Attachment 8.pdf

SOILS AND FOUNDATIONS REPORT

NO. 01-18

PROJECT WV FS ES (1)

REPLACEMENT OF FOUR STREAM CROSSINGS

MONONGAHELA NATIONAL FOREST

POCAHONTAS AND GREENBRIERS COUNTIES, WEST VIRGINIA

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division

21400 Ridgetop Circle Sterling, VA 20166

January 2018

TABLE OF CONTENTS

1 INTRODUCTION

1.1 General

1.2 Project Description

2 SITE GEOLOGY

3 PROCEDURES AND RESULTS

3.1 Subsurface Exploration

3.2 Survey Information

3.3 Sampling

3.4 Generalized Subsurface Conditions

3.4.1 FS 251 (Crooked Fork) - MP 0.1 (Borings 251 B-1)

3.4.2 FS 251 (Crooked Fork) - MP 0.5 (Borings 251 B-2 and B-3)

3.4.3 FS 223 (Bear Run) - MP 1.0 (Borings 223 B-1 and B-2)

3.4.4 FS 461 (Purple Rhodo) – MP 2.47 (Borings 461 B-1 and B-2)

4 DESIGN ANALYSIS AND RECOMMENDATIONS

4.1 General

4.2 Seismic Design Considerations

4.3 Scour

4.4 Foundation Type Considerations

4.5 Soil Design Parameters

4.6 Summary of Recommendations

5 CONSTRUCTION CONSIDERATIONS

5.1 Excavation

5.2 Dewatering

5.3 Backfill Material

DISCLAIMER/LIMITATIONS CLAUSE

REFERENCES

APPENDICES

APPENDIX A – Figures APPENDIX B - Borings Location Maps and Subsurface Profiles APPENDIX C – Boring Logs APPENDIX D – Laboratory Testing Results APPENDIX -E - Design Analysis APPENDIX E – Selected Site Photographs

Note: Design changes made subsequent to distribution of this report and prior to project advertisement will be documented in a memo inserted after the title page.

SOILS AND FOUNDATIONS REPORT

NO. 01-18

PROJECT WV FS ES (1)

REPLACEMENT OF FOUR STREAM CROSSINGS

MONONGAHELA NATIONAL FOREST

POCAHONTAS AND GREENBRIERS COUNTIES, WEST VIRGINIA

1 INTRODUCTION

1.1 General

This report summarizes the results of our subsurface exploration, laboratory testing, and design analyses and presents our recommendations for the replacement of four (4) stream crossings in Monongahela National Forest in Pocahontas and Greenbriers Counties, West Virginia. The sites location and vicinity maps are presented in Figures 1 in Appendix A.

1.2 Project Description

The Forest Service (FS) requested subsurface exploration and geotechnical evaluation at the following sites:

1. FS 251 (Crooked Fork), Milepost (MP) 0.1 – This stream crossing is located 0.1 mile from the intersection of FS 251 with US Route 219 in Pocahontas County, WV.

2. FS 251 (Crooked Fork), MP 0.5 – This stream crossing is located 0.5 mile from the intersection of FS 251 with US Route 219 in Pocahontas County, WV.

3. FS 223 (Bear Run), MP 1.0 – This stream crossing is located 1.0 mile from the intersection of FS 223 with WV State Route 39/WV 55 in Greenbriers County, WV.

4. FS 461 (Purple Rhodo), MP 2.47 – This stream crossing is located 2.6 miles from the intersection of FS 461 with FS 150 Highland Scenic Highway in Pocahontas County, WV. This intersection is approximately 10 miles east of the intersection of FS 150 with WV 39/WV 55.

We understand that the existing corrugated metal pipes will be replaced with Aquatic Organism Passages (AOPs). The crossing at the sites of MP 0.1 of Crooked Fork and Bear Run are also served with temporary bridges that were placed shortly after the flooding event on June 23, 2016. The existing crossings appear to be undersized.

We also understand that the FS is considering the following AOP alternatives:

• Steel Plate Arch on shallow foundations.

• Reinforced Concrete Box Culvert.

• Clear span, pre-cast concrete superstructure with vertical abutments on shallow foundations.

Project: WV FS ERFO ES (1) Soils and Foundations Report Monongahela National Forest No. 01-18 Pocahontas and Greenbrier Counties, WV

2 U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

2 SITE GEOLOGY

The Geologic Map of West Virginia (1968)1, indicated that the subject sites are located within the Appalachian Plateau Physiographic Province. The parent rock appears to be from the Pennsylvanian and Mississippian Periods. The bedrock at the Crooked Fork crossings are from Bluefield Formation (Mbf), described as predominantly sandstone, with some shale, siltstone, and coal. The bedrock at the Purple Rhodo crossing is from the New River Formation (Pnnr), described as predominantly sandstone, with some shale, siltstone, and coal. The bedrock at the Bear Run crossing is from the Hinton Formation (Mh), described as red, green, and medium-gray shale and sandstone, with a few thin limestone beds, including the Avis. The site geologic map is provided in Figure 2 in Appendix A.

3 PROCEDURES AND RESULTS

3.1 Subsurface Exploration

Eastern Federal Lands Highway Division’s (EFLHD) Subsurface Exploration Team performed the drilling operations from November 4 to 8, 2017 and from November 29 to December 4, 2017. A total of seven (7) soil borings were drilled. The borings were drilled using a CME 750 all-terrain vehicle (ATV)-mounted rotary drill rig.

It should be noted that only one (1) boring (251 B-1) was drilled in the vicinity of FS 251 (Crooked Fork) MP 0.1 site. Site topography, right of way, access to nearby land occupants, and traffic control prevented the drilling crew from drilling the second boring.

3.2 Survey Information

The borings were surveyed by the EFLHD Survey Team to determine their coordinates and elevations. Elevation data were based on North American Vertical Datum of 1983 (NAVD 83). Field measurements are listed in Table 1.

Table 1 – Summary of Field Survey Data for the Borings(1)

Stream Crossing Site

Boring No.

