Geotechnical_Recommendations_Memo.pdf

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA- 121 for informal correspondence. MEMORANDUM: Project ERFO NERI 107(1) cc: TS Reading, Hydraulics, Bridge, All w/ attachment

M:\PROJECTS\neri\107(1)\Techserv\Geotech\Reports\Preliminary Memo\NERI 107(1) Geotech MemoA.docx

SUBJECT: Project NERI ERFO 107(1) – Geotechnical Recommendations for Subgrade Replacement

TO MESSAGE/COMMENT FROM/DATE

P. Jensen

Lead Designer

Through:

Y. Kirtley

Project Manager

A. Teikari

Supervisor Highway Engineer

This memorandum summarizes the results of our subsurface exploration and laboratory testing and presents our geotechnical evaluation and recommendations for the subgrade replacement in Cunard Road, located in New River Gorge National Park, Fayette County, West Virginia.

GENERAL PROJECT INFORMATION

Project Description

Cunard Road is a Class III, Special Purpose Road and offers access to commercial and private rafters. A severe storm event in September 2010 caused the asphalt pavement in five locations to develop cracks and deformations. The existing road has two 10 foot wide paved lanes, excluding curve widening.

The site location is shown in the Project Location Map presented in Figure 1.

Site Geology

The Geologic Map of West Virginia (1968), West Virginia Geological and Economic Survey, indicates that the project site is located in New River Geologic Formation, which is a part of the Pottsville Group. The primary bedrock formation at the site is probably sandstone and the secondary type is shale. Shale in this geologic formation consists of laminated, indurated rock having more than 67% clay-sized minerals.

Bedrock geologic setting for the project site is shown in the Geologic Map presented in Figure 2.

Soil Survey

According to the United States Department of Agriculture, Natural Resources Conservation Service, Web Soil Survey for Fayette County, West Virginia (May 24, 2012), surficial soils at the site consist primarily of Lay-land-Laidig complex and Layland-Dekalb-Rock outcrop complex. There materials are rubbly and strong.

Soil information for the project site is shown in Soil Survey Map presented in Figure 3.

M.

Abouzakhm

Division Geotechnical

S. Whittemore

Supervisor Technical Services

09/24/2012

PROCEDURES AND RESULTS

General

EFLHD’s Subsurface Exploration Team conducted a subsurface exploration program at the project sites from May 22nd to May 24th, 2012. The subsurface exploration program consisted of drilling ten (10) soil borings, 2 borings in each site. In general, one boring was drilled in the lane that experienced minimum deformation and the other boring was drilled in the opposite lane, which experienced deformation and/or settlement. Drilling operations were performed using a CME 750, ATV-mounted drill rig. The borings were terminated at the auger refusals, which were encountered at depths of 8.2 to 17 feet below existing grades.

Sampling

The soil borings were advanced using 3¾ -in. (inside diameter) hollow-stem augers. Standard Penetration Tests (SPT) were performed at 2.5 foot intervals using a 2¼ -in. (outside diameter) split-spoon sampler in accordance with AASHTO T206-87. SPT soil samples were recovered by driving the split-spoon sampler a distance of 24-in., or until refusal, into the undisturbed 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 1.0 foot of the 24-in. sample interval is designated as the “Standard Penetration Resistance” or N-Value. The N- values and the number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs.

Rock coring was not performed for this project.

Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. All samples were later transported to EFLHD’s Materials Testing Laboratory in Sevierville, Tennessee for laboratory testing and storage.

The sampling sequence and associated jar samples for each boring, along with the description of each soil stratum are presented on its appropriate Boring Logs attached to this memo.

Field Tests and Measurements

Boring locations were located in the field using a-hand held Global Positioning System (GPS) equipment. Borings information is summarized in Table 1 below and the approximate locations are shown on the attached Borings Location Plans.

Table 1 – Field Data

Note: All depths are below existing site grades

Groundwater

Groundwater depths, if present, were measured in the boreholes at the time and under the conditions stated on the boring logs.

Data Summary

The results of field tests and measurements were recorded on the driller’s field logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods, samples attempted and recovered, indications of the presence of various materials such as gravel, pebbles, organic matter, etc., and observations of groundwater. They also contain interpretations by the exploration team leader of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the augers.

Therefore, the field data represents both factual and interpretative information.

