Soils_and_Foundation_Report.pdf

SOILS AND FOUNDATIONS REPORT

REPORT NO. 02-17

PROJECT GWMP 2(2)

EMKANKMENT STABILIZATION

GEORGE WASHINGTON MEMORIAL PARKWAY

ARLINGTON COUNTY, VIRGINIA

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166 March, 2018

TABLE OF CONTENTS

1. INTRODUCTION

1.1 General

1.2 Project Description

1.3 Regional Geology

1.4 Soil Survey

2. SUBSURFACE EXPLORATION PROCEDURES AND RESULTS

2.1 Soil Borings

2.2 Inclinometer Installation

2.3 Data Summary

2.4 Laboratory Testing

2.5 Findings

3. DESIGN ANALYSIS AND RECOMMENDATIONS

3.1 Slope Stability

3.2 Design Recommendations

4. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

APPENDIX A – Figures APPENDIX B – Borings Location Map APPENDIX C – Boring Logs APPENDIX D – Laboratory Testing Results APPENDIX E – Computer Outputs APPENDIX F – Representative Photographs

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

SOILS AND FOUNDATIONS REPORT

REPORT NO. 02-17

PROJECT GWMP 2(2)

EMBANKMENT STABILIZATION

GEORGE WASHINGTON MEMORIAL PARKWAY

ARLIGTON COUNTY, VIRGINIA

1. INTRODUCTION

1.1 General

This report summarizes the results of the subsurface exploration, laboratory testing, and geotechnical analyses and presents our preliminary evaluations and recommendations regarding the stabilization of a section of the northbound of the George Washington Memorial Parkway(GWMP) in Arlington County, Virginia. The site location and vicinity map is presented in Figure 1 in, Appendix A.

1.2 Background

In September 2016, GWMP personnel expressed their concern regarding the “tilting” and stability of the guard wall at the subject site and on September, 26, 2016, Eastern Federal Lands Highway Division (EFLHD) geotechnical engineer performed a site reconnaissance to evaluate existing site conditions. The engineer observed some cracks in the pavement and changes in the vegetation. He concluded that remedial actions were warranted to reduce the possibility of future embankment failure or landslides at the subject site.

A system of soil anchors was chosen as the most practical and economical approach to stabilize the existing road embankment. A similar system was successfully utilized to stabilize another section of GWMP.

1.3 Regional Geology

According to the Geologic Map of the Washington West Quadrangle (Fleming et al., 1994), the project site is underlain by Piedmont rock of the lower Cambrian-aged Sykesville formation intruded by Occoquan Granite. A site geologic map is presented in Figure 2, Appendix A.

1.4 Soil Survey

According to the United States Department of Agriculture Web Soil Survey, the project site is underlain predominantly by Glenelg-Manor complex. The Glenelg-Manor

Project: GWMP 2(2) Soils and Foundations Report George Washington Memorial Parkway No. 02-17 Arlington County, VA complex consists of rresiduum weathered from mica schist. Refer to Figure 3 of Appendix A, for a Soil Survey Map of the project area.

2. SUBSURFACE EXPLORATION PROCEDURES AND RESULTS

A subsurface exploration program was conducted by the Eastern Federal Lands Highway Division (EFLHD) Subsurface Exploration Team. The field work consisted of drilling two (2) soil borings and installing two (2) slope inclinometers. A brief description of the field work is listed below. Borings Location Map is presented in Appendix B.

2.1 Soil Borings and Rock Coring

The borings were advanced to refusal depths using a CME 750 ATV-mounted rotary drill rig. Borings B-1 and B-2 were advanced using 3 ¾-inch hollow stem augers (HSA). Soil samples were obtained using a 2 ¼-inch. (outside diameter) split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with ASTM D 1586, Standard Method of Penetration Test and Split Barrel Sampling of Soils. SPT soil samples were typically recovered at 2.5 and 5-foot intervals by driving the split-spoon sampler a distance of 24-inches, or until auger refusal, into the undisturbed soil under the impact of a 140-lb automatic hammer free-falling 30 inches.

