Geotechnical_Data_Report_Rt20AZ_FINAL.pdf

GEOTECHNICAL DATA REPORT

Subsurface Exploration for FHWA Eastern Federal Lands

Project VI ERFO NPS 2017-1(1)

St. John, U.S. Virgin Islands

Schnabel Reference #18C12021.00

December 20, 2018

December 20, 2018

Mr. Timothy J. Ramey, PE

WSP USA, Inc.

13530 Dulles Technology Drive

Suite 300

Herndon, Virginia 20171

Subject: Geotechnical Data Report, Subsurface Exploration for FHWA Eastern Federal

Lands Project VI ERFO NPS 2017-1(1), St. John, U.S. Virgin Islands

(Schnabel Reference 18C12021.00)

Dear Mr. Ramey:

SCHNABEL ENGINEERING, LLC is pleased to submit this geotechnical data report for this project.

This study was performed in accordance with our proposal dated September 27, 2018, as authorized in

Task Order No. 01 (effective November 5, 2018) issued under Professional Services On-Call/Task Order

Subcontract, dated November 5, 2018.

SCOPE OF SERVICES

Our task order agreement defines the scope of services for this project. The scope of services generally includes drilling operations and laboratory testing for the delivery of boring logs and a soil profile. Two soil borings were planned to depths up to 40 ft each along the roadway to support slope stability analysis by

Eastern Federal Lands Highway Division (EFLHD).

This service was conducted under the supervision of a Professional Engineer registered in the U.S. Virgin

Islands.

SITE DESCRIPTION

The site is located on the VI Route 20AZ, St. John, U.S. Virgin Islands. A site vicinity map is included as

Figure 1.

The roadway is a two-lane, asphalt roadway that was constructed within a steep hillside. Based on the topographic site plan provided by EFLHD, site grades along the roadway range from about EL 61 to EL

64 in the vicinity of the borings.

The downslope side of the roadway has been impacted by slope instability. A portion of the downslope edge of the roadway has been barricaded to direct traffic around the impacted area.

WSP USA, Inc.

St. John Subsurface Exploration

December 20, 2018 Page 2 Schnabel Engineering, LLC

Project 18C12021.00 ©2018 All Rights Reserved

SUBSURFACE EXPLORATION

We performed soil test borings and soil laboratory testing to identify the subsurface stratigraphy underlying the sites and to evaluate the geotechnical properties of the materials encountered. Exploration methods are discussed below. The appendices contain the results of our exploration, including a boring location plan, boring logs, a soil profile, and laboratory test results.

Test Borings

Schnabel’s subcontractor, Jaca & Sierra Engineering, PSC, drilled three test borings (NPS B1 through

NPS B3) under our observation on November 16, 2018. Two borings were originally planned. However, we drilled an additional boring, NPS B3, due to shallow refusal in boring NPS B1.

Figure 2 indicates the approximate test boring locations. The locations were established based on coordinates provided by EFLHD. We offset from these planned locations to allow space to direct traffic around the drilling sites. We obtained approximate coordinates for the as-drilled locations using a hand-held GPS device, as presented on the boring logs in Appendix A. Elevations were estimated based on the topographic site plan provided by EFLHD.

A CME-55 trailer-mounted rig was used to drill the borings. The borings were advanced by turning a continuous flight auger with a center opening of 2¼ inches. Cuttings were brought to the surface by the auger flights. Sampling was performed through the center opening in the hollow stem auger, by standard methods. No water was introduced into the boring using this procedure.

The Standard Penetration Test (SPT) was performed at selected depths in the borings. The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with SPT data are based on N-values collected with a safety hammer. The energy applied to the split-spoon sampler using the ATH is about 33 percent greater than that applied using the safety hammer, resulting in lower

N-values. The hammer blows shown on the boring logs and cross sections are uncorrected for the higher energy.

Appendix A includes specific observations, remarks, and logs for the borings; classification criteria; drilling methods; and sampling protocols.