The attached Boring Logs represent a compilation of field data and visual descriptions of the soil samples by a geotechnical engineer. These records occasionally do not include all data recorded on driller’s logs and field data sheets, but do include all information considered relevant to the design and preparation of this report.

No groundwater was encountered in the soil borings during our drilling operations. However, It should be noted that groundwater level readings were made at the times and under the conditions stated on the boring logs.

Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made

Boring Approx.

Station Number

Location Depth to Auger Refusal (ft)

B-1 69+48 B-1, Site 2 13.3 B-2 70+24 B-2, Site 2 11.3 B-3 75+00 B-1, Site 3 13.3 B-4 75+80 B-2, Site 3 12.0 B-5 78+36 B-1, Site 4 8.2 B-6 78+48 B-2, Site 4 17.0 B-7 84+18 B-1, Site 5 17.0 B-8 84+32 B-2, Site 5 12.0 B-9 64+24 B-1, Site 1 12.0 B-10 64+48 B-2, Site 1 12.7 should be expected.

Laboratory Testing

A laboratory-testing program was conducted on representative soil samples recovered during the subsurface exploration to evaluate the engineering parameters required for the geotechnical analyses. The laboratory tests included, natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89/90), particle size analysis (AASHTO T-88), and soil classification (AASHTO M-145). The results of the laboratory testing program are presented in Attachment No.3 and are summarized in Table 2.

Table 2 – Summary of Laboratory Testing Results

Boring

No.

Sample Depth

(ft)

AASHTO

Classificati on

% Fines

MC

LL

PL

PI

B-1/J-3 Site 2 5-7 A-4(0)1-b

44.4 10.2 26 21 5

B-2/J-3 Site 2

5-7 A-4(2) 40.6 24.1 39 30 9

Site 3

5-7 A-4(0) 37.4 7.3 31 22 9

Site 3

5-7 A-2-4(0) 25.7 9.0 26 19 7

B-2/J-3&4

Site 4

5-10 A-2-4(0) 22.4 11.4 28 21 7

Site 5

5-7 A-7-6(12) 78.2 22.0 41 26 15

Site 1

5-7 A-2-4(0) 31.6 18.2 28 24 4

Findings

Description of the subsurface conditions encountered during our subsurface exploration is provided below. The stratification lines designating the interfaces between soil types in the boring logs in Attachment No. 2 represent approximate boundaries. In the field, the transition between materials may be gradual or may not exist. It should be noted that one or more of the units may be absent at specific locations.

The subsurface profile encountered in the borings can be summarized as follows:

Asphalt Pavement and Base Course– Pavement and base course thicknesses encountered in the soil borings ranged from 0.5 ft in Boring B-4 to 3.0 ft in Boring B-9.

Fill (Silty sand with gravel, Clayey gravel with sand, Silty clayey gravel with sand, Silt with sand, and Silty, clayey sand) - Materials identified as man-placed fill, probably associated with the existing embankment, were encountered in the soil borings. The fill layer extended to depths of 5 ft below existing site grades in Boring B-1, B-3, and B-6 to 7 ft below existing site grades in Boring B-2.

SPT N-values for the fill materials ranged from 2 blows per foot (bpf) in Boring B-10 to 24 bpf in Boring B-1.

Shale – Weathered shale was encountered underneath the fill materials and extended to the auger refusal depths

Groundwater – No groundwater was encountered in the soil borings during our drilling operations.

Fluctuations in groundwater levels due to seasonal variations, rainfall, site topography, temperature, and other factors not evident at the time measurements were made should be expected.

GEOTECHNICAL EVALUATION

Based on results of our drilling operations and laboratory testing, it is our opinion that the distress observed in the pavement is caused mainly by the presence of loose and soft subgrade soils, which exhibited high moisture contents and contained considerable volume of fines.

RECOMMENDATIONS

Subgrade Reconstruction:

The most economic approach, in our opinion, is removing the top 3 ft of the existing subgrade and replacing the excavated materials with suitable materials in accordance with Section 204 of FP-03. We also recommend placing a separation geotextile between the exposed subgrade and the newly placed fill.

Construction Considerations

Excavations – All excavations are to be performed in accordance with applicable OSHA, Federal, State, and Local regulations and in accordance with Section 204 of the FP-03 Specifications. Excavations should be achievable using conventional earthmoving equipment in proper working condition.

Ground and Surface Water Management: Control of storm or seepage water flowing into open excavations and through soil strata will be necessary in order to maintain dry conditions during construction. The contractor should control the flow of surface and seepage water into excavations at all times. Storm water collection and control during construction may be performed using collection trenches and sumps, if accumulation does occur.

Backfill Material: The portion of the on-site excavated material that meets the select granular backfill requirement in accordance with Section 704.10 of the FP-03 and the SCR can be used as backfill material. Backfill material should be placed and compacted in accordance with Section 204, and the specified maximum dry density should be achieved within a water content of ±2%.

Enclosures:

ATTACHMENTS:

Attachment 1- Figures Attachment 2 - Boring Logs Attachmnet 3 - Laboratory Testing Results Attachment 4 – Site Photographs

Attachment 1- Figures

SE

SHEET

NO. PROJECT

STATEREG

ERFO-NERI 107(1)

TOTAL

SHEETS

3WV

FIGURE 1

Site Location Map

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Source:

SE

SHEET

NO. PROJECT

TOTAL

SHEETS

3ERFO-NERI 107(1)

STATEREG

WV

New River Formation (part of Pottsville Group) - The formation is applicable in most of Fayette county. Northeastern thickness 100 ft, Southeastern thickness 875 to about 1030 feet. The primary rock type is sandstone. The secondary rock type is shale, a laminated, indurated rock having more than 67% clay-sized minerals. Other rock types include 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.

Geologic Map of West Virginia (1968) Division of Geology West Virginia

West Virginia Geological and Economic Survey

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Project: ERFO-NERI 107(1)

Source:

Map Unit Legend

Map Unit Name

CpA

LhE

Combs-Potomac complex, 0 to 3 percent slopes, very stony, occasionally flooded

LgG Layland-Dekalb-Rock outcrop complex, 55 to 80 percent slopes, extremely stony

Layland-Laidig complex, 15 to 35 percent slopes, rubbly

STATE

Water

Map Unit Symbol

Rw Riverwash, frequently flooded

TOTAL

SHEETS

WV

Soil Survey of New River Gorge National River, WV (May 24, 2012) Web Soil Survey, USDA

FIGURE 3

SOIL SURVEY MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG

ERFO-NERI 107(1)

W

SE

SHEET

NO. PROJECT

Project: ERFO-NERI 107(1)

Gabion Basket Typical Section

Curb and Gutter Typical Section

Paved Waterway Typical Section

15’

SCALE IN FEET

0 20 40

Legend

25’ 35’

L

22’

53’

N

Cunard River Access Road C

BORINGS LOCATION

SHEET 1 OF 5

Site I

B-9

B-10

STA 64+24

STA 64+48

0 6

M

P R

O J E

C T

S n e r i\

(1

T e c h s e r v G e o te c h C

A D

D N

E R I

(1

B O

R

IN

G S

L O

C A

T

IO

N .d g n

:4

:3

A

-A u g -2

:4

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

ERFO-NERI_107(1)WVNE

NEW RIVER GORGE NATIONAL RIVER

Paved Waterway Typical Section

SCALE IN FEET

0 20 40

Legend

126.1

8.0’ 7.0’

8.9’

L

N

SHEET 2 OF 5

Cunard River Access Road C

BORINGS LOCATION

Site II

B-1

B-2

STA 69+48

STA 70+24

P R

O J E

C T

S n e r i\

(1

T e c h s e r v G e o te c h C

A D

D N

E R I

(1

B O

R

IN

G S

L O

C A

T

IO

N .d g n

:3

:1

-A u g -2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

PLAN Gabion Basket Typical Section

Paved Waterway Typical Section

SCALE IN FEET

0 20 40

Legend

120.0’

L

N

SHEET 3 OF 5

Cunard River Access Road C

B-4

B-3

Site III

STA 75+00

STA 75+80

P R

O J E

C T

S n e r i\

(1

T e c h s e r v G e o te c h C

A D

D N

E R I

(1

B O

R

IN

G S

L O

C A

T

IO

N .d g n

:3

:1

-A u g -2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

Paved Waterway Typical Section

SCALE IN FEET

0 20 40

Legend

65.0’

25.0’

L

N

SHEET 4 OF 5

Cunard River Access Road C

BORINGS LOCATION

STA 78+48

Site IV

B-5

B-6

STA 78+36

P R

O J E

C T

S n e r i\

(1

T e c h s e r v G e o te c h C

A D

D N

E R I

(1

B O

R

IN

G S

L O

C A

T

IO

N .d g n

:3

-A u g -2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

Paved Waterway Typical Section

SCALE IN FEET

0 20 40

Legend

.5

32.