The number of hammer blows required to advance the split-spoon sampler the middle 12 inches of the 24-inch sample interval is designated as the “Standard Penetration Resistance” or N-value. Auger refusal is defined by 50 blows per 1-inch of penetration of the split-spoon sampler. The number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs. Borings B-1 and B-2 encountered auger refusal at depths of 11.7 ft, and 21.1 ft below existing site grades, respectively.

Below auger refusal depths, borings progressed using core drilling techniques and rock samples were retrieved using a double-walled NQ wireline core barrel. The recovered rock core samples were placed in a wood boxes. The samples were measured to quantify the core recovery and the Rock Quality Designation (RQD).

Recovered soil and rock samples were visually examined and logged. Representative portions of split-spoon samples were preserved in glass jars. Soil and rock samples collected in the field were delivered to EFLHD Materials Testing facility in Sevierville, TN for testing and storage. Groundwater, if present, was measured at the time of completion of each boring, again prior to backfilling the borehole and occasionally at 24-hours after completion of drilling. The sampling sequence and associated samples are presented on its appropriate boring logs.

Boreholes were laid out by EFLHD field personnel by measuring distances from mapped landmarks. Borings were graphically depicted on the Boring Location Plan and Subsurface Profile sheet in Appendix B. Boring Logs are presented in Appendix C.

2.2 Inclinometer Installation

Two (2) slope inclinometers were installed in the bore holes to monitor embankment movement. Slope inclinometer casings S-1 and S-2 (2.75 inch OD) were installed to depths of 28.5 ft and 31.1ft, below existing site grades, respectively. The annular space between the casings and the borings sidewalls was grouted using a cement-bentonite mixture. The inclinometers were capped with a flush-mount monument and covered for protection.

2.3 Data Summary

The results of field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods, samples attempted and recovered, and indications of the presence of various materials such as gravel, pebbles, organic matter, or other non-soil materials and for observations of groundwater. They also contain interpretations of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information.

The boring logs provided in Appendix C represent a compilation of field and laboratory data and description 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.

Groundwater level readings were made in the boreholes at the times and under the conditions stated on the boring logs. However, fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

2.4 Laboratory Testing

A laboratory testing program was conducted on representative soil and rock samples to aid in classification and evaluation of the engineering properties of the subsurface materials encountered at the site. Soil samples were tested for Moisture Content (AASHTO T 265), Atterberg Limits (AASHTO T 89 & T 90), Particle Size Analysis (AASHTO T 88). Rock samples were tested for Unconfined Compression Strength (ASTM 2938). All tests were conducted in general accordance with applicable AASHTO and/or ASTM standard test methods. A summary of the laboratory test results is presented in Tables 1 and 2. Copies of the laboratory testing results are provided in Appendix D.

Table 1 – Summary of Soil Laboratory Test Results Boring

No.

Sample

No.

Depth

(ft)

MC

PL

LL

PI

Fines

Classification

USCS AASHTO

B-1 B1/J2 3-5 12.1 NP NP NP 19.3 SM A-2-4(0)

B-2 B2/J8 18-20 14.3 NP NP NP 31.2 SM A-2-4(0)

MC: Moisture Content; LL: Liquid Limit; PL: Plastic Limit; PI: Plasticity Index; NP: Non-plastic; USCS: Unified Soil Classification System.

Table 2 –Summary of Rock Laboratory Test Results Boring No.

Run No.

Depth (ft)

Maximum Load (lbs) Unconfined Compressive Strength (psi)

B-1 R-3 18.5-

23.5 26,220 9,550

B-2 R-2 24.2-

29.2 25,140 9,060

2.5 Findings

A brief description of the soil conditions encountered in the soil borings is presented below. It should be noted that 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 and one or more of the units may be absent at specific locations.

Fill – The fill materials encountered in the borings consisted primarily of brown and gray, silty sand with various amounts of clay and gravel. N-values recorded within this stratum ranged between 4 to 19 blows per foot (bpf); indicating loose to medium dense relative densities. This stratum extended to an approximate depth of 8 ft below site grades.

Silty Sand – Underneath the fill materials, a stratum of gray silty sand with trace clay and gravel was encountered. N-values recorded in this layer ranged between 2 to 60 bpf, indicating very loose to very dense relative densities. This stratum extended to auger refusal depths of 11.8 ft and 21.1ft below existing site grades in Borings B-1 and B-2, respectively.