Northing Easting Ground Surface Elevation

(ft) Crooked Fork MP 0.1 B-1 482037.590 2227333.105 3108.74 Crooked Fork MP 0.5 B-2 483616.456 2226001.487 3083.29 Crooked Fork MP 0.5 B-3 483574.454 2226008.008 3084.91

Bearn Run B-1 429490.570 2151188.374 3417.79 B-2 429434.749 2151177.671 3417.71

3 U.S. DEPARTMENT OF TRANSPORTATION

Purple Rhodo B-1 477954.236 2190196.333 4012.31 B-2 477966.499 2190229.433 4011.68

(1) NAD83 West Virginia State Planes, South Zone, US Foot

3.3 Sampling

Borings were advanced using 3¾- inch (ID) Hollow-Stem Augers (HSA) in soils and decomposed rock. Standard Penetration Tests (SPT) was performed using a 2¼-inch (OD) split-spoon sampler in accordance with AASHTO T 206. SPT samples were recovered by driving the split-spoon sampler a distance of 24 inches, or until refusal, into the soil under the action of a 140-pound automatic hammer free-falling 30 inches. The number of hammer blows required to advance the split-spoon sampler the middle foot of the 24-inch sample is designated as the “Standard Penetration Resistance” or N-Value.

The number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs. Split-spoon refusal is defined by 50 blows per 1 inch or less of penetration of the split-spoon sampler. Upon completion of each SPT, the sampler was removed from the ground and sample recovery measurements were made and recorded for each sampling event. A field description by color, texture, and moisture was made for each recovered sample. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The sampling sequence and associated jar samples for each boring may be referenced on the boring logs in Appendix B.

Rock coring was performed in all borings upon encountering auger refusal. Rock coring was performed using rotary drilling techniques and samples were retrieved using a double-walled NQ wire line core barrel. Rock samples recovered were visually examined then percent core recovery (CR) and rock quality designation (RQD) were determined for each core run to provide a quantitative basis for evaluation of the condition of the rock.

Rock core samples were preserved in wooden boxes.

All borings were backfilled with auger cuttings upon completion of the drilling. Soils and core samples were later transported to EFLHD’s Materials Testing Facility in Sevierville, TN for laboratory testing and storage.

Laboratory Testing

A laboratory testing program was conducted on representative soil samples recovered during the subsurface exploration to aid in classification and evaluation of the engineering properties of subsurface soils. Laboratory testing including gradation analysis by sieve (AASHTO T 11/T 27), natural moisture content (AASHTO T 265), Atterberg limits (AASHTO T 89 & T 90), and classification (AASHTO M 145) were conducted in EFLHD Materials Laboratory.

Unconfined compressive strength (ASTM D 7012) tests were performed on representative rock core samples. The results of the laboratory testing program are presented in Appendix D and summarized in Tables 2 and 3.

4 U.S. DEPARTMENT OF TRANSPORTATION

Table 2 – Summary of Laboratory Testing Results-Soils Site Location

B or in g

N o.

Sa m pl e

N o.

Sample Depth

(ft)

MC

PL

LL

PI

A A

SH

T

O

C la ss ifi ca tio n

FS 251 (Crooked Fork), MP 0.1 B-1 J-3 5-7 11.6 21 25 4 A-1-b FS 251 (Crooked Fork), MP 0.1 B-1 J-6 13-15 10.8 NP NV NP A-2-4(0) FS 251 (Crooked Fork), MP 0.1 B-1 J-9 20-22 9.6 NP NV NP A-4(0) FS 251 (Crooked Fork), MP 0.5 B-2 J-2 3-5 6.4 NP NV NP A-1-a FS 251 (Crooked Fork), MP 0.5 B-2 J-4 8-10 11.8 NP NV NP A-2-4(0) FS 251 (Crooked Fork), MP 0.5 B-2 J-9 20-22 13.6 23 30 7 A-2-4(0) FS 251 (Crooked Fork), MP 0.5 B-3 J-3 5-7 9.2 NP NV NP A-1-a FS 251 (Crooked Fork), MP 0.5 B-3 J-5 10-12 8.0 NP NV NP A-1-a FS 251 (Crooked Fork), MP 0.5 B-3 J-8 18-20 14.1 21 31 10 A-4(4) FS 223 (Bear Run), MP 1.0 B-1 J-1 5-7 13.3 NP NV NP A-4(0) FS 223 (Bear Run), MP 1.0 B-1 J-7 15-17 11.8 21 27 6 A-4(0) FS 223 (Bear Run), MP 1.0 B-1 J-8 18-20 6.3 19 26 7 A-1-a FS 223 (Bear Run), MP 1.0 B-2 J-1 3-5 4 NP NV NP A-4(1) FS 461 (Purple Rhodo), MP 2.47 B-1 J-3 5-7 NT NT NT - - FS 461 (Purple Rhodo), MP 2.47 B-1 J-8 18-20 NT NT NT - - FS 461 (Purple Rhodo), MP 2.47 B-2 J-2 3-5 18.9 21 28 7 A-2-4(0) FS 461 (Purple Rhodo), MP 2.47 B-2 J-4 8-10 NT NT NT - - FS 461 (Purple Rhodo), MP 2.47 B-2 J-7 13-15 7.8 NP NV NP A-2-4(0)

MC : Moisture Content; PL: Plastic limit; LL: Liquid limit; NP: Non-Plastic; NV: No Value; NT: Not tested (insufficient amount of material to perform the test).

Table 3 – Summary of Laboratory Testing Results-Rock Stream Crossing Site Boring

No.

Core Depth

(ft) Sample Depth

(ft)

Unconfined Compression

Strength (psi)

FS 251 (Crooked Fork), MP 0.1 B-1 33.0-38.0 35.0 7,450 FS 251 (Crooked Fork), MP 0.5 B-2 25.6-29.4 27.2 2,490 FS 251 (Crooked Fork), MP 0.5 B-2 29.4-34 29.8 7,260 FS 251 (Crooked Fork), MP 0.5 B-3 20.3-24.3 24.3 6,800 FS 223 (Bearn Run), MP 1.0 B-1 23.8-28.8 25.8 6,810

FS 223 (Bearn Run), MP 1.0 B-1 28.8-33.8 28.8 9,060 FS 223 (Bearn Run), MP 1.0 B-2 19.5-24.0 21.5 8,370 FS 223 (Bearn Run), MP 1.0 B-2 24.1-29.0 24.7 7,080 FS 461 (Purple Rhodo), MP 2.47 B-1 24.2-28.8 24.9 11,270 FS 461 (Purple Rhodo), MP 2.47 B-1 28.8-33.8 28.8 10,650 FS 461 (Purple Rhodo), MP 2.47 B-2 16.7-19.7 17.8 13,430

5 U.S. DEPARTMENT OF TRANSPORTATION

3.4 Generalized Subsurface Conditions

This section provides a brief description of the of soil conditions encountered in the borings. The stratification lines designating the interfaces between soil types on the boring logs in Appendix C represent approximate boundaries. The transition between materials may be gradual. One or more of the soil units may be absent at specific locations.

3.4.1 FS 251 (Crooked Fork) - MP 0.1 (Borings 251 B-1)

Subsurface conditions encountered in the boring are described below:

Topsoil - A 0.3-ft thick layer of topsoil was encountered at the boring.

Fill - Underneath the topsoil, fill material consisting of silty sand with traces of gravel and cobbles was encountered to a depth of 5 ft below existing site grade. SPT N-values of 4 and 29 blow per foot (bpf) were recorded within the fill material indicating very loose to medium dense relative densities.

Silty Clayey Gravel – This material was encountered underneath the fill material and extended to a depth of 20 ft below existing site grade. SPT N-values recorded within this layer ranged from 13 to greater than 50 bpf indicating medium dense to very dense relative densities.

Decomposed Rock – Decomposed Shale was encountered underneath the above-mentioned stratum and extended to the auger refusal depth, which was encountered at a depth of 32.5 ft below exiting site grades.

Bedrock – Bedrock, consisting primarily of gray and reddish brown shale was encountered underneath the decomposed rock stratum and extended to the termination depth of the soil boring. Rock Quality Designation (RQD) values obtained ranged from 34 to 96 percent, with RQD values increasing with depth. A representative core sample yielded an unconfined compressive strength (UCS) value of 7,450 psi.

Groundwater – Groundwater was encountered during drilling at the depth of 12.9 ft below the exiting grade. Fluctuations in the groundwater level due to seasonal and climatic effects should be expected.

3.4.2 FS 251 (Crooked Fork) - MP 0.5 (Borings 251 B-2 and B-3) Subsurface conditions encountered in borings are described below:

Topsoil - A 0.3-ft thick layer of topsoil was encountered at the boring locations.

6 U.S. DEPARTMENT OF TRANSPORTATION

Fill - Underneath the topsoil, fill material consisting of sandy gravel with traces of silt was encountered to a depth of down to 7 ft below existing site grades. N-values recorded within the fill material ranged from 8 to 34 bpf indicating loose to dense relative densities.

Silty Sandy Gravel – This stratum was encountered underneath the fill material and extended to depths of 18 ft and 20 ft below the existing grades in borings B-3 and B-2, respectively. SPT N-values recorded within this layer ranged from 9 to greater than 50 bpf indicating loose to very dense relative densities.

Decomposed Rock – Decomposed Shale was encountered underneath the Silty Sandy Gravel stratum and extended to auger refusal depths, which were encountered at depths of 20.3 ft to 25.6 ft below exiting grades in borings B-3 and B-2, respectively.

Bedrock – Bedrock, consisting primarily of gray and reddish brown shale was encountered underneath the decomposed rock stratum and extended to the termination depth of the soil borings. RQD values ranged from 88 to 100 percent indicating excellent quality. Laboratory testing yielded UCS values of 2,490 and 7,260 psi.

Groundwater – Groundwater was encountered at depths of 6.0 ft and 12.5 ft below existing site grades in borings B-2 and B-3, respectively. It should be noted that water was used for rock coring; therefore, groundwater was not monitored during coring.

Fluctuations in the groundwater level due to seasonal and climatic effects should be expected.

3.4.3 FS 223 (Bear Run) - MP 1.0 (Borings 223 B-1 and B-2)

The generalized Subsurface conditions encountered in the borings are described below:

Aggregate Surface - A 3-ft thick layer of aggregate surface and base course was encountered at the boring locations.

Fill - Underneath the base course material, fill material consisting of silty sand with some gravel and sandy silty gravel was encountered and extended to depths of 10 ft and 12 ft below existing site grades in borings B-2 and B-1, respectively. SPT N-values recorded within the fill material ranged from 2 to 38 bpf indicating very loose to dense relative densities.

Decomposed Rock – Decomposed shale was encountered underneath the fill layer and extended to auger refusal depths, which were encountered at 19.5 ft and 23.3 ft below existing site grades in borings B-2 and B-1, respectively.

7 U.S. DEPARTMENT OF TRANSPORTATION

Bedrock – Bed rock, consisting primarily of gray shale was encountered underneath the decomposed and extended to the termination depths of the soil borings. RQD values ranged from 93 to 100 percent indicating excellent rock quality. Laboratory tests on representative rock samples yielded UCS values of 6,810 and 9,060 psi.

Groundwater – Groundwater was encountered at a depth of 11 ft below existing site grades in boring B-2. No groundwater was encountered in boring B-1 during our drilling operations. It should be noted that water was used for rock coring; therefore, groundwater was not monitored during coring. Fluctuations in the groundwater level due to seasonal and climatic effects should be expected.

3.4.4 FS 461 (Purple Rhodo) – MP 2.47 (Borings 461 B-1 and B-2) Subsurface conditions encountered in the borings are described below:

Aggregate Surface - A 3-ft thick layer of aggregate surface and base course was encountered at the soil borings.

Fill - Underneath the base course layer, fill material consisting of silty sand and silty clayey sand with traces gravel and cobbles were encountered and extended to depths of 12 ft and 15 ft below existing site grades in borings B-2 and B-1, respectively. SPT N-values recorded within the fill material ranged from 0 to 6 bpf, indicating very loose to lose relative densities.

Silty Sandy Gravel - brown and gray silty sandy gravel was encountered underneath the fill layer and extended to auger refusal depths, which were encountered at depths of 16.7 ft and 24.2 ft below existing site grades in borings B-2 and B-1, respectively. SPT N-values recorded within this layer ranged from 5 bpf to 69 bpf, indicating loose to very dense relative densities.

Bedrock – Bedrock, consisting primarily of gray to reddish gray Sandstone was encountered underneath the silty sandy gravel stratum and extended to the termination depths of the soil borings. RQD values ranged from 71 to 100 percent indicating good to excellent rock quality. Laboratory testing on representative rock samples yielded UCS values of 10,650 to 13,430 psi.

Groundwater – Groundwater was encountered at a depth of 17 ft below exiting site grade in boring B-1. No groundwater was encountered in boring B-2 during our drilling operations. It should be noted that water was used for rock coring; therefore, groundwater was not monitored during coring. Fluctuations in the groundwater level due to seasonal and climatic effects should be expected.

