gray (2.5 - 4.0 ft.)

- more plastic (5.0 - 6.5 ft.)

- FILL -

Red and brown SILTY CLAY, moist, stiff to hard

- brown and gray from 10.0 ft.

- w/residual shale from 16.0 ft.

Brown SHALE, soft, weathered

- gray from 22.5 ft.

- sandstone @ 25.0 ft.

Bottom of Test Boring @ 25.1 ft.

3-3-3 (6)

1-2-3 (5)

2-3-4 (7)

4-6-6 (12)

4-5-6 (11)

5-6-6 (12)

5-10-15 (25)

19-29-35 (64)

50/5"

50/5"

50/1"

1216.16

1203.16

1198.06

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

25.1 ft.

9/7/23 9/7/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 16

B-11

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1223.2 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

25.0

30.4

Brown SILTY to SANDY CLAY with numerous rock fragments, slightly moist, stiff to hard

- FILL -

Red and brown SILTY CLAY with residual shale, moist, very stiff to hard

- brown and gray (20.0 - 21.5 ft.)

Gray SHALE, soft

Bottom of Test Boring @ 30.4 ft.

4-21-12 (33)

8-4-10 (14)

4-5-8 (13)

4-5-5 (10)

5-5-7 (12)

10-15-16 (31)

15-14-9 (23)

13-24-32 (56)

14-9-9 (18)

8-11-9 (20)

50/5"

50/5"

50/5"

1218.51

1205.51

1200.11

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

30.4 ft.

9/7/23 9/7/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 17

B-12

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1230.5 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

20.0

25.5

Brown SILTY to SANDY CLAY with rock fragments, moist, stiff

- FILL -

- w/numerous rock fragments (8.5 - 12.0 ft.)

Red and brown SILTY CLAY with residual shale, moist, very stiff

Gray SHALE, soft

Bottom of Test Boring @ 25.5 ft.

4-5-5 (10)

4-4-4 (8)

5-5-5 (10)

4-4-50/6"

50/4"

13-12-11 (23)

11-14-14 (28)

7-8-10 (18)

50/6"

50/6"

50/6"

1212.83

1204.83

1199.33

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

25.5 ft.

9/6/23 9/6/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 18

B-13

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1224.8 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

12.5

18.8

TOPSOIL

Brown SILTY to SANDY CLAY with rock fragments, moist, soft to very stiff

- COLLUVIUM -

Brown SHALE, very soft, higlhy weathered

- gray @ 18.5 ft.

Bottom of Test Boring @ 18.8 ft.

2-2-2 (4)

2-2-7 (9)

7-9-10 (19)

9-11-12 (23)

9-8-10 (18)

29-50/6"

18-18-50/6"

9-14-50/4"

1206.6

1194.4

1188.1

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

18.8 ft.

9/7/23 9/7/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 19

B-14

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1206.9 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

5.0

8.0

13.0

Gray and brown SILTY CLAY, moist, very soft to soft

- COLLUVIUM -

Brown SILTY CLAY with gray mottling, moist, soft to very stiff

Brown SILTY to SANDY SHALE, soft, weathered

Bottom of Test Boring @ 13.0 ft.

WOH-WOH-

WOH

WOH-2-2

(4)

5-7-12 (19)

31-50/6"

38-50/6"

50/6"

1203.6

1200.6

1195.6

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

13.0 ft.

9/7/23 9/7/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 20

B-15

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st u re

Project Number: W23150

B lo w C o un t (N

-V a lu e)

Location: See Figure 1

Surface El.: 1208.6 ft.

S ilt a nd

C la y

S an d

Li qu id L im it

P la st ic ity I nd ex

Split Spoon

Rock CoreD ep th fe et

E le va tio n, f ee t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T

G R

E P

O R

T S

.G P

J N

G E

.G

/1

21.5

Brown SILTY CLAY, moist, soft to very stiff

- w/gray mottling (2.5 - 4.0 ft.)

- silty to sandy from 5.0 ft.

- COLLUVIUM -

Brown SILTY to SANDY SHALE, extremely soft to soft, highly weathered

Bottom of Test Boring @ 21.5. ft.

2-2-2 (4)

3-3-3 (6)

8-10-10 (20)

26-50/6"

35-36-30 (66)

23-27-37 (64)

40-50/5"

50/6"

30-29-50/6"

1201.8

1188.3

S ym b ol

U

S C

S

Project Name: Weston Landslide Lewis County, West Virginia

BORING NO.

Novel Geo Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

21.5 ft.

9/7/23 9/7/23

CEM

NGE

R ec ov er y

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 21

B-16

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby…