GEOTECHNICAL INVESTIGATION ARFQ DEP25-9 KEMPTON REFUSE REHABILITATION.pdf

GEOTECHNICAL INVESTIGATION

KEMPTON REFUSE LANDSLIDE

TUCKER COUNTY, WEST VIRGINIA

NGE PROJECT No. W21088

SUBMITTED TO:

THE THRASHER GROUP

BRIDGEPORT, WEST VIRGINIA

SUBMITTED BY:

NGE, LLC

ST. ALBANS, WEST VIRGINIA

NOVEMBER 2021

650 MacCorkle Avenue West St. Albans, WV 25177

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

November 1, 2021

Mr. Richard Hovatter, P.E.

The Thrasher Group

600 White Oaks Blvd.

Bridgeport, WV 26330

Subject: Geotechnical Investigation Report

Kempton Refuse Landslide

Tucker County, West Virginia

NGE Project No. W21088

Dear Mr. Hovatter:

In accordance with your request, we have performed a geotechnical investigation for a landslide which is present at the Kempton Refuse project in Tucker County, West Virginia. Our services were performed in accordance with the scope of work outlined in our Proposal No.

PW21548, dated March, 26, 2021.

This report presents the results of the field and laboratory investigation performed to evaluate subsurface conditions and provides our conclusions and recommendations for remediation of the landslide.

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, LLC

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 & SAMPLING PROCEDURES

4.0 SUBSURFACE CONDITIONS

4.1 Soil Conditions

4.2 Results of Laboratory Testing

4.3 Bedrock Conditions

4.4 Groundwater

5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Landslide Remediation

5.2 Underdrains

5.3 Fill Material Placement & Compaction

6.0 SLOPE STABILITY ANALYSES

7.0 LIMITATIONS

FIGURES

Figure 1 – Site and Boring Location Plan Figures 2 through 7 – Test Boring Logs

APPENDICES

APPENDIX A – Laboratory Test Results APPENDIX B – Geologic Cross Sections APPENDIX C – Conceptual Drawings and Notes APPENDIX D – Stability Analysis Results APPENDIX E – Photographs

Geotechnical Investigation Report

1.0 SCOPE OF SERVICES

The purpose of our investigation was to evaluate subsurface conditions in the area of a landslide which is located at the Kempton Refuse project in Tucker County, West Virginia. The results of our field exploration and geotechnical engineering evaluation are presented in the following report. Our actual scope of services consisted of the following items:

Engineering field work including site reconnaissance and drilling supervision.

Drilling of 6 test borings with standard penetration testing and sampling.

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 remediation of the landslide.

2.0 SITE & PROJECT DESCRIPTION

The Kempton Refuse site is located on a hillside north of W Kempton Road in Tucker

County, West Virginia. The main portion of the landslide is approximately 65 feet wide and extends for a length of approximately 50 feet. The existing slope where the landslide occurred is primarily grass covered with slope inclinations ranging from about 2.5H:1V to 3H:1V. The site topography, features, and proposed grading are shown on Figure 1 of this report. Photographs of the landslide area are included in Appendix E.

3.0 DRILLING & SAMPLING PROCEDURES

A total of 6 test borings were drilled to evaluate subsurface conditions at the site

(Borings B-1 through B-6). The test borings were selected and staked in the field by our geotechnical engineer. The test boring locations were later surveyed by others and are shown on Figure 1 in the back of this report.

The test borings were drilled to depths ranging from 10.0 to 30.1 feet using a track-mounted rotary drilling rig equipped with 3-1/4 inch I.D. hollow stem augers. Standard penetration testing and sampling was performed at 2.5 foot intervals from the ground surface to the boring termination depth. 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-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 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 1-3/8 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. In addition, bulk bag samples were obtained from Borings B-2 and B-5 for use in laboratory testing.

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 boring logs included in the back of this report (Figures 2 through 7).

4.0 SUBSURFACE CONDITIONS

4.1 Soil Conditions

The total soil overburden thickness encountered within the test borings varied between

2.0 and 12.5 feet. The upper layer of soil encountered in all borings consisted of either fill (Borings B-1, 3, 4, and 6) or fill/colluvium. Colluvial soils are formed by past downslope movement of soil and are indicative of landslide and/or erosion activity. Colluvial soils are typically weaker and more slide prone than natural residual type soils. The fill and colluvial soils consisted primarily of silty to sandy clay with varying quantities of rock fragments. Some coal fragments were also encountered within the fill. The fill and/or colluvium appeared to extend to the top of the weathered bedrock surface in all the borings except B-1. The overall N-values within the fill/colluvium encountered at the site ranged from 3 to 27 bpf. Based on the consistency of the fill material and the N-values obtained within the fill, it is apparent the fill material was not placed in an engineered manner (i.e., without controlled lift thicknesses or methodical compaction).

Residual soils were encountered beneath the fill in Boring B-1. The natural residual soils encountered at the site consisted primarily of silty clay. Residual soils are formed in-place by weathering of the parent bedrock. N-values obtained within the natural clay soils ranged from 21 to 26 bpf, indicating a very stiff soil condition.

Laboratory testing results indicate much of the existing clayey soil overburden at the site is more than three percent above the optimum moisture content and would therefore need some drying before use as engineered backfill. The clayey soils encountered at this site were observed to be predominantly low to moderately plastic based on observation and laboratory testing of the recovered soil samples (CL/ML type soils in accordance with the Unified Soil Classification System).

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 boring logs. The results of the Atterberg limit testing are summarized in Table 4.2 below. The results of individual laboratory tests are also included in Appendix A.

Table 4.2 – Summary of Engineering Classification Testing

Boring & Depth

Atterberg Limits

Soil Description

LL PI

B-1 / S-4

7.5 – 9.0 ft.

32 5 Brown and gray SILTY CLAY (CL)

B-2 / S-3

5.0 – 6.5 ft.

32 12 Brown SANDY CLAY with rock fragments

(CL)

B-5 / S-3

5.0 – 6.5 ft.

34 12 Brown SANDY CLAY with rock fragments

(CL)

B-6 / S-2

2.5 – 4.0 ft.

32 10 Brown SANDY CLAY (CL) with rock fragments

4.3 Bedrock Conditions

Bedrock was encountered at depths ranging from 2.0 to 12.5 feet. Bedrock consisted primarily of extremely soft to hard shale and extremely soft claystone. Soft to hard sandstone was also encountered within Boring B-4. Coal layers were encountered within Borings B-2, 3, and 6.

4.4 Groundwater

Water was noted in Borings B-3 and B-6 during drilling operations at depths of 25 and 10 feet, respectively. Water was noted at completion within Boring B-6 at a depth of 10 feet.

Within Boring B-3, water was noted to be freely flowing from the top of the borehole upon completion. The remaining borings were noted to be dry during drilling and shortly following boring completion. The presence or absence of groundwater in the boreholes at the time of drilling does not necessarily mean that groundwater will or will not be present at other times or locations. Seasonal variations in rainfall will cause fluctuations in groundwater levels and can influence the presence of water in upper soils and bedrock.

5.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the results of our subsurface investigation and site examination, we believe the cause of the landslide was likely a combination of the following factors:

1. It is possible that elevated groundwater levels contributed to the occurrence of the landslide. Results of the soil moisture testing indicate excessively moist soil conditions were present within portions of the landslide mass. As previously discussed, water was encountered within the test borings near the landslide toe (Borings B-3 and B-6.). Also, as shown on Figure 1, an existing drain is positioned just upslope of the slide area which likely contributed to saturation of the existing soils.

2. The existing fill material appears to be refuse material which was not placed in an engineered manner (i.e., without controlled lift thicknesses or methodical compaction). This type of fill is weaker than a properly compacted engineered fill.

5.1 Landslide Remediation

Considering the site topography and relatively shallow nature of the slide area, we believe the most economical way to repair the landslide is to excavate the slide mass and reconstruct the slope with a toe key and bonding benches. The existing drain located above the slide area should be routed away from the reconstructed slope to prevent saturation of the fill embankment. We recommend performing a toe-key excavation at the toe of the landslide area.

After placement of the toe-key, the repair work can then be continued by placing fill progressively from the new toe key and proceeding up the slope.

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

• The soil overburden within the landslide area should be excavated as shown on the typical cross-sections. All material should be excavated to bedrock above the new toe-key location. An adequate amount excavated soil and rock material should be placed in a temporary stockpile for use as backfill material for the construction of the new fill embankment. All topsoil and organic material should be segregated from the fill material which will be used as backfill material. Excavated soil material which is excessively moist should be spread and dried prior to use as new fill. Topsoil may be stockpiled separately for cover material following final grading.

• A 15 ft. wide toe-key bench should be excavated at the toe of the landslide area to a minimum depth of 5 feet as shown on the typical sections.

• A 6-inch schedule 40 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 #57 coarse aggregate. Positive drainage must be provided to prevent water from being trapped within the toe-key. The perforated drainage pipes should be connected to a solid outlet pipe and routed to the outlet as shown on Figure C-1. The crushed stone should be overlain by a non-woven filter fabric manufactured specifically for subsurface drainage applications, such a Mirafi 140N.

• Bonding benches should be excavated in bedrock (including soft/weathered 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 in soil and bedrock at maximum 10 ft.

vertical intervals. The drains should consist of a 6-inch perforated pipe covered with at least 2 feet of AASHTO No. 57 stone. The stone and drainage pipe should be wrapped with filter fabric overlapped at least 12-inches (MIRIFI 140N or approved equal).

• Fill material should be placed as specified in Section 5.3 of this report.

• The regraded 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.

• The transition slopes from the adjacent stable ground to the reconstructed fill slope should be configured with slopes not steeper than a 2.5H:1V ratio.

• The proposed landslide excavations and slope reconstruction may result in excess waste material which will need to be disposed of in a suitable stockpile area.

5.2 Underdrains

As indicated on the typical toe key details in Appendix C, bonding bench drains should be constructed at maximum 10 ft. vertical intervals beneath fill embankments to help ensure fill does not become saturated from underlying seasonal springs. Additional underdrains must also be provided to collect and drain any isolated groundwater seeps encountered during construction and any suspected seasonal spring areas. 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 6-inch diameter perforated pipe in the trench base. The trench and perforated pipe should be backfilled with No.

57 crushed stone wrapped in filter fabric (Mirafi 140N or approved equal). A typical seep underdrain detail is provided in Appendix C. 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. As previously discussed, some of the existing soil excavated from the slide area will likely need to be dried and/or blended with drier material to meet the required moisture tolerance. 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.

When using soft shale as engineered fill, it is important that the material be properly broken down to a soil-like material prior to compaction. If the material is not adequately broken down, the fill will have excessive void space between rock pieces which slowly degrade causing excessive fill settlement, loosened fill condition, and possible stability problems. Processing of soft shale will require extra effort by the contractor to thoroughly break down the rock pieces into soil-like material. This typically requires the application of water to the material while turning and breaking down the rock. Once the material is thoroughly broken down and moisture conditioned at or very near the optimum moisture content, it can be used successfully as fill.

6.0 SLOPE STABILITY ANALYSES

We performed slope stability analyses for Sections A-A and B-B as shown on the Boring

Location Plan (Figure 1). The analyses were performed on the proposed slope configurations with the toe-keys and bonding benches as recommended herein and as illustrated on the typical sections in Appendix C. Soil parameters used in the analyses were selected based upon back-calculations, results of the test borings, laboratory testing, 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 of at least 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 D of this report.

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 between the 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 acknowledge 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 g g g g g

B-1

B-2

B-3

B-6 B-5

B-4

APPROXIMATE LIMITS OF SLIDE AREA

EXISTING DRAIN

A

B

B

A

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

P R

O J E

C T

C L

I E

N T

S H

E E

T

W21088

NLS

1" = 20'

11-1-21

NA

FIGURE 1

K E

M P

T O

N

R

E F

U S

E

L A

N D

S L I D

E

T H

R A

S H

E R

B O

R I N

G

L O

C A

T I O

N

P

L A

N

LEGEND

APPROXIMATE LOCATION OF BORING

APPROXIMATE LOCATION OF SECTION 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 THRASHER.

0 10 20 40

FEET

A A

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

5.0

12.5

17.8

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

- FILL -

Brown and gray SILTY CLAY with residual shale, moist, very stiff

- silty to sandy (10.0 - 11.5 ft.)

Gray and brown SHALE, very soft to soft

- silty to sandy from 15.0 ft.

Bottom of Test Boring @ 17.8 ft.

4-5-5 (10)

6-9-11 (20)

12-10-16 (26)

16-10-10 (20)

7-10-11 (21)

27-31-50/6"

50/4"

50/4"

2992.3

2984.8

2979.5

S y m b o l

U S

C S

Project Name: Kempton Refuse Landslide Tucker County, West Virginia

BORING NO.

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

17.8 ft.

9/14/21 9/14/21

CEM

NGE

R e c o v e ry

R Q

D

Offset:

Remarks: Boring was noted to be dry during drilling operations and 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 a m p le

T y p e

M o is tu re

Project Number: W21088

B lo w C o u n t

(N -V a lu e

Location: See Figure 1

Surface El.: 2997.3 ft.

S ilt a n d C la y

S a n d

L iq u id

L im it

P la s ti c it y I n d e x

Split Spoon

Rock CoreD e p th fe e t

E le v a ti o n fe e t

N G

E B

A S

IC

L

O G

N

O P

E N

E T

R O

M E

T E

R

L O

G R

E P

O R

T S

.G P

J

N G

E

.G

D T

/1

/2

10.0

15.0 15.3

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

- brown and gray (0.0 - 1.5 ft.)

- FILL/COLLUVIUM -

Gray SILTY SHALE, medium hard to hard

COAL, soft

Bottom of Test Boring @ 15.3 ft.

3-2-2 (4)

3-4-5 (9)

4-4-15 (19)

6-15-12 (27)

50/3"

50/1"

50/4"

2968.7

S y m b o l

U S

C S

Project Name: Kempton Refuse Landslide Tucker County, West Virginia

BORING NO.

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

15.3 ft.

9/14/21 9/14/21

CEM

NGE

R e c o v e ry

R Q

D

Offset:

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

Figure 3

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 a m p le

T y p e

M o is tu re

Project Number: W21088

B lo w C o u n t

(N -V a lu e

Location: See Figure 1

Surface El.: 2984.0 ft.

S ilt a n d C la y

S a n d

L iq u id

L im it

P la s ti c it y I n d e x

Split Spoon

Rock CoreD e p th fe e t

E le v a ti o n fe e 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

E

.G

/1

10.5

15.0

17.5

30.1

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

- no recovery (0.0 - 1.5 ft.)

- sand and gravel (5.0 - 6.5 ft.)

- FILL -

COAL, soft

Gray CLAYSTONE, extremely soft

Gray SHALE, extremely soft to soft

- wet @ 25.0 ft.

- hard @ 30.0 ft.

Bottom of Test Boring @ 30.1 ft.

1-2-2 (4)

1-3-2 (5)

4-4-5 (9)

4-2-2 (4)

12-24-36 (60)

50/4"

26-32-31 (63)

15-21-32 (53)

8-30-50/3"

50/6"

30-19-18 (37)

50/1"

2963.6

2959.1

2956.6

S y m b o l

U S

C S

Project Name: Kempton Refuse Landslide Tucker County, West Virginia

BORING NO.

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

30.1 ft.

9/13/21 9/13/21

CEM

NGE

R e c o v e ry

R Q

D

Offset:

Remarks: Water was first noted at a depth of 25.0 ft. during drilling. At boring completion, water was noted to be flowing freely from borehole

Figure 4

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 a m p le

T y p e

M o is tu re

Project Number: W21088

B lo w C o u n t

(N -V a lu e

Location: See Figure 1

Surface El.: 2974.1 ft.

S ilt a n d C la y

S a n d

L iq u id

L im it

P la s ti c it y I n d e x

Split Spoon

Rock CoreD e p th fe e t

E le v a ti o n fe e 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

E

.G

/1

2.0

Brown SANDY CLAY with rock fragments, moist, medium stiff

- FILL -

Brown SANDSTONE, soft to hard, weathered

- soft zone (5.0 - 5.5 ft.)

- hard from 5.5 ft.

Bottom of Test Boring @ 10.0 ft.

3-3-4 (7)

50/3"

22-50/1"

50/0"

50/0"

2993.3

2985.3

S y m b o l

U S

C S

Project Name: Kempton Refuse Landslide Tucker County, West Virginia

BORING NO.

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

10.0 ft.

9/14/21 9/14/21

CEM

NGE

R e c o v e ry

R Q

D

Offset:

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

Figure 5

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 a m p le

T y p e

M o is tu re

Project Number: W21088

B lo w C o u n t

(N -V a lu e

Location: See Figure 1

Surface El.: 2995.3 ft.

S ilt a n d C la y

S a n d

L iq u id

L im it

P la s ti c it y I n d e x

Split Spoon

Rock CoreD e p th fe e t

E le v a ti o n fe e 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

E

.G

/1

15.2

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

- FILL/COLLUVIUM -

Brown and gray SHALE, soft to hard

- gray, silty, medium hard to hard from 12.5 ft.

Bottom of Test Boring @ 15.2 ft.

2-3-3 (6)

2-1-2 (3)

1-2-3 (5)

17-7-12 (19)

29-50/2"

50/1"

50/2"

2971.2

S y m b o l

U S

C S

Project Name: Kempton Refuse Landslide Tucker County, West Virginia

BORING NO.

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

15.2 ft.

9/14/21 9/14/21

CEM

NGE

R e c o v e ry

R Q

D

Offset:

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

Figure 6

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 a m p le

T y p e

M o is tu re

Project Number: W21088

B lo w C o u n t

(N -V a lu e

Location: See Figure 1

Surface El.: 2981.2 ft.

S ilt a n d C la y

S a n d

L iq u id

L im it

P la s ti c it y I n d e x

Split Spoon

Rock CoreD e p th fe e t

E le v a ti o n fe e 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

E

.G

/1

12.5

20.0

22.5

28.0

Brown SANDY CLAY with rock and coal fragments, moist, medium stiff to stiff

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

- w/sand and gravel (7.5 - 9.0 ft.)

- mostly coal fragments, spoon wet (10.0 - 11.5 ft.)

- FILL -

COAL, soft

Gray CLAYSTONE, extremely soft

Gray SHALE, extremely soft

- auger refusal @ 28.0 ft.

Bottom of Test Boring @ 28.0 ft.

2-4-4 (8)

4-5-6 (11)

4-4-2 (6)

8-6-4 (10)

2-3-4 (7)

43-50/3"

26-50/6"

50/6"

27-31-34 (65)

27-31-34 (65)

2-31-32 (63)

50/0"

2958.7

2951.2

2948.7

2943.2

S y m b o l

U S

C S

Project Name: Kempton Refuse Landslide Tucker County, West Virginia

BORING NO.

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

28.0 ft.

9/13/21 9/13/21

CEM

NGE

R e c o v e ry

R Q

D

Offset:

Remarks: Water was noted at a depth of 10.0 ft. during drilling operations and 10.0 ft. at boring completion.

Figure 7

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 a m p le

T y p e

M o is tu re

Project Number: W21088

B lo w C o u n t

(N -V a lu e

Location: See Figure 1

Surface El.: 2971.2 ft.

S ilt a n d C la y

S a n d

L iq u id

L im it

P la s ti c it y I n d e x

Split Spoon

Rock CoreD e p th fe e t

E le v a ti o n fe e 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

E

.G

/1

Appendix A

Phone: (304)201-5180

Fax: (304)201-5182 www.ngeconsulting.com

Boring No. Sample Depth (ft.) % Moisture Boring No. Sample Depth (ft.) % Moisure

B-1 0-1.5 12.2%

B-1 2.5-4 12.0%

B-1 5-6.5 11.6%

B-1 7.5-9 11.0%

B-1 10-11.5 7.9%

B-2 0-1.5 20.0%

B-2 2.5-4 13.4%

B-2 5-6.5 19.1%

B-2 7.5-9 27.7%

B-3 2.5-4 11.4%

B-3 5-6.5 9.7%

B-3 7.5-9 14.2%

B-4 0-1.5 20.6%

B-5 0-1.5 21.2%

B-5 2.5-4 16.5%

B-5 5-6.5 19.8%

B-5 7.5-9 14.5%

B-6 0-1.5 17.2%

B-6 2.5-4 14.9%

B-6 5-6.5 17.0%

B-6 7.5-9 13.0%

B-6 10-11.5 13.6%

MOISTURE CONTENT ANALYSIS SUMMARY

Kempton Refuse

W21088

Tested By: MAJ Checked By: CEM

LIQUID AND PLASTIC LIMITS TEST REPORT

P

L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NGE, LLC

St. Albans, West Virginia Figure

Source of Sample: B-1 Depth: 7.5 - 9.0 ft. Sample Number: 4

Brown and gray SILTY CLAY 32 27 5

W21088 Thrasher

Kempton Refuse Slide

P

L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NGE, LLC

St. Albans, West Virginia Figure

Source of Sample: B-2 Depth: 5.0 - 6.5 ft. Sample Number: 3

Brown SANDY CLAY w/rock frags 32 20 12

P

L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NGE, LLC

St. Albans, West Virginia Figure

Source of Sample: B-5 Depth: 5.0 - 6.5 ft. Sample Number: 3

Brown SANDY CLAY w/rock frags 34 22 12

P

L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NGE, LLC

St. Albans, West Virginia Figure

Source of Sample: B-6 Depth: 2.5 - 4.0 ft. Sample Number: 2

Brown SANDY CLAY w/rock frags 32 22 10

COMPACTION TEST REPORT

D ry d e n s it y p c f

112.5

115.5

118.5

Water content, %

7.5 9 10.5 12 13.5 15 16.5

13.0%, 117.1 pcf

Test specification: ASTM D 698-00a Method B Standard

2.0 - 8.0 ft. 17.0 0.7

Brown SANDY CLAY w/rock frags

W21088 Thrasher

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. 3/8 in. No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Source of Sample: B-2 Sample Number: Bag