8 U.S. DEPARTMENT OF TRANSPORTATION

4 DESIGN ANALYSIS AND RECOMMENDATIONS

4.1 General

All aspects of geotechnical design for the foundations were performed in accordance with AASHTO LRFD Bridge Design Specifications, Seventh Edition, 2014 with 2016 Interim Revisions2.

4.2 Seismic Design Considerations

The results of our subsurface exploration were used to determine the Seismic Site Class for the project site based on Table 3.10.3.1-1 of AASHTO. SPT N-values of soil samples were used to classify the sites. The USGS Seismic Design Maps web application was used to determine the Seismic Site Coefficients. Information regarding site classification, peak ground acceleration (PGA), horizontal response spectral acceleration coefficient (SD1) at 1-Second and seismic zone is provided in Table 4. The seismic zone was determined in accordance with AASHTO Table 3.10.6-1. Detailed seismic information for all sites is provided in Appendix E.

Table 4 – Seismic Information

PGA: Peak ground acceleration; As :Peak seismic ground acceleration modified by short period site factor; SD1: site factor-modified horizontal response spectral acceleration at 1-Second period.

4.3 Scour

Scour analysis was not performed in this geotechnical study. It should be noted that AASHTO LRFD, Section 10.6.1.1 requires that spread footings on soil or erodible rock be located at a depth where the bottom of footing is below maximum anticipated scour depth.

4.4 Foundation Type Considerations

Three (3) design alternatives were considered; steel plate arch, reinforced concrete box culvert, or clear span, pre-cast concrete superstructure with vertical abutments.

Our analysis indicated that the proposed structures can be supported on a system of shallow foundation, bearing on firm natural soils, decomposed rock, or bedrock.

However, differential settlement needs to be computed based on structural configuration and loading. Therefore, information regarding proposed structural configuration as well

Location Site Class PGA/As SD1 Seismic Zone

FS 223 (Bearn Run) C 0.046g/0.056g 0.066g 1

FS 251 (Crooked Fork) C 0.051g/0.061g 0.069g 1

FS 461 (Purple Rhodo) C 0.047g/0.056g 0.067g 1

9 U.S. DEPARTMENT OF TRANSPORTATION

as service and strength load combinations and criteria for differential settlement will be required to evaluate foundation bearing resistance, and settlement.

Table 5 includes the recommended bottom of footing depths and elevations along with presumptive bearing resistance values based on AASHTO LRFD, Table C10.6.2.6.1-1. It should be noted that over excavation and/or ground improvement may be required below the estimated bearing elevations to achieve the presumptive bearing resistance values.

Table 5 – Recommended Bottom of Foundation Depth/Elevation and Presumptive Bearing Resistance

Location Recommended bottom of Foundation

Presumptive Bearing

Resistance Value(2)

(ksf)

Depth(1) (ft)

Elevation (ft)

FS 251 (Crooked Fork) - MP 0.1 6 3102.7 3

FS 251 (Crooked Fork) – MP 0.5 8 3074.3 3

FS 223 (Bearn Run) 13 3403.8 4

FS 461 (Purple Rhodo) 17 3994.0 2.5

(1) Below the existing ground surface; (2) The values are settlement limited and only apply at service limit states (AASHTO LRFD, Table C10.6.2.6.1-1)

4.5 Soil Design Parameters

A summary of the design parameters used in the analyses and design of the foundations are presented in Tables 6 through 9.

Table 6 –Soil Design Parameters for site FS 251 (Crooked Fork) - MP 0.1 Soil Type Adjusted SPT-N

Values(1) Elevation

(ft) Unit

Weight (pcf)

Cohesion (c')

(psf) φ'(2) (deg)

New Fill - - 120 0 34 Existing Fill 5-39 3,108.5 – 3,103.7 125 0 30

Foundation material 17-39 3,103.7 – 3,088.7 125 0 32 Decomposed Shale >50 Below 3,088.7 130 0 39

(1)Field SPT N-value adjusted based on energy transfer ratio (ETR) of 80%; (2)φ' : Angle of internal friction

10 U.S. DEPARTMENT OF TRANSPORTATION

Table 7 –Soil Design Parameters for site FS 251 (Crooked Fork) - MP 0.5

Values(1) Elevation

(ft) Unit

Weight (pcf)

Cohesion (c')

(psf) φ'(2) (deg)

New Fill - - 120 0 34 Existing Fill 11-34 3,084.7 – 3,076.3 125 0 30

Foundation material 12->50 3,076.3 – 3,063.3 125 0 32 Decomposed Shale >50 Below 3,088.7 130 0 39

(1)Field SPT N-value adjusted based on energy transfer ratio (ETR) of 80%; (2)φ' : Angle of internal friction

Table 8 –Soil Design Parameters for site FS 223 (Bear Run)

Values(1) Elevation

(ft) Unit Weight

(pcf) Cohesion

(c') (psf) φ'(2) (deg)

New Fill - - 120 0 34 Existing Fill 3>50 3,414.7 – 3,405.8 125 0 30

Foundation material (Decomposed Shale)

>50 Below 3,405.8 125 0 39 (1)Field SPT N-value adjusted based on energy transfer ratio (ETR) of 80%; (2)φ' : Angle of internal friction

Table 9 –Soil Design Parameters for site FS 461 (Purple Rhodo)

Values(1) Elevation

(ft) Unit

Weight (pcf)

Cohesion (c')

(psf) φ'(2) (deg)

New Fill - - 120 0 34 Existing Fill 0-8 4,010.3 – 3,997.3 125 0 30

Foundation material 7>50 3,997.3 – 3,988.1 125 0 30 (1)Field SPT N-value adjusted based on energy transfer ratio (ETR) of 80%; (2)φ' : Angle of internal friction

4.6 Summary of Recommendations

The following foundation recommendations are based on the results of our subsurface investigation:

• We recommend that the proposed replacement structure and associated retaining walls be founded on a shallow foundation system.

• Presumptive bearing resistance values provided in Table 5 are settlement limited.

Therefore, they are applicable only at the service limit state.

• The recommended bottom of foundation elevations as provided in Table 5 should be verified in the field by a geotechnical engineer, or the Contracting Officer (CO), during excavation.

• A licensed geotechnical engineer, or the CO, should inspect, and approve, earthwork construction activities including excavation, sub-grade evaluation prior to placing the foundations

11 U.S. DEPARTMENT OF TRANSPORTATION

• Recommended concrete-backfill interface friction angle should be taken as 2/3φ' (angle of internal friction) as provided in Tables 6 through 9.