Soil Laboratory Testing

Schnabel’s soils testing laboratory in Columbia, SC, performed tests on selected soil samples collected during the subsurface exploration. The testing aided in the classification of materials encountered in the subsurface exploration. We performed index testing on samples collected as part of the exploration to provide soil classifications and to provide parameters for use with published correlations with soil properties. Index testing included performing natural moisture content, Atterberg Limit, and gradation tests on three samples.

The results of the laboratory tests are included in Appendix B. Selected test results are also shown on the boring logs in Appendix A.

December 20, 2018 Page 3 Schnabel Engineering, LLC

SUBSURFACE CONDITIONS

Generalized Subsurface Stratigraphy

All borings were performed within the roadway. Asphalt depths were found to be about 0.5 ft at each boring location. The asphalt was underlain by about 0.2 ft of aggregate base course in borings NPS B1 and NPS B3. We did not observe aggregate base in boring NPS B2.

Below the pavement section, we characterized the following subsurface stratigraphy based on the exploration and laboratory test data included in the appendices.

Stratum A: Existing Fill

Existing fill was encountered in borings NPS B1 and NPS B3, to depths of about 3.5 to 6.0 ft, respectively. Boring NPS B1 encountered refusal at 3.5 ft, which may have been caused by a boulder within the fill. Existing fill material consisted predominantly of clayey sand with gravel, dry, and brown to dark brown. SPT N values within the fill ranged from 12 to 52.

Stratum B: Residual Soil

Residual soils are derived through the in-place physical and chemical weathering of the underlying rock.

Residual soil was encountered below the pavement section in boring NBS B2 to a depth of about 1.8 ft.

Residual soil material consisted of CLAYEY SAND WITH GRAVEL (SC), gray, and light brown. One SPT

N value of 59 was obtained within the residual soil.

Stratum C: Disintegrated Rock

Disintegrated rock is defined as residual material with SPT N values between 60 blows per foot and refusal. Refusal is defined as an N value of 50 blows for penetration of one inch or less. Disintegrated rock was encountered below residual soil (Stratum B) in boring NPS B2 and below existing fill (Stratum A) in boring NPS B3. Disintegrated rock was found to the maximum depths explored, 7.3 ft and 38.9 ft in boring NPS B2 and NPS B3, respectively.

In borings NPS B1 and NPS B2, auger refusal was encountered above the target depth of 40 ft below ground surface. We interpret that auger refusal was encountered on rock. Based on the variability of the auger refusal depths, we expect the rock surface to be highly variable. A boulder within the fill may have caused auger refusal in boring NPS B1. A rock layer encountered within the disintegrated rock of Stratum

C may have caused auger refusal above the continuous bedrock surface in boring NPS B2.

Estimated subsurface conditions are depicted in the profile presented in Figure 3. The strata designations do not imply continuity of the materials described, but reflect the general description and characteristics of the subsurface materials, as interpreted from the boring logs and site conditions.

Groundwater

All borings were observed to be dry during drilling upon drilling completion and following completion of the borings. We did not obtain long-term water level readings since we backfilled the test borings upon completion for safety.

December 20, 2018 Page 4 Schnabel Engineering, LLC

LIMITATIONS

We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report, or other instrument of service.

December 20, 2018 Page 5 Schnabel Engineering, LLC

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING, LLC

Brian K. Banks, PG

Principal

Richard H. Wargo, PE

Principal

BKB:RW:is

Attachments:

Figure 1: Site Vicinity Map – Route 20AZ

Figure 2: Boring Location Plan – Route 20AZ

Figure 3: Subsurface Profile – Route 20AZ

Appendix A: Subsurface Exploration Data

Appendix B: Soil Laboratory Test Data

I:\2018\PROJECTS\18C12021 - ST. JOHN'S SUBSURFACE EXPLORATION\03-SE PRODUCTS\03-REPORTS\FINAL\RT 20AZ\GDR RT20AZ_FINAL.DOCX

December 20, 2018 Schnabel Engineering, LLC

FIGURES

Figure 1: Site Vicinity Map – Route 20AZ

Figure 2: Boring Location Plan – Route 20AZ

Figure 3: Subsurface Profile – Route 20AZ

³

/6 /2

T hi s M ap w as C re at ed In

S ch na be l E ng in ee rin gs

S ite

V ic in ity

M ap

A pp lic at io n

NOT TO SCALE

ar cg is

VI_ERFO_NPS_2017-1(1), VI ROUTE 20AZ

PROJECT NO. 18C12021.00

SITE VICINITY

MAP

FIGURE 1

ST. JOHN, U.S. VIRGIN ISLANDS

Esri, HERE, Garmin, © OpenStreetMap contributors Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community

© Schnabel Engineering, 2018. All Rights Reserved.

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures

General Notes for Subsurface Exploration Logs

Identification of Soil

Boring Logs, NPS B1 through NPS B3

SUBSURFACE EXPLORATION PROCEDURES

Test Borings – Hollow Stem Augers

The borings are advanced by turning a continuous flight auger with a center opening of 2¼ inches.

Cuttings are brought to the surface by the auger flights. Sampling is performed through the center opening in the hollow stem auger, by standard methods. No water is introduced into the boring using this procedure.

Standard Penetration Test Results

The numbers in the Sampling Data column of the boring logs represent Standard Penetration Test (SPT) results. Each number represents the blows needed to drive a 2-inch O.D., 1⅜-inch I.D. split-spoon sampler 6 inches, using a 140-pound hammer falling 30 inches. The sampler is typically driven a total of

18 or 24 inches. The first 6 inches are considered a seating interval. The total of the number of blows for the second and third 6-inch intervals is the SPT “N value.” The SPT is performed according to ASTM

D1586.

The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with SPT data are based on N-values collected with a safety hammer. The energy applied to the split-spoon sampler using the ATH is about 33 percent greater than that applied using the safety hammer, resulting in lower N-values. The hammer blows shown on the boring logs are uncorrected for the higher energy.

Soil Classification Criteria

The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM

D2487) based on visual observation and limited laboratory testing of the samples. Criteria for visual identification of soil samples are included in this appendix. Some variation can be expected between samples visually classified and samples classified in the laboratory.

Boring Locations and Elevations

Boring locations were staked by our field representative, located using sub-meter GPS equipment.

Approximate boring locations are shown on Figure 2. Ground surface elevations at the boring locations were obtained from the site topographic plan provided by Eastern Federal Lands and are indicated on the boring logs. Locations and elevations should be considered no more accurate than the methods used to determine them.

GENERAL NOTES FOR

SUBSURFACE EXPLORATION LOGS

1. Numbers in sampling data column next to Standard Penetration Test (SPT) symbols indicate blows required to drive a 2-inch O.D., 1⅜-inch I.D. sampling spoon 6 inches using a 140-pound hammer falling 30 inches. The Standard Penetration Test (SPT) N value is the number of blows required to drive the sampler 12 inches, after a 6-inch seating interval. The Standard Penetration

Test is performed in general accordance with ASTM D1586.

2. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.”

The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

3. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

4. Refusal at the surface of rock, boulder, or other obstruction is defined as an SPT resistance of 50 blows for 1 inch or less of penetration.

5. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

6. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Key to symbols and abbreviations:

S-1, SPT Sample No., Standard Penetration Test

5+10+1 Number of blows in each 6-inch increment

LL Liquid Limit

MC Moisture Content (percent)

PL Plastic Limit

%Passing#200 Percent by weight passing a No. 200 Sieve

Project 18C12021 ©2018 All Rights Reserved

IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME

Coarse-Grained Soils

More than 50% retained on No. 200 sieve

Gravels –

More than 50% of coarse fraction retained on No. 4 sieve

Coarse, ¾” to 3”

Fine, No. 4 to ¾”

Clean Gravels

Less than 5% fines

GW WELL GRADED

GRAVEL

GP POORLY GRADED

GRAVEL

Gravels with fines

More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands – 50% or more of coarse

Fraction passes No. 4 sieve

Coarse, No. 10 to No. 4

Medium, No. 40 to No. 10

Fine, No. 200 to No. 40

Clean Sands

Less than 5% fines

SW WELL GRADED

SAND

SP POORLY GRADED

SAND

Sands with fines

More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained Soils

50% or more passes the No. 200 sieve

Silts and Clays –

Liquid Limit less than 50

Low to medium plasticity

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays –

Liquid Limit 50 or more

Medium to high plasticity

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487)

Examples

Adjective

Form

GRAVELLY

SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY

SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL

WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL

WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT

WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS .......................... Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-“ indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ......................................... Man-made deposit containing soil, rock and often foreign matter.