NGE, LLC

St. Albans, West Virginia Figure

Maximum dry density = 117.1 pcf

Optimum moisture = 13.0 %

COMPACTION TEST REPORT

D ry d e n s it y p c f

112.5

115.5

118.5

Water content, %

6 8 10 12 14 16 18

13.5%, 117.5 pcf

Test specification:

ASTM D4718-15 Oversize Corr. Applied to Each Test Point

ASTM D 698-00a Method B Standard

2.0 - 8.0 ft. 19.1 8.6

Brown SANDY CLAY w/rock frags

W21088 Thrasher

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. 3/8 in. No.200

ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Source of Sample: B-5 Sample Number: Bag

NGE, LLC

St. Albans, West Virginia Figure

114.9 pcf Maximum dry density = 117.5 pcf

13.8 % Optimum moisture = 13.5 %

Appendix B

SHALE SANDSTONE

CLAY

CLAYSTONECOAL

FILL

LEGEND OF SYMBOLS USED ON SOIL AND GEOLOGIC DATA

63°

BATTER

BORING

AUGER

BORING

CORE

BORING

W

GROUND

WATER

LEVEL

TEST

PIT

SOIL - WATER CONSISTENCY

BORING NUMBER

BLOWS ON SPLIT

BARREL SAMPLER

FOR LAST 12"

BLOWS ON SPLIT

BARREL SAMPLER

DRIVEN LESS THAN 12"

PERCENTAGE OF ROCK

CORE RECOVERED

ROCK QUALITY

DESIGNATION (RQD)

GROUNDWATER

LEVEL

DESCRIPTION

OF ROCK

FIGURE NO.

B-1

LEGEND OF SYMBOLS USED ON

SOIL AND GEOLOGIC DATA

MOISTURE CONTENT

ABOVE PLASTIC LIMIT

+PL

MOISTURE CONTENT

BELOW PLASTIC LIMIT

-PL

MOISTURE CONTENT

ABOVE LIQUID LIMIT

+LL

STATION

OFFSET FROM

CENTER LINE

SURFACE ELEVATION

DESCRIPTION

OF SOIL

ROCK FIELD HARDNESS

HCSI

INDEX HARDNESS FIELD

IDENTIFICATION UCS (psi) UCS (tsf)

0 ES = EXTREMELY SOFT INDENTED BY THUMBNAIL. 28 - 100 2.0 - 7.0

1 VS = VERY SOFT

CRUMBLE UNDER FIRM BLOWS

WITH POINT OF GEOLOGICAL

PICK. CAN BE PEELED BY A

POCKET KNIFE

100 - 1000 7.0 - 70

2 S = SOFT

CAN BE PEELED BY A POCKET

KNIFE WITH DIFFICULTY.

SHALLOW INDENTATIONS

MADE BY FIRM BLOW OF

GEOLOGICAL PICK.

1000 - 4000 70 - 280

3 AH = MEDIUM HARD

CANNOT BE SCRAPED OR

PEELED WITH A POCKET KNIFE.

SPECIMEN CAN BE FRACTURED

WITH A SINGLE FIRM BLOW OF

HAMMER END OF GEOLOGICAL

PICK.

4000 - 8000 280 - 560

4 H = HARD

SPECIMEN REQUIRES MORE

THAN ONE BLOW WITH

HAMMER END OF GEOLOGICAL

PICK TO FRACTURE IT.

8000 - 16000 560 - 1120

5 VH = VERY HARD

SPECIMEN REQUIRES MANY

BLOWS OF HAMMER END OF

GEOLOGICAL PICK TO

FRACTURE IT.

16000 - 32000 1120 - 2240

6 EH = EXTREMELY HARD

SPECIMEN CAN ONLY BE

CHIPPED WITH A GEOLOGICAL

PICK.

OVER 32000 OVER 2240

SOIL DENSITY / CONSISTENCY

GRANULAR COHESIVE

SPOON BLOWS DENSITY / CONSISTENCY SPOON BLOWS DENSITY / CONSISTENCY

0 - 4 VL = VERY LOOSE 0 - 1 VS = VERY SOFT

5 - 9 L = LOOSE 2 - 4 S = SOFT

10 - 29 MD = MEDIUM DENSE 5 - 7 MST = MEDIUM STIFF

30 - 50 D = DENSE 8-15 ST = STIFF

50+ V = VERY DENSE 16 - 30 VST = VERY STIFF

30+ H = HARD

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text BOH 958.8-ft

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text W

AutoCAD SHX Text 20 %

AutoCAD SHX Text 94 %

AutoCAD SHX Text

SNDY CL

AutoCAD SHX Text

CLY SND

AutoCAD SHX Text

SLTS

AutoCAD SHX Text

CLYS

AutoCAD SHX Text 990.0-ft

AutoCAD SHX Text B- 2

AutoCAD SHX Text Station: 14+67

Offset: 42.0 ft. Lt. CL

SECTION A-A

SECTION B-B

EXISTING GROUND SURFACE

ESTIMATED BEDROCK

SURFACE

EXISTING GROUND SURFACE

ESTIMATED BEDROCK

SURFACE

FILL

FILL /

COLLUVIUM

FILL

FILL

FILL

CLAY

COAL

CLAYSTONE

SHALE

SHALE

SANDSTONE

COAL

CLAYSTONE

SHALE

COAL

SHALE

SHALE

FILL /

COLLUVIUM

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

P R

O J E

C T

C L

I E

N T

S H

E E

T

W21088

NLS

1" = 20'

11-1-21

NA

B-2

K E

M P

T O

N

R

E F

U S

E

L A

N D

S L I D

E

T H

R A

S H

E R

G E

O L O

G I C

C

O

S

C

T I O

N S

0 10 20 40

FEET

NOTES

1. CROSS SECTIONS PRESENTED REPRESENT SUBSURFACE CONDITIONS ENCOUNTERED AT TEST BORING LOCATIONS. CONDITIONS AT OTHER LOCATIONS MAY DIFFER FROM

THOSE OBSERVED IN THE TEST BORINGS.