• Additional information such as structure configuration and LRFD load combination are needed to perform a more detailed analysis based on each site-specific condition.

5 CONSTRUCTION CONSIDERATIONS

This section discusses the geotechnical engineering recommendations for construction of the proposed stream crossing structures. .

5.1 Excavation

All excavations should be performed in accordance with applicable Federal, state, local, and OSHA standards and in accordance with Section 204 of the FP 14 Specifications.

5.2 Dewatering

Dewatering and/or temporary diversion of the stream may be required during the construction. Adequate dewatering should be provided at all times and it should be in accordance with the project permits requirements and specifications.

We recommend that dewatering to be performed such that the groundwater is maintained at a depth of at least 2 feet below the recommended bottom of foundation elevation.

5.3 Backfill Material

Backfill material should be placed and compacted in accordance with Section 204 of FP 14.

12 U.S. DEPARTMENT OF TRANSPORTATION

DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface conditions between these locations may vary.

The Design Analysis and Recommendations section in this report includes interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Prepared by:

Mohammed Elias, Ph.D., P.E.

Senior Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

13 U.S. DEPARTMENT OF TRANSPORTATION

REFERENCES

1 Cardwell, D.H., Erwin, R.B., and Woodward, H.P (1968). Geologic Map of West Virginia. West Virginia Geological and Economic Survey. Morgantown, West Virginia.

2 AASHTO (2014). LRFD Bridge Design Specifications, Customary U.S. Units, 7th Edition, with 2016-Interim, American Association of State Highway and Transportation Officials, Washington, D.C.

Appendix A

Figures

STATE

WV

PROJECT

FIGURE 1: SITE LOCATION MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA WV FS ES(1)

FS 251

FS 223

FS 461

Mh: Hinton Formation (Mississippian)

Geologic units of West Virginia A GIS database of geologic units and structural features, with lithology, age, data structure, and format written and arranged just like the other states.

Source: United States Geological Survey (USGS), Digital Representation of the 1968 Geologic Map of West Virginia.

Pnnr: New River Formation (Pennsylvanian)

Mbf: Bluefield Formation (Mississippian)

Hinton Formation (part of Mauch Chunk Group) - red, green, and medium-gray shale and sandstone, with a few thin limestone beds, including the Avis.

Bluefield Formation (part of Mauch Chunk Group) - red and green shale and sandstone, with a few thin limestone lenses, such as the Reynolds.

STATE

WV

PROJECT

New River Formation (part of Pottsville Group) - predominantly sandstone, with some shale, siltstone, and coal. Grades to nearly all sandstone in the subsurface. Extends from the top of the Upper Nuttall Sandstone to the top of the Flattop Mountain Sandstone. Includes the Iaeger, Sewell, Welch, Raleigh, Beckley, Fire Creek, and Pocahontas Nos. 8 and 9 coals.

FIGURE 2: SITE GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA WV FS ERFO ENG STUDY

Appendix B

Borings Location Maps and Subsurface Profiles

3,045

3,050

3,055

3,060

3,065

3,070

3,075

3,080

3,085

3,045

3,050

3,055

3,060

3,065

3,070

3,075

3,080

3,085

0.2

0.8

1.0

1.0

0.9

1.7

0.3

1.4

0.92

0.5

3.6

0.5

0.8

1.1

0.7

0.9

0.8

1.1

0.9

0.3

3.8

4.8

4.8

LEGEND

N SUBSURFACE PROFILE

SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. TOPSOIL FILL SILTY

GRAVEL

DECOMPOSED

ROCK SHALE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Monongahela National Forest - WV FS ERFO Eng Study

X

S

U B

S U

R F

A C

E P

R O

F

IL

E

1/

/1

:2

H

S O

IL

S

\P R

O S

P E

C T

IV

E

P R

O

JE

C T

S \E

R F

O W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \W

V E

R F

O F

S _A

O P

S M

A .G

P J

0.25

25.6

29.4

34.4

Depth (ft) N

FS 251 - B-2

Rec.

0.25

20.3

24.3

29.3

34.3

Depth (ft) N

FS 251 - B-3

Rec.

FS 251 - B-2FS 251 - B-3

3,380

3,385

3,390

3,395

3,400

3,405

3,410

3,415

3,420

3,380

3,385

3,390

3,395

3,400

3,405

3,410

3,415

3,420

1.5

0.4

1.3

0.6

1.5

0.5

1.5

0.8

0.05

0.15

0.9

0.5

0.8

1.1

0.9

0.3

0.7

0.35

4.3

LEGEND

N SUBSURFACE PROFILE

SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. GRAVEL FILL DECOMPOSED

ROCK SHALE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Monongahela National Forest - WV FS ERFO Eng Study

X

S

U B

S U

R F

A C

E P

R O

F

IL

/1

:2

H

S O

IL

S

\P R

O S

P E

C T

IV

E

P R

O

JE

C T

S \E

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O W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \W

V E

R F

O F

S _A

O P

S M

A .G

P J

23.3 23.8

28.8

33.8

Depth (ft) N

FS 223 - B-1

Rec.

19.5

Depth (ft) N

FS 223 - B-2

FS 223 - B-1FS 223 - B-2

3,975

3,980

3,985

3,990

3,995

4,000

4,005

4,010

4,015

3,975

3,980

3,985

3,990

3,995

4,000

4,005

4,010

4,015

1.2

0.5

0.6

0.9

1.0

1.0

1.0

0.8

0.6

4.51

4.9

1.2

0.5

0.6

0.9

1.0

1.0

1.0

2.3

4.55

3.7

LEGEND

N SUBSURFACE PROFILE

SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. GRAVEL FILL F-M SANDY

GRAVEL SANDSTONE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Monongahela National Forest - WV FS ERFO Eng Study

X

S

U B

S U

R F

A C

E P

R O

F

IL

/1

:2

H

S O

IL

S

\P R

O S

P E

C T

IV

E

P R

O

JE

C T

S \E

R F

O W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \W

V E

R F

O F

S _A

O P

S M

A .G

P J

24.2

28.8

33.8

Depth (ft) N

FS 461 - B-1

Rec.

16.7

19.6

24.6

28.3

Depth (ft) N

FS 461 - B-2

FS 461 - B-1 FS 461 - B-2

Appendix C

Boring Logs

SOIL BORING GENERAL NOTES

Drilling and Sampling Symbols

SS: Split Spoon - 1 3/8” I.D., 2” O.D., except where noted ST: Shelby Tube - 2” O.D., except where noted PA: Power Auger Sample

Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible, even after several days, and additional evidence on ground water elevations must be sought.