BedRock (Schist) – Underneath the silty sand layer, slightly to highly weathered gray to dark gray schist was encountered and extended to the termination depths of the soil borings.

Groundwater – No groundwater was encountered at or above the auger refusal depths during our drilling operations. Water was introduced as a coolant agent during the rock coring process. Fluctuation in the groundwater conditions due to seasonal weather changes should be anticipated.

3. DESIGN ANALYSIS AND RECOMMENDATIONS

Geotechnical Approach

The purpose of this study was to enhance the stability of the existing embankment and reduce the risk associated with of future landslides or failures. George Washington Memorial Parkway is a vital transportation link in the metropolitan area and a land slide or a catastrophic failure will have far reaching ramifications and would cause major traffic disturbance.

Ground anchors consisting of cables or rods connected to a bearing plates are often used for the stabilization of steep slopes or slopes consisting of softer soils, as well as the enhancement of embankment or foundation soil capacity, or to prevent excessive erosion and landslides. Ground anchors were used successfully in the past to stabilize other sections of GWMP.

3.1 Slope Stability

Global Stability

The computer program Slide (Version 6), developed by Rocscience, was used to evaluate the global stability of the embankment. Slide calculates the Limit Equilibrium factor of safety with a variety of methods. The simplified Bishop method for stability analyses was used, satisfying both moment and force equilibrium.

The stability of the existing slope was analyzed using soil properties determined from correlation with SPT and laboratory testing results. These soil properties are presented in Table 3. A uniformly distributed surcharge load of 250 psf was applied along the top of the slope to account for traffic live loading. The results of our slope stability analysis are included in Appendix F.

Table 3 – Summary of Soil Design Parameters

Material Type

Total Unit

Weight (pcf)

Drained Cohesion c΄(psf)

Drained Angle of Internal Friction ɸʹ

(deg)

Water Surface

Fill 115 0 28 None

Silty Sand 120 0 32 None

Schist 145 2,000 48 None

3.2 Design Recommendations

Ground Anchors

Provide anchors that meet the following requirements:

Anchor type: Bar Tendon

Anchor diameter: 1.0 inch

Anchor grade: 150 (150 ksi ultimate tensile strength)

Anchor total length (top row): 40 ft

Anchor total length (2nd and 3rd rows): 30 ft

Anchor slope: 15º from horizontal

Corrosion protection: Epoxy coated or galvanized, and completely surrounded by cement grout.

Bearing plates: 24” by 24”, minimum

Spacing: 6 ft maximum center to center

Free Length: 15 ft

4. CONSTRUCTION CONSIDERATIONS

Ground and Surface Water Management: Control of storm water or seepage water flowing into open excavations and through the cracks between the rocks is necessary to maintain dry conditions during construction. The contractor should control the flow of surface water 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.

5. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the Procedures and Results section 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 and dates indicated. Subsurface conditions between these locations may vary. The Design Analyses and Recommendations Section of this report include 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:

Cristóbal Afanador, P.E.

Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

APPENDIX A

Figures

SHEET

NO.

PROJECT

STATEREG

GWMP 2(2)

TOTAL

SHEETS

3VA

FIGURE 1

Site Location and Vicinity Map

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Project: GWMP 2(2)

Source:

VA

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

Geologic map of the Washington West quadrangle, District of Columbia, US Geological Survey

SHEET

NO.

PROJECT

TOTAL

SHEETS

3GWMP 2(2)

GWMP 2(2)

George Washington Memorial Pkwy

6D—Glenelg-Manor complex, 15 to 35 percent slopes Parent material: Residuum weathered from mica schist

Typical profile H1 - 0 to 6 inches: sandy loam H2 - 6 to 26 inches: sandy loam H3 - 26 to 60 inches: loamy sand

12—Urban land-Udorthents complex, 2 to 15 percent slopes

Typical profile Fill

7C—Glenelg-Urban land complex, 8 to 15 percent slopes Parent material: Residuum weathered from mica schist

Typical profile H1 - 0 to 6 inches: loam H2 - 6 to 27 inches: silt loam H3 - 27 to 71 inches: channery loam

Source:

VA

Available Soil Survey Data, Friday, April 7, 2017 USDA Natural Resources Conservation Service

FIGURE 3

SOIL SURVEY MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG

GWMP 2(2)

SHEET

NO.