2. THE GEOLOGIC CORRELATIONS BETWEEN TEST BORINGS ARE BASED ON STRAIGHT LINE INTERPOLATION. ACTUAL CONDITIONS BETWEEN TEST BORINGS COULD DIFFER.

3. SEE SHEET FIGURE B-1 "LEGEND OF SYMBOLS AND GEOLOGIC DATA" FOR TEST BORING STICK LOG INTERPRETATION.

AutoCAD SHX Text 50/6"

AutoCAD SHX Text 50/4"

AutoCAD SHX Text 50/4"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B- 1

AutoCAD SHX Text 50/3"

AutoCAD SHX Text 50/1"

AutoCAD SHX Text 50/4"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B- 2

AutoCAD SHX Text 50/4"

AutoCAD SHX Text 50/3"

AutoCAD SHX Text 50/6"

AutoCAD SHX Text 50/1"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B- 3

AutoCAD SHX Text 50/3"

AutoCAD SHX Text 50/1"

AutoCAD SHX Text 50/0"

AutoCAD SHX Text 50/0"

AutoCAD SHX Text

AutoCAD SHX Text B- 4

AutoCAD SHX Text 50/2"

AutoCAD SHX Text 50/1"

AutoCAD SHX Text 50/2"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B- 5

AutoCAD SHX Text 50/3"

AutoCAD SHX Text 50/6"

AutoCAD SHX Text 50/6"

AutoCAD SHX Text 50/0"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B- 6

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

Appendix C g g g g

B-1

B-2

B-3

B-6 B-5

B-4

APPROXIMATE LIMITS OF SLIDE AREA

EXISTING DRAIN

A

B

B

A

PROPOSED TOE KEY DRAIN OUTLET

RE-ROUTE EXISTING DRAIN AROUND SLIDE AREA

WITH SOLID PIPE TO BOTTOM OF SLOPE

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

P R

O J E

C T

C L

I E

N T

S H

E E

T

W21088

NLS

1" = 20'

11-1-21

NA

C-1

K E

M P

T O

N

R

E F

U S

E

L A

N D

S L I D

E

T H

R A

S H

E R

B O

R I N

G

L O

C A

T I O

N

P

L A

N

LEGEND

APPROXIMATE LOCATION OF BORING

APPROXIMATE LOCATION OF SECTION 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 THRASHER.

0 10 20 40

FEET

A A

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

SECTION A-A

SECTION B-B

EXISTING GROUND SURFACE

ESTIMATED BEDROCK

SURFACE

EXISTING GROUND SURFACE

ESTIMATED BEDROCK

SURFACE

APPROXIMATE SLIDE TOE

APPROXIMATE SLIDE SCARP

APPROXIMATE SLIDE TOE

APPROXIMATE SLIDE SCARP

PROPOSED GROUND SURFACE

(REGRADE TO 2.5H:1V OR FLATTER)

NEW ENGINEERED FILL

5 FT. DEEP

(MIN)TOE KEY

15 FT. WIDE (MIN.) TOE KEY

(SEE NOTE 1 AND DETAIL 1)

TYPICAL BONDING BENCH

(SEE NOTE 2)

POSITIVE DRAINAGE FROM

TOE KEY DRAIN

POSITIVE DRAINAGE FROM

TOE KEY DRAIN

BONDING BENCHES IN BEDROCK FROM

BACK OF TOE KEY EXTENDING

LATERALLY 20 FEET (MIN.)

BONDING BENCHES IN BEDROCK FROM

BACK OF TOE KEY EXTENDING

LATERALLY 20 FEET (MIN.)

TYPICAL BONDING BENCH

(SEE NOTE 2)

NEW ENGINEERED FILL

PROPOSED GROUND SURFACE

(REGRADE TO 2.5H:1V OR FLATTER)

5 FT. DEEP

(MIN)TOE KEY

15 FT. WIDE (MIN.) TOE KEY

(SEE NOTE 1 AND DETAIL 1)

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

P R

O J E

C T

C L

I E

N T

S H

E E

T

W21088

NLS

1" = 20'

11-1-21

NA

C-2

K E

M P

T O

N

R

E F

U S

E

L A

N D

S L I D

E

T H

R A

S H

E R

T Y

P I C

A L

S

E C

T I O

N S

0 10 20 40

FEET

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

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

P R

O J E

C T

C L

I E

N T

S H

E E

T

W21088

NLS

1" = 20'

11-1-21

NA

C-3

K E

M P

T O

N

R

E F

U S

E

L A

N D

S L I D

E

T H

R A

S H

E R

N O

T E

S

NOTES

1. EXCAVATE A 15 FT. WIDE TOE-KEY BENCH TO A MINIMUM DEPTH OF 5 FEET. THE TOE KEY SHOULD BE INCLINED TOWARDS THE EXISTING SLOPE AT A 2% SLOPE (MIN.) A 6-INCH PERFORATED COLLECTOR DRAIN SHOULD BE INSTALLED AT THE BACK OF THE TOE KEY BENCH AS ILLUSTRATED ON DETAIL 1. PROVIDE A MINIMUM 24 INCH THICKNESS OF ROCK OVER THE DRAIN. THE ROCK SHOULD CONSIST OF AASHTO #57 COARSE AGGREGATE. THE CRUSHED STONE SHALL BE OVERLAIN BY A NON-WOVEN FILTER FABRIC (MIRAFI 140N OR APPROVED EQUAL). THE PERFORATED PIPES SHOULD BE CONNECTED TO A SOLID OUTLET PIPE AT AND ROUTED TO THE SOUTHWEST AS SHOWN

ON FIGURE C-1.