VISUAL METHODS FOR SOILS CLASSIFICATION

Component Distinguishing Features

Boulders Larger than 12” (300 mm)

Cobbles 3” to 12” (75 mm to 12 mm)

Gravel Larger than No. 4 sieve and smaller than a 3” sieve, described with any of the following terms (or any combination):

Coarse 3” to 3/4” (75 mm to 19 mm) sieve Medium 3/4” to 3/8” (19 mm to 9.5 mm) sieve Fine 3/8” to No. 4 (9.5 mm to 4.75 mm) sieve

Sand The finest sand grains are just visible to the naked eye, while the largest would pass a No. 4 (4.75mm) sieve (pinhead size). Described with any of the following terms (or any combination):

Coarse No. 4 to No. 10 (4.75 mm to 2.0 mm) sieve Medium No. 10 to No. 40 (2.0 mm to 0.42 mm) sieve Fine No. 40 to No. 200 (0.42 mm to 0.075 mm) sieve

Silt 1. Lumps are easily crumbled when are-dried.

2. Feels gritty between the teeth.

3. A moist pat when shaken in the palm of the hand will appear shiny and wet. When squeezed it will appear dry and dull.

Clay 1. Lumps are comparatively hard when air-dried.

2. Threads (1/8” diameter) of considerable length will support their own weight when held by one end.

3. A moist pat will appear the same whether shaken in the palm of the hand or squeezed.

Order of Description

1. Soil Density (or consistency) – see table below

2. Color

3. Major Grain Size – Composes more than 50% of the sample

4. Modifying Term – “and” : 40% to 50% of the minor grain size

“some” : 30% to 40% “little” : 10% to 30%

“trace” : 10% or less

5. Minor Grain Size(s)

6. Other (plasticity, etc.)

7. Moisture Content (by field test) – “dry” : Absence of moisture, dusty, dry to the touch “moist” : Damp but no visible water

“wet” : Visible free water, usually soil is below water table

8. General Classification – Fill, Residual Soil, Weathered Rock

SOIL DENSITY (OR CONSISTENCY) TABLE

Coarse-Grained Soil (Gravel, Sand) Fine-Grained Soil (Clay, Silt)

Apparent Density SPT (# blows / ft) Consistency SPT (# blows / ft) Very loose 0-4 Very soft 0-2

Loose 5-10 Soft 3-4 Medium dense 11-30 Medium stiff 5-8

Dense 31-50 Stiff 9-15 Very dense >50 Very stiff 16-30

Hard >30

Examples:

1. Dense to very dense, brown to light brown, SILTY SAND, some gravel [A-7-6(10)] (Moist)

-FILL-

Criteria for Describing Soil Structure

Description Criteria

Bed A sedimentary layer bounded by depositional surfaces.

Blocky A characteristic in which cohesive soil can be broken down into small angular lumps which resist further breakdown.

Bonded Attached or adhering.

Fissured Broken along definite planes of fracture.

Foliated Planar arrangement of textural or structural features.

Frequent More than one per foot of thickness.

Homogeneous Same color and appearance throughout.

Interbedded Alternating soil layers of different composition.

Laminae A very thin cohesive layer.

Layer A general term for material lying essentially parallel to the surfaces against which it was formed.

Lens A lenticular deposit, larger than a pocket.

Occasional One or less per foot of thickness.

Parting A very thin granular layer.

Pocket Small erratic deposits less than 12” in thickness.

Seam A thin layer separating two distinctive layers of different composition or greater magnitude.

Stratified Alternating layers of varying material or color.

Stratum A stratigraphic unit.

Varve A cyclic sedimentary couplet consisting of a coarser and a finer layer representing the variation in depositional energy resulting from the annual freeze-thaw cycle typically found in glaciolacustrine environments.

ROCK CORING GENERAL NOTES

Depth and Elevation: Use large marks as 1’ (300mm) increments. Record proper elevations.

Core: Draw sketch of core breaks as it is oriented in the core box (align all core breaks so they fit together properly before drawing sketch). Starting at the top of core measure each piece of core down its centerline to 1/100 of a foot. Record this measurement along the left side of the core sketch at the break.

VISUAL METHODS FOR ROCK IDENTIFICATION

Description: 1. Draw a heavy line through description at depth to which core run penetrated.

2. Describe the rock type.

3. Note the condition of the core break on the right side of the core sketch

Mud seam (MS); Sand seam (SS); Weathered surface (WS); Fresh break (FB)

4. Record coring time in minutes.

5. Record to nearest 1/100 foot the core recovered (after alignment in core box). Discard any debris at top of core, which obviously fill into the core hole.

6. Calculate per cent core recovery and record: CR = Ufeet of core recoveredU feet cored

Color: Wet the rock with water and describe the color including the color of any unusual or reoccurring markings on the core (i.e. light green with dark green bands, foliation lines).

Foliation: Foliation planes are parallel planes of different minerals forming a banded appearance on the rock.

The foliation planes are usually of a different color than the surrounding rock. Also the rock shears along the foliation planes if struck with a hammer. Record the following:

Close spaced (CS) – 1/8” (3mm) or closer; Medium spaced (MS) – 1/8” to 1/4” (3mm to 6mm);

Open spaced (OS) – 1/4” (6mm) or larger

The angle to the horizontal should be measured (with a protractor) and recorded for the rock core.

(Several different angles can be found in each 5’ to 10’ core.)

Hardness: Very Soft (VS) – Can be deformed or crumbled by hand; Soft (S) – Can be scratched with a fingernail

Moderately Hard (MH) – Can be scratched easily with a knife; Hard (H) – Can be scratched with difficulty with a knife; Very hard (VH) – Cannot be scratched with a knife

Weathering: Use the proper number 1 through 5.

1. UUnweathered:U No evidence of any mechanical or chemical alteration along discoloration evidenced.

2. USlightly weatheredU: Discoloration is evident, on surface, slight alteration no discontinuities, less than 10% of the volume is altered, strength is substantially unaffected.

3. UModerately weathered:U Discoloring is evident, surface is pitted and altered with alteration penetrating will below rock surfaces, weathering "halos” evident, 10% to 50% of the rock is altered, strength is noticeably less than fresh rock.

4. UHighly weathered: UEntire mass is discolored; alteration pervades nearly all of the rock with some pockets of slightly weathered rock noticeable, some minerals leached away, retains only a fraction of original strength (with wet strength usually lower than dry strength).