PROBABLE FILL .................... Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

DISINTEGRATED ROCK

(DR)

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

BOULDERS & COBBLES ....... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12-inch size.

LENSES ................................... 0 to ½-inch seam within a material in a test pit.

LAYERS .................................. ½ to 12-inch seam within a material in a test pit.

POCKET .................................. Discontinuous body within a material in a test pit.

MOISTURE CONDITIONS ....... Wet, moist or dry to indicate visual appearance of specimen.

COLOR .................................... Overall color, with modifiers such as light to dark or variation in coloration.

AFILL

62.8 62.6

59.8

0.5 0.7

3.5

S-01, SS

50/5"

S-02, SS

6+8+44

Asphalt

BASE AGGREGATE

PROBABLE FILL, sampled as clayey sand with gravel, fine to medium grained sand; dry, dark brown

Bottom of Boring at 3.5 ft.

Auger refusal at 3.0 ft.

Boring terminated at auger refusal.

Boring backfilled with cement upon completion.

Auger unable to advance past 3.0 ft. due to grinding on rock, offset and added NPS B3.

Encountered

Completion

After Drilling

11/16

11/16

11/16

Dry

Dry

Dry

1.9'

Total Depth: 3.5 ftGround Surface Elevation: 63± (ft)

Contractor: JACA & SIERRA

Trujillo Alto, Puerto Rico

Contractor Foreman: Fernando Villegas

Schnabel Representative: Kevin Morgan

Equipment: CME-55 (Trailer)

Method: 2-1/4" I.D. Hollow Stem Auger

Hammer Type: Auto Hammer (140 lb)

Dates Started: 11/16/18 Finished: 11/16/18

North: 845892 ft East: 1230550 ft By: Handheld GPS

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

VI_ERFO_NPS_2017-1(1)

VI Route 20AZ St John, U.S. Virgin Islands

SYMBOL

Contract Number: 18C12021.00.01 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

NPS B1Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

8C

.0

.0

1_ N

P S

R O

U T

E

0_ B

O R

IN

G

L O

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

1/

0/

B

C

SC

DR

60.0

58.8

53.3

0.5

1.8

7.3

LL = 31

PL = 20

MC = 3.0%

% Passing #200 = 16.8

S-01, SS

40+34+25

S-02, SS

50/5"

S-03, SS

33+50/5"

S-04, SS

50/5"

S-05, SS

50/3"

Asphalt

CLAYEY SAND WITH GRAVEL, fine to medium grained sand; dry, light brown, (A-2-6)

DISINTEGRATED ROCK, sampled as clayey sand with gravel, fine to medium grained sand; dry, light brown

Bottom of Boring at 7.3 ft.

Auger refusal at 7.0 ft.

Boring terminated at auger refusal.

Boring backfilled with cement upon completion.

Encountered

Completion

After Drilling

11/16

11/16

11/16

Dry

Dry

Dry

3.0'

Total Depth: 7.3 ftGround Surface Elevation: 61± (ft)

Contractor: JACA & SIERRA

Trujillo Alto, Puerto Rico

Contractor Foreman: Fernando Villegas

Schnabel Representative: Kevin Morgan

Equipment: CME-55 (Trailer)

Method: 2-1/4" I.D. Hollow Stem Auger

Hammer Type: Auto Hammer (140 lb)

Dates Started: 11/16/18 Finished: 11/16/18

North: 845839 ft East: 1230598 ft By: Handheld GPS

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

VI_ERFO_NPS_2017-1(1)

VI Route 20AZ St John, U.S. Virgin Islands

SYMBOL

Contract Number: 18C12021.00.01 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