5’

L

N

B-8

Site V

SHEET 5 OF 5

Cunard River Access Road C

BORINGS LOCATION

B-7

STA 84+18

STA 84+32

0 8

P R

O J E

C T

S n e r i\

(1

T e c h s e r v G e o te c h C

A D

D N

E R I

(1

B O

R

IN

G S

L O

C A

T

IO

N .d g n

:2

:0

-A u g -2

:2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT SHEET NO.

Attachment 2 – Boring Logs

J-1

J-2

J-3

J-4

J-5

J-6

Asphalt Pavement Base Course

Loose to dense, brown and black, silty, clayey Sand, trace to little gravel Fill (moist)

BrownWEATHERED SHALE

Auger Refusal was encountered at a depth of 13.3 ft

0.5

1.3

10.0

13.3

1.6

1.3

1.4

1.8

1.6

0.7

25-21-12-9

10-13-5-3

2-3-7-14

7-12-13-15

11-18-32-47

22-50/2"

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/22/12

HSA

5/22/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 2, Sta 69+48

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 13.3 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

2"

J-3

J-4

J-5

Asphalt Pavement Base Course

Loose to medium dense, brown and blacksilty sand with gravel, with various amounts of bick fragments, coal waste, and organics Fill (moist)

Brown, WEATHERED SHALE

Auger refusal was encountered at a depth of 11.3 ft

0.3

1.2

7.0

11.3

1.8

1.1

1.2

1.6

1.4

8-7-6-6

3-2-2-2

2-1-2-1

21-18-7-11

4-20-19-50/2"

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/22/12

HSA

5/22/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 2, Sta 70+24

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 11.3 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

J-3

J-4

J-5

J-6

Asphalt Pavement

Base Course

Medium dense to very dense, brown clayey gravel with sand, trace to little coal waste and gravel (moist)

Brown, WEATHERED SHALE

Auger refusal was encountered at a depth of 13.3 ft

1.0

2.5

7.0

13.3

2.0

1.3

2.0

1.6

1.7

0.4

12-17-10-10

9-16-26-45

11-30-28-16

8-12-16-17

8-12-14-12

50/4"

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/23/12

HSA

5/23/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-3

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 3, Sta 75+00

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 13.3 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

4"

J-3

J-4

J-5

Asphalt pavement, possible patch Brown,loose to dense silty clayey gravel with sand Fill (moist)

Brown, WEATHERED SHALE (moist)

Auger Refusal was encountered at a depth of 12 ft

0.5

7.0

12.0

2.0

1.5

1.3

1.9

2.0

11-13-19-9

3-10-16-18

5-7-3-3

4-7-10-12

8-12-12-4

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/23/12

HSA

5/23/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 3, Sta75+80

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 12 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

J-3

J-4

Asphalt Pavement Base course Medium dense to very dense, brown silty clayey gravel with sand Fill (moist)

Brown, WEATHERED SHALE

Auger Refusal was encountered at a depth of 8.2 ft

0.5 0.8

5.0

8.2

1.4

1.0

1.1

11-9-11-10

4-32-35-11

4-7-10-50/3"

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/23/12

HSA

5/23/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-5

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 4, Sta 78+36

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 8.2 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

J-3

J-4

J-5

J-6

J-7

Asphalt Pavement Base Course Very loose to medium dense, brown, silty clayey gravel with sand Fill (moist)

No Recovery

Stiff, brown, SILTY CLAY (moist)

Brown, WEATHERED SHALE

Auger Refusal was encountered at a depth of 17 ft

0.5 1.0

12.0

15.0

17.0

1.7

1.4

0.6

0.4

0.0

2.0

2.0

10-11-18-1

6-9-14-9

3-3-2-1

2-3-3-10

3-11-4-3

3-8-6-9

5-16-12-14

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/23/12

HSA

5/23/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-6

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 4, Sta 78+48

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 17 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

J-3

J-4

J-5

J-6

J-7

Asphalt Pavement Base course

Very loose to medium dense, brown, silt with sand, trace to little clay Fill (moist)