5. UDecomposed:U Rock is reduced to a soil with relict rock structure (saprolite), can be generally molded and crumbled by hand.

Rock Quality Designation (RQD) = U [Lengths of all pieces of the core 4” (100mm)]U x 100

Total length of core run

Soundness: Use the proper number 1 through 5

1. Weathered RQD = 0% to 25%

2. Highly jointed to Jointed RQD = 25% to 50%

3. Jointed to Relatively sound RQD = 50% to 75%

4. Relatively sound to Sound RQD = 75% to 100%

Rock Quality: Use the proper number 1 through 5

1. Very Poor RQD = 0% to 25%

2. Poor RQD = 25% to 50%

3. Fair RQD = 50% to 75%

4. Good RQD = 75% to 90%

5. Excellent RQD = 90% to 100%

Order of Description

1. Hardness

2. Color

3. Soundness (a.k.a. Weathering and Rock Quality)

4. Main Rock Formation – Composes more than 50% of the core run

5. Texture – Very Fine (VF), Fine (F), Medium (M), and Coarse (C)

6. Modifying Term – “and” : 40% to 50% of the core run

“some” : 30% to 40%

“little” : 10% to 30%

“trace” : 10% or less

7. Minor Rock Type(s)

8. Other (Foliation angle, etc.)

UExamples:U

1. Moderately hard, blue-gray to gray, weathered BIOTITE GNEISS BOULDER, medium texture

Recovery = 24%

RQD = 17%

2. Very hard, gray and white, relatively sound to sound BIOTITE GNEISS, medium to fine texture, some quartz veins, foliation angle = 20 degrees

Recovery = 100%

RQD = 100%

-Fresh break @ approximately 47’

0.7

1.1

1.1

0.1

1.0

1.5

0.1

1.0

0.7

0.1

Topsoil Very loose to medium dense, brown to reddish brown, SILTY SAND, trace gravel and cobbles (Moist)

- FILL-

Medium dense to very dense, reddish brown, SILTY CLAYEY GRAVEL, trace rock fragments [A-1-b] (Moist)

Very dense, reddish brown, DECOMPOSED SHALE [A-2-4(0)]

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

0.3

5.0

20.0

30.0

1-1-3-5

1-13-16-21

4-19-10-6

50/3"

5-10-13-13

5-6-7-20

10-22-19-17

9-16-17-14

11-50/3"

50/4"

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 482037.59 Easting: 2227333.105

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3108.7 ft

Undisturbed (UD)

12/1/17

R ec ft)

Project Name:

Surface Elevation:

Boring Location:

La ye r D ep th

(f t)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Hole Diameter:

NAD83

HSA

FS 251 - B-1

Hammer Wt. & Type:

P. Cloudy, 50F

Ty pe

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during drilling.

Boring was backfilled with auger cuttings upon completion

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

3.0

12/2/17 D. Hutchins G. MoodyOperator:

FS 251 (Crooked Fork) - MP 0.1 hrs

12.9 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

Monongahela National Forest - WV FS ERFO Eng Study

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

R Q

D

U C

S

B O

R

IN

G L

O G

1/

/1

:2

- H

:\S O

IL

S

\P R

O S

P E

C

TI

V E

P R

O

JE

C

TS

\E R

FO

W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T\

R E

P O

R

TS

\D R

A

FT

R E

P O

R T\

W V

E R

FO

F

S _A

O P

S M

A .G

P J

3108.5

3103.7

3088.7

3078.7

Sheet: 1 of 2

3"

3"

4"

5.0

Unconfined compressive strength = 7,260 psi

Recovery = 100%, RQD = 100% (Continued)

Bottom of boring at 34.4 ft

R-2

34.4

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 483616.456 Easting: 2226001.487

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3083.3 ft

Undisturbed (UD)

12/3/17

R ec ft)

Project Name:

Surface Elevation:

Boring Location:

La ye r D ep th

(f t)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Hole Diameter:

NAD83

HSA

FS 251 - B-2

Hammer Wt. & Type:

Sunny, 42F

Ty pe

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during drilling.

Boring was backfilled with auger cuttings upon completion

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

3.0

12/3/17 D. Hutchins

J. FarleyOperator:

FS 251 (Crooked Fork) - MP 0.5 hrs

6.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

Monongahela National Forest - WV FS ERFO Eng Study

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

R Q

D

U C

S

B O

R

IN

G L

O G

1/

/1

:2

- H

:\S O

IL

S

\P R

O S

P E

C

TI

V E

P R

O

JE

C

TS

\E R

FO

W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T\

R E

P O

R

TS

\D R

A

FT

R E

P O

R T\

W V

E R

FO

F

S _A

O P

S M

A .G

P J

3048.9

Sheet: 2 of 2

0.2

0.8

1.0

1.0

0.9

1.7

0.3

1.4

0.9

0.5

3.6

Topsoil Medium dense, brown to reddish brown and gray, poorly graded SANDY GRAVEL, trace silt [A-1-a] (Moist)

- FILL-

Medium dense to very dense, reddish brown, SILTY SANDY GRAVEL, trace rock fragments [A-2-4(0)] (Moist)

Very dense, gray and reddish brown, DECOMPOSED SHALE [A-2-4(0)]

Auger refusal at 25.6 ft

Gray and reddish brown, SHALE, fine texture, discontinuties are closely spaced, slightly weathered.

- First run: 3.8 ft

Unconfined compressive strength = 2,490 psi Recovery = 95%, RQD = 95%

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

R-1

R-2

0.3

7.0

20.0

25.6

29.4

3-13-12-10

6-12-22-29

8-10-11-11

6-9-6-6

5-13-19-13

5-11-13-33

21-50/2"

22-13-11-19

7-50/5"

40-50/1"

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 483616.456 Easting: 2226001.487

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3083.3 ft

Undisturbed (UD)

12/3/17

R ec ft)

Project Name:

Surface Elevation:

Boring Location:

La ye r D ep th

(f t)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Hole Diameter:

NAD83

HSA

FS 251 - B-2

Hammer Wt. & Type:

Sunny, 42F

Ty pe

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during drilling.