2. BONDING BENCHES SHALL BE EXCAVATED IN BEDROCK (INCLUDING SOFT/WEATHERED SHALE) ABOVE THE TOE-KEY BENCH TO THE DISTANCES SHOWN ON THE TYPICAL SECTIONS. DRAINS SHALL BE INSTALLED AT THE BACK OF BONDING BENCHES AT MAXIMUM 10 FT. VERTICAL INTERVALS IN SOIL AND BEDROCK. THE DRAINS SHOULD CONSIST OF A 6-INCH PERFORATED PIPE COVERED WITH AT LEAST TWO FEET OF AASHTO NO. 57 STONE. THE STONE AND DRAINAGE PIPE SHOULD BE WRAPPED WITH FILTER FABRIC OVERLAPPED AT LEAST 12-INCHES (MIRAFI 140N OR

APPROVED EQUAL).

3. EXCAVATE ALL MATERIAL AS ILLUSTRATED ON THE TYPICAL SECTION. CONSTRUCT TOE-KEY BENCH AND BONDING BENCHES IN ACCORDANCE WITH NOTES 1 AND 2 AND TYPICAL DETAILS. RECONSTRUCT THE SLOPE USING MATERIAL EXCAVATED FROM SLIDE AREA. CONFIGURE THE REGRADED SLOPE AT A MAXIMUM 2.5H:1V RATIO. EXCESS MATERIAL

SHALL BE HAULED AND PLACED IN A SUITABLE WASTE AREA.

4. FILL MATERIAL CAN CONSIST OF ONSITE NON-ORGANIC SOIL AND ROCK FRAGMENTS WITH A MAXIMUM PARTICLE SIZE OF SIX INCHES. ALL FILL SHOULD BE PLACED IN MAXIMUM 9-INCH LOOSE LIFTS. EACH FILL LIFT SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR TEST (ASTM D 698). ALL FILL MATERIALS SHOULD BE PLACED WITHIN THREE PERCENT OF THE OPTIMUM MOISTURE CONTENT AS ESTABLISHED FROM THE STANDARD PROCTOR TEST. FILL MATERIAL WHICH IS EXCESSIVELY MOIST MUST BE SPREAD AND DRIED TO WITHIN THE SPECIFIED MOISTURE TOLERANCE PRIOR TO COMPACTION. SOIL MAY ALSO BE MIXED

WITH QUICK LIME OR CEMENT TO FACILITATE DRYING.

5. UNDERDRAINS MUST BE CONSTRUCTED TO DRAIN ANY GROUNDWATER SEEPS OR SPRINGS WHICH ARE ENCOUNTERED

DURING CONSTRUCTION.

6. TRANSITION SLOPES FROM THE EXISTING STABLE GROUND TO THE RECONSTRUCTED FILL SLOPE SHOULD BE

CONFIGURED WITH SLOPES NOT STEEPER THAN A 2.5H:1V RATIO.

7. ALL FINISHED REGRADED SLOPES SHALL BE SEEDED AND MULCHED AS SOON AS POSSIBLE TO REDUCE SLOPE EROSION.

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

PROVIDE 2 FT. (MIN.) AASHTO SIZE

NO. 57 STONE OVER PIPE

BEDROCK

2.5H:1V OR FLATTER

BONDING BENCHES

IN BEDROCK

EXISTING GROUND

FINISH GROUND

BEDROCK

POSITIVE

DRAINAGE FROM

TOE KEY DRAIN

NON-WOVEN FILTER FABRIC

(MIRAFI 140N OR APPROVED

EQUAL) WRAPPED AROUND

STONE. MINIMUM 1 FT.

OVERLAY AT EDGE

15'

6 IN. PERFORATED PVC PIPE.

LOCATE IN BOTTOM OF TOE KEY

BENCH. DRAIN TO A SURFACE

OUTLET VIA SOLID WALLED PIPE.

EXCAVATE TOE KEY TO

5 FT. DEPTH (MIN.)

FINISH GROUND

NON-WOVEN FILTER FABRIC

(MIRAFI 140N OR APPROVED EQUAL)

WRAPPED AROUND STONE. MINIMUM

1 FOOT OVERLAP AT EDGE

COMPACTED FILL

2.5H:1V

6" DIA PERFORATED PLASTIC

PIPE @ 0.5% SLOPE (MIN.)

(OUTLET DRAIN PIPE BEYOND

THE LIMITS OF NEW FILL.)

BEDROCK

PROVIDE 2' (MIN.) AASHTO #57

COARSE AGGREGATE OVER PIPE

COMPACTED FILL

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

P R

O J E

C T

C L

I E

N T

S H

E E

T

W21088

NLS

N.T.S.