PROJECT

TOTAL

SHEETS

STATE

Project: GWMP 2(2)

Available Soil Survey Data

APPENDIX B

Borings Location Map

APPENDIX C

Boring Logs

1.0

1.2

1.1

0.5

0.5

1.1

1.0

5.0

5.0

Topsoil

Loose to medium dense, brown and gray, Silty SAND, trace clay and grave [A-2-4(0)] (Moist) Fill

Very loose to medium dense, gray, Silty SAND, trace clay and gravel (Moist)

Auger refusal at 11.8 ft

Gray, Slightly to highly weathered SCHIST

Recovery = 74%, RQD = 41%

Recovery = 25%, RQD = 0%

Recovery = 100%, RQD =90%

Unconfined Compressive Strength 9550 psi

Recovery = 100%, RQD = 100%

Boring was terminated at 28.5 ft

0.5

J-1

J-2

J-3

J-4

J-5

R-1

R-2

R-3

R-4

0.6

8.0

11.8

14.5

18.5

23.5

28.5

1-4-5-9

0-2-2-1

3-7-9-15

7-6-6-6

0-0-2-10

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

10/5/16 C. Afanador D. HutchinsOperator:

Project Location:

Encountered at:

After

Northing: 7015208.764 Easting: 11886263.664

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

44.8 ft

Undisturbed (UD)

10/4/16

R ec

(f t)

Project Name:

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

N o.

Arlington County, VA

E le va tio n (f ee t)

3.8 in.

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

HSA

B-1

Hammer Wt. & Type:

Clear, 60 F

T yp e

Weather:

SAMPLE

Plastic Limit

Bottom of inclinometer pipe: 28.5 ft

Eastern Side hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

GWMP 2(2)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

S P

T B lo w s pe r in

P P

B O

R

IN

G L

O G

/7

/1

:4

M

P R

O

JE

C T

S \G

W M

P \2

(2

T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\F

IE

LD

L

O G

S \M

A

-2 5-

\G W

M P

(2

M

A .G

P J

44.2

36.8

33.0

30.3

26.3

21.3

16.3

Sheet: 1 of 1

1.1

1.7

1.1

1.0

0.8

1.1

0.9

1.1

0.1

2.7

5.0

Topsoil

Loose to medium dense, brown and gray, Silty SAND trace clay and gravel (Moist) Fill

Loose to dense, gray, Silty SAND, trace clay and gravel (Moist) [A-2-4(0)]

Auger refusal at 21.1 ft

Gray, slightly weathered SCHIST

Recovery = 87%, RQD = 81%

Recovery = 100%, RQD = 98%

Unconfined Compressive Strength 9060 psi

Recovery = 100%, RQD =62%

0.5

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

R-1

R-2

R-3

0.6

8.0

21.1

24.2

29.2

0-4-4-8

3-4-4-5

4-9-10-16

0-5-5-4

2-10-13-7

4-2-2-17

2-32-28-4

2-5-30-50/1"

50/1"

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

10/6/16 C. Afanador D. HutchinsOperator:

Project Location:

Encountered at:

After

Northing: 7015214.413 Easting: 11886222.523

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

46.4 ft

Undisturbed (UD)

10/5/16

R ec

(f t)

Project Name:

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

N o.

Arlington County, VA

E le va tio n (f ee t)

3.8 in.

Boring Method:

Rock Core Diam:

Vane Shear

30 in 140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

HSA

B-2

Hammer Wt. & Type:

Clear, 60 F

T yp e

Weather:

SAMPLE

Plastic Limit

Bottom of inclinometer pipe: 31.1 ft

Western Side hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

GWMP 2(2)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

S P

T B lo w s pe r in

P P

B O

R

IN

G L

O G

/7

/1

:4

M

P R

O

JE

C T

S \G

W M

P \2

(2

T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\F

IE

LD

L

O G

S \M

A

-2 5-

\G W

M P

(2

M

A .G

P J

45.8

38.4

25.3

22.2

17.2

Sheet: 1 of 2

1"

1.9Recovery = 100%, RQD =62% (Continued)

Boring was terminated at 31.1 ft

R-3

31.1

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

10/6/16 C. Afanador D. HutchinsOperator:

Project Location:

Encountered at:

After

Northing: 7015214.413 Easting: 11886222.523

Caved at:

Hammer Drop:

Rock Core (RQD in %)

Standard Penetration Test Data

Project Datum:

(Blows / ft)

46.4 ft

Undisturbed (UD)

10/5/16

R ec

(f t)

Project Name:

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

N o.