Boring was backfilled with auger cuttings upon completion

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

3.0

12/3/17 D. Hutchins

J. FarleyOperator:

FS 251 (Crooked Fork) - MP 0.5 hrs

6.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

Monongahela National Forest - WV FS ERFO Eng Study

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

R Q

D

U C

S

B O

R

IN

G L

O G

1/

/1

:2

- H

:\S O

IL

S

\P R

O S

P E

C

TI

V E

P R

O

JE

C

TS

\E R

FO

W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T\

R E

P O

R

TS

\D R

A

FT

R E

P O

R T\

W V

E R

FO

F

S _A

O P

S M

A .G

P J

3083.0

3076.3

3063.3

3057.7

3053.9

Sheet: 1 of 2

2"

5"

1"

Unconfined compressive strength = 7,260 psi

Recovery = 100%, RQD = 100% (Continued)

Bottom of boring at 34.4 ft

R-2

34.4

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 483616.456 Easting: 2226001.487

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3083.3 ft

Undisturbed (UD)

12/3/17

R ec ft)

Project Name:

Surface Elevation:

Boring Location:

La ye r D ep th

(f t)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Hole Diameter:

NAD83

HSA

FS 251 - B-2

Hammer Wt. & Type:

Sunny, 42F

Ty pe

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during drilling.

Boring was backfilled with auger cuttings upon completion

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

3.0

12/3/17 D. Hutchins

J. FarleyOperator:

FS 251 (Crooked Fork) - MP 0.5 hrs

6.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

Monongahela National Forest - WV FS ERFO Eng Study

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

R Q

D

U C

S

B O

R

IN

G L

O G

1/

/1

:2

- H

:\S O

IL

S

\P R

O S

P E

C

TI

V E

P R

O

JE

C

TS

\E R

FO

W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T\

R E

P O

R

TS

\D R

A

FT

R E

P O

R T\

W V

E R

FO

F

S _A

O P

S M

A .G

P J

3048.9

Sheet: 2 of 2

0.5

0.8

1.1

0.7

0.9

0.8

1.1

0.9

0.3

3.8

4.8

Topsoil Loose to medium dense, brown, poorly graded SANDY GRAVEL, trace silt [A-1-a] (Moist)

- FILL-

Loose to very dense, reddish brown, SILTY SANDY GRAVEL, trace rock fragments (Moist)

Very dense, gray , DECOMPOSED SHALE [A-4(4)]

Auger refusal at 20.3 ft

Gray to reddish gray, SHALE, fine texture, discontinuties are closely spaced.

- First run = 4.0 ft

Unconfined compressive strength = 6,800 psi Recovery = 95%, RQD = 90%

Recovery = 96%, RQD = 88%

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

R-1

R-2

R-3

0.3

7.0

18.0

20.3

24.3

29.3

3-5-3-5

4-5-4-4

1-9-8-12

6-11-38-50/4"

7-32-31-35

WOH-1-8-16

2-6-12-8

6-50/3

50/4"

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 483574.454 Easting: 2226008.008

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3084.9 ft

Undisturbed (UD)

12/4/17

R ec ft)

Project Name:

Surface Elevation:

Boring Location:

La ye r D ep th

(f t)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Hole Diameter:

NAD83

HSA

FS 251 - B-3

Hammer Wt. & Type:

Sunny, 48F

Ty pe

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during drilling.

Boring was backfilled with auger cuttings upon completion

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

3.0

12/4/17 D. Hutchins G. MoodyOperator:

FS 251 (Crooked Fork) - MP 0.5, North side hrs

12.5 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

Monongahela National Forest - WV FS ERFO Eng Study

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

R Q

D

U C

S

B O

R

IN

G L

O G

1/

/1

:2

- H

:\S O

IL

S

\P R

O S

P E

C

TI

V E

P R

O

JE

C

TS

\E R

FO

W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T\

R E

P O

R

TS

\D R

A

FT

R E

P O

R T\

W V

E R

FO

F

S _A

O P

S M

A .G

P J

3084.7

3077.9

3066.9

3064.6

3060.6

3055.6

Sheet: 1 of 2

36"

4"

4.8 Recovery = 96%, RQD = 96% (Continued)

Bottom of boring at 34.3 ft

R-3

34.3

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 483574.454 Easting: 2226008.008

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3084.9 ft

Undisturbed (UD)

12/4/17

R ec ft)

Project Name:

Surface Elevation:

Boring Location:

La ye r D ep th

(f t)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Hole Diameter:

NAD83

HSA

FS 251 - B-3

Hammer Wt. & Type:

Sunny, 48F

Ty pe

Weather:

SAMPLE

Plastic Limit

No groundwater was encountered during drilling.

Boring was backfilled with auger cuttings upon completion

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

3.0

12/4/17 D. Hutchins G. MoodyOperator:

FS 251 (Crooked Fork) - MP 0.5, North side hrs

12.5 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

Monongahela National Forest - WV FS ERFO Eng Study

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

R Q

D

U C

S

B O

R

IN

G L

O G

1/

/1

:2

- H

:\S O

IL

S

\P R

O S

P E

C

TI

V E

P R

O

JE

C

TS

\E R

FO

W

V B

O R

IN

G

S O

N

LY

-2

7-

C U

LV

E

R T\

R E

P O

R

TS

\D R

A

FT

R E

P O

R T\

W V

E R

FO

F

S _A

O P

S M

A .G

P J

3050.6

Sheet: 2 of 2

1.5

0.4

1.3

0.6

1.5

0.5

1.5

0.8

0.1

0.2

5.0

Aggregate surface and road base (crushed stone)

Very loose to dense, brown and tan, SILTY SAND, some gravel and cobbles [A-4(0)] (Moist)

- FILL-

Very dense, brown, SANDY SILTY CLAY, some rock fragments [A-4(1)]

- DECOMPOSED SHALE-

Auger refusal at 23.3 ft

Gray , SHALE -First run = 0.5 ft Gray , SHALE , fine texture, slightly weathered.

Unconfined compressive strength = 6,180 psi

Recovery = 100%, RQD = 100%

Unconfined compressive strength = 9,060 psi Recovery = 100%, RQD = 100%

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

R-1

R-2

R-3

3.0

12.0

23.3 23.8

28.8

7-44-33-23

13-11-6-4

2-3-4-2

1-0-3-3

2-18-20-15

38-50/2"

16-17-38-50/3"

46-50/3"

50/3"

N o.

Pocahontas and Greenbrier Counties, WV

E le va tio n (fe et

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Project Location:

Encountered at:

After

Northing: 429490.57 Easting: 2151188.374

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

3417.8 ft

Undisturbed (UD)

11/29/17

R ec ft)

Project Name:

Surface…