11-1-21

NA

C-4

K E

M P

T O

N

R

E F

U S

E

L A

N D

S L I D

E

T H

R A

S H

E R

D E

T A

I L S

AutoCAD SHX Text

TYPICAL SEEP UNDERDRAIN DETAIL

AutoCAD SHX Text

COMPACTED FILL

AutoCAD SHX Text

AASHTO NO. 57

AutoCAD SHX Text

NO SCALE

AutoCAD SHX Text

NON-WOVEN

AutoCAD SHX Text

GEOTEXTILE

AutoCAD SHX Text

UNDISTURBED SOIL

AutoCAD SHX Text

24" MIN

AutoCAD SHX Text

TYPICAL SEEP UNDERDRAIN DETAIL

AutoCAD SHX Text

COMPACTED FILL

AutoCAD SHX Text

AASHTO NO. 57

AutoCAD SHX Text

6" DIA. PERFORATED

AutoCAD SHX Text

PLASTIC PIPE

AutoCAD SHX Text

NO SCALE

AutoCAD SHX Text

NON-WOVEN

AutoCAD SHX Text

GEOTEXTILE

AutoCAD SHX Text

UNDISTURBED SOIL

AutoCAD SHX Text

24" MIN

AutoCAD SHX Text 48"

AutoCAD SHX Text

%%UTYPICAL TOE-KEY FOUNDATION DETAIL

AutoCAD SHX Text

NO SCALE

AutoCAD SHX Text

NO SCALE

AutoCAD SHX Text

%%UDETAIL 1

AutoCAD SHX Text

%%UTYPICAL BONDING BENCH WITH DRAIN

AutoCAD SHX Text

NO SCALE

AutoCAD SHX Text

%%UDETAIL 2

AutoCAD SHX Text

%%UTYPICAL BONDING BENCH WITH DRAIN

AutoCAD SHX Text

NO SCALE

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

Appendix D

0 20 40 60 80 100 120 140 160

W21088 - SECTION A - BACKCALC

w:\projects\2021\w21088 - kempton refuse landslide - thrasher\stability\backcalcs\w21088_section a_backcalc.pl2 Run By: Username 10/22/2021 02:55PM

W1 W1 bc def gh ij a

# FS

a 1.0 b 1.0 c 1.0 d 1.1 e 1.1 f 1.4 g 3.0 h 3.1 i 3.2 j 3.5

Soil Desc.

EXISTING

BEDROCK

Soil Type No.

Total Unit Wt.

(pcf) 125.0 150.0

Saturated Unit Wt.

(pcf) 130.0 150.0

Cohesion Intercept

(psf) 0.0

1000.0

Friction Angle (deg) 22.0 26.0

Piez.

Surface

No.

W1 W1

STABL6H FSmin=1.0 Safety Factors Are Calculated By The Modified Bishop Method

W21088 - SECTION B - BACKCALC

w:\projects\2021\w21088 - kempton refuse landslide - thrasher\stability\backcalcs\section b_backcalc.pl2 Run By: Username 10/22/2021 02:59PM

W1 W1 b cde fghi j a

# FS

a 1.0 b 1.0 c 1.0 d 1.0 e 1.1 f 1.1 g 1.1 h 1.2 i 1.3 j 1.3

Soil Desc.

EXISTING

BEDROCK

Soil Type No.

Total Unit Wt.

(pcf) 125.0 150.0

Saturated Unit Wt.

(pcf) 130.0 150.0

Cohesion Intercept

(psf) 0.0

1000.0

Friction Angle (deg) 22.0 26.0

Piez.

Surface

No.

W1 W1

STABL6H FSmin=1.0

W21088 - SECTION A - 5' DEEP 15' WIDE KEY

w:\projects\2021\w21088 - kempton refuse landslide - thrasher\stability\w21088_section a_5' deep 15' wide key.pl2 Run By: Username 10/29/2021 11:18AM

W1

W1 W1 b c d e f g h i ja

# FS

a 1.9 b 1.9 c 1.9 d 2.0 e 2.0 f 2.0 g 2.0 h 2.1 i 2.1 j 2.2

Soil Desc.

ENG FILL

EX FILL

BEDROCK

Soil Type No.

Total Unit Wt.

(pcf) 125.0 125.0 150.0

Saturated Unit Wt.

(pcf) 130.0 130.0 150.0

Cohesion Intercept

(psf) 250.0 0.0

1000.0

Friction Angle (deg) 28.0 22.0 26.0

Piez.

Surface

No.

W1 W1 W1

STABL6H FSmin=1.9

W21088 - SECTION B - 5' DEEP 15' WIDE KEY

w:\projects\2021\w21088 - kempton refuse landslide - thrasher\stability\w21088_section b_5' deep 15' wide key.pl2 Run By: Username 10/29/2021 11:17AM

W1

W1

W1 W1 b c d e f g h i j a

# FS

a 1.6 b 1.6 c 1.7 d 1.7 e 1.7 f 1.7 g 1.8 h 1.8 i 1.8 j 1.8

Soil Desc.

ENG FILL

EX FILL

BEDROCK

RESIDUAL

SOFT

Soil Type No.

Total Unit Wt.

(pcf) 125.0 125.0 150.0 125.0 125.0

Saturated Unit Wt.

(pcf) 130.0 130.0 150.0 130.0 130.0

Cohesion Intercept

(psf) 250.0 0.0

1000.0 100.0 0.0

Friction Angle (deg) 28.0 22.0 26.0 26.0 18.0

Piez.

Surface

No.

W1 W1 W1 W1 W1

STABL6H FSmin=1.6

Appendix E

Kempton Refuse Slide NGE Project No. W21088

Photo 1 - Looking northeast at slide area

Photo 2 – Looking north at stream below slide area

Photo 3 - Looking southeast at slide area

Photo 4 - Looking northeast at slide area

Photo 5 – Looking at overall slide area