Arlington County, VA

E le va tio n (f ee t)

3.8 in.

Boring Method:

Rock Core Diam:

Vane Shear

30 in 140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

HSA

B-2

Hammer Wt. & Type:

Clear, 60 F

T yp e

Weather:

SAMPLE

Plastic Limit

Bottom of inclinometer pipe: 31.1 ft

Western Side hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

GWMP 2(2)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

S P

T B lo w s pe r in

P P

B O

R

IN

G L

O G

/7

/1

:4

M

P R

O

JE

C T

S \G

W M

P \2

(2

T E

C H

S E

R V

\G E

O T

E C

H \S

U B

S U

R F

A C

E

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\F

IE

LD

L

O G

S \M

A

-2 5-

\G W

M P

(2

M

A .G

P J

15.3

Sheet: 2 of 2

APPENDIX D

Laboratory Testing Results

SOIL DATA

NO.

AASHTODESCRIPTION

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 11.7 9.1 18.6 41.3 19.3

(ft.)

GWMP2(2)

ARLINGTON COUNTY ,VA

fhwa-EFLHD

ARLINGTON B1/J2 3-5 Silty sand A-2-4(0)

COUNTY VA

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 7.7 12.8 3.1 45.2 31.2

ARLINGTON B2/J8 18-20 Silty sand A-2-4(0)

COUNTY VA

SOIL DATA

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

GWMP2(2)

ARLINGTON COUNTY ,VA

fhwa-EFLHD

A-2-4(0)NPNVNP12.13-5B1/J2ARLINGTON

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-4(0)NPNVNP14.318-20B2/J8ARLINGTON

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

Federal Lands Highway Office

Eastern Federal Lands Highway Division

Materials Testing Laboratory

1827 Jack Delozier Drive, Sevierville, TN 37876

Arlington County, VA

GWMP 2(2) Arlington

VA

Mounir Abouzakhm

Project Name: State:

County:

Submitted By:

Boring No: Sample No:

Project Number:

R-3 Depth: 22.8 FTB-1

Report of Unconfined Compressive Strength of Intact Rock Cores

Unconfined Compressive Strength of Intact Rock Core (ASTM D 7012)

Unconfined Compressive Strength, psi 9550

Method C

Page 1 of 1 12/29/2017 01:10 PM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-17-0063

Uncontrolled Copy

Federal Lands Highway Office

Eastern Federal Lands Highway Division

Materials Testing Laboratory

1827 Jack Delozier Drive, Sevierville, TN 37876

Arlington County, VA

GWMP 2(2) Arlington

VA

Mounir Abouzakhm

Project Name: State:

County:

Submitted By:

Boring No: Sample No:

Project Number:

R-2 Depth: 28.1 FTB-2

Report of Unconfined Compressive Strength of Intact Rock Cores

Unconfined Compressive Strength of Intact Rock Core (ASTM D 7012)

Unconfined Compressive Strength, psi 9060

Method C

Page 1 of 1 12/29/2017 01:10 PM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-17-0064

Uncontrolled Copy

APPENDIX E

Computer Outputs

APPENDIX F

Representative Photographs

Photo No. 1 –Shoulder condition, note the slope

Photo No. 2 –Shoulder condition, note the inclinometer and guard wall

Photo No. 3 – Shoulder drop at the edge of the guard wall

Photo No. 4 – Existing guard wall, note the tilting of the blocks

Photo No. 5 – Existing guard wall, note the alignment and difference in vegetation

Photo No. 6 – Subject site, note the difference in vegetation and pavement condition

Photo No. 7 – Subject site, note the cracks in the pavement

Photo No. 8 – Drilling