Brown, WEATHERED SHALE

Auger Refusal was encountered at a depth of 17 ft

0.5

1.8

12.0

17.0

1.2

0.8

1.3

1.6

1.7

1.8

1.8

6-6-3-2

1-2-2-2

1-1-2-4

3-4-6-7

3-7-8-9

5-12-14-19

6-11-15-19

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/23/12

HSA

5/23/12 K.T

B.K & D.H Cloudy, had rained hard before drilling

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-7

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 5, Sta 84+18

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 17 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/4 /1

J-3

J-4

J-5

Asphalt Pavement

Base course

Loose to medium dense, brown, silty sand with gravel, trace to little clay Fill (moist)

Stiff to very stiff, brownSILTY CLAY AND

WEATHERED SHALE

Auger Refusal was encountered at a depth of 12 ft

0.8

2.0

7.0

12.0

1.9

0.3

1.0

1.6

1.6

6-9-4-3

3-11-9-7

2-2-2-3

2-4-5-7

2-8-12-22

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/23/12

HSA

5/23/12 K.T

B.K & D.H Cloudy, had rained hard before drilling

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-8

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 5, Sta 84+32

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 12 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

J-3

J-4

J-5

Asphalt Pavement Base course

Loose to medium dense, Fill (moist)

BrownWEATHERED SHALE

Auger Refusal was encountered at a depth of 12 ft

0.5

1.3

10.0

12.0

1.6

0.2

0.7

0.3

1.6

2-5-3-2

2-4-2-1

1-1-3-2

8-13-10-12

5-29-34-50

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/24/12

HSA

5/24/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-9

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 1, Sta 64+24

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 12 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/3 /1

J-3

J-4

J-5

J-6

Asphalt Pavement Base course

Very loose to medium dense, brown, silty sand with gravel, trace to little clay Fill (moist)

Brown, WEATHERED SHALE

Auger Refusal was encountered at a depth of 12.7 ft

0.2

3.0

10.0

12.7

1.5

1.1

1.0

1.2

1.6

22-23-13-8

4-4-3-1

1-1-1-1

2-6-6-4

5-8-9-7

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3.8 in.

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 5/24/12

HSA

5/24/12 K.T

B.K & D.H Cloudy

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-10

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Site 1, Sta 64+48

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Groundwater was not encountered during our drilling operations Auger Refusal was encountered at 12.7 ft

R ec

SAMPLE

NERI 1A107

New River Gorge, Cunard Road, WV hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

N E

R I 1

A

M

A .G

P J

F H

W A

_V A

.G D

T

/4 /1

Attachment 3 – Laboratory Testing Results

SOIL DATA

NO.

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 11.9 1.9 8.8 19.2 13.8 44.4

(ft.)

NERI ERFO 107(1)

Cunard Road

FHWA/EFLHD

Site 2 B-1/J-3 5-7 Silty, clayey sand SC-SM

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 6.3 23.6 12.4 9.2 7.9 40.6

Site 2 B-2/J-3 5-7 Silty sand with gravel SM

0.0 9.9 26.2 15.1 6.0 5.4 37.4

Site 3 B-1/J-3 5-7 Clayey gravel with sand GC

0.0 21.6 20.6 17.5 7.8 6.8 25.7

Site 3 B-2/J-3 5-7 Silty clayey gravel with sand GC-GM

0.0 13.7 35.0 13.9 5.4 9.6 22.4

Site 4 B-2/J-3-4 5-10 Silty clayey gravel with sand GC-GM

NO.

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 4.8 8.2 3.4 5.4 78.2

(ft.)

NERI ERFO 107(1)

Cunard Road

FHWA/EFLHD

Site 5 B-1/J-3 5-7 Silt with sand ML

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 5.1 23.7 20.0 9.8 9.8 31.6

Site 1 B-2/J-3 5-7 Silty sand with gravel SM

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NERI ERFO 107(1)

Cunard Road

FHWA/EFLHD

A-4(0)5262110.25-7B-1/J-3Site 2

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-4(2)9393024.15-7B-2/J-3Site 2

A-4(0)931227.35-7B-1/J-3Site 3

A-2-4(0)726199.05-7B-2/J-3Site 3

A-2-4(0)7282111.45-10B-2/J-3-4Site 4

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

NERI ERFO 107(1)

Cunard Road

FHWA/EFLHD

A-7-6(12)15412622.05-7B-1/J-3Site 5

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-4(0)4282418.25-7B-2/J-3Site 1

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

Attachment 4 – Site Photographs

Photo No. 1 Drilling Operations

Photo No. 2 Drilling in the opposite lane