NPS B2Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

8C

.0

.0

1_ N

P S

R O

U T

E

0_ B

O R

IN

G

L O

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

1/

A

FILL

DR

63.3 63.1

57.8

0.5 0.7

6.0

LL = 31

PL = 20

MC = 5.1%

% Passing #200 = 41.6

LL = 29

PL = 20

MC = 8.6%

% Passing #200 = 34.1

S-01, SS

55+23+10+11

S-02, SS

7+5+7

S-03, SS

5+9+14

S-04, SS

23+50/5"

S-05, SS

23+38+50/1"

S-06, SS

38+44+50/2"

S-07, SS

50/5"

S-08, SS

50/2"

Asphalt

BASE AGGREGATE

PROBABLE FILL, sampled as clayey sand with gravel, fine to medium grained sand; dry, brown

DISINTEGRATED ROCK, sampled as clayey sand with gravel, fine to medium grained sand; dry, light brown

Encountered

Completion

After Drilling

11/16

11/16

11/16

Dry

Dry

Dry

38.0'

25.0'

Total Depth: 38.9 ftGround Surface Elevation: 64± (ft)

Contractor: JACA & SIERRA

Trujillo Alto, Puerto Rico

Contractor Foreman: Fernando Villegas

Schnabel Representative: Kevin Morgan

Equipment: CME-55 (Trailer)

Method: 2-1/4" I.D. Hollow Stem Auger

Hammer Type: Auto Hammer (140 lb)

Dates Started: 11/16/18 Finished: 11/16/18

North: 845899 ft East: 1230546 ft By: Handheld GPS

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

VI_ERFO_NPS_2017-1(1)

VI Route 20AZ St John, U.S. Virgin Islands

SYMBOL

Contract Number: 18C12021.00.01 Sheet: 1 of 2

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

NPS B3Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

8C

.0

.0

1_ N

P S

R O

U T

E

0_ B

O R

IN

G

L O

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

1/

0/

(continued)

CDR

24.838.9

S-09, SS

50/1"

S-10, SS

50/2"

S-11, SS

50/5"

DISINTEGRATED ROCK, sampled as clayey sand with gravel, fine to medium grained sand; dry, light brown (continued)

Change: moist, dark brown

Change: light brown

Bottom of Boring at 38.9 ft.

Boring terminated at selected depth.

Boring backfilled with cement upon completion.

Project:

STRA

TUM

VI_ERFO_NPS_2017-1(1)

VI Route 20AZ St John, U.S. Virgin Islands

SYMBOL

Contract Number: 18C12021.00.01 Sheet: 2 of 2

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

NPS B3Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

8C

.0

.0

1_ N

P S

R O

U T

E

0_ B

O R

IN

G

L O

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

1/

APPENDIX B

SOIL LABORATORY TEST DATA

Summary of Laboratory Tests

Gradation Curves

Atterberg Limits

NPS B2

4.0 - 5.0

56.5 - 55.5

Bag

CLAYEY SAND WITH GRAVEL (SC), light brown, (A-2-6) C 3.0 31 20 11 40.4 16.8

NPS B3

4.0 - 5.5

59.8 - 58.3

Bag

CLAYEY SAND WITH GRAVEL (SC), brown, (A-2-6) A 5.1 31 20 11 17.2 41.6

NPS B3

9.0 - 10.5

54.8 - 53.3

Bag

CLAYEY SAND WITH GRAVEL (SC), light brown, (A-2-6) C 8.6 29 20 9 19.4 34.1

Description of Soil Specimen

Project Number: 18C12021.00.01

Notes:

Project:

Sample Depth ft

Elevation ft

VI_ERFO_NPS_2017-1(1)

VI Route 20AZ St John, U.S. Virgin Islands

Sample Type

Sheet 1 of 1

Boring No.

Summary Of Laboratory Tests Appendix

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with ASTM D2487(as applicable), based on testing indicated and visual classification.

3. Key to abbreviations: NP=Non-Plastic; -- indicates no test performed.

4. ASTM Methods: Natural Moisture D2216, Atterberg D4318, Gradation D6913

D Y

N A

M

IC

L A

B S

U M

M A

R Y

1.

.0

_N

P S

R O

U T

E

0_ B

O R

IN

G

L O

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

1/

0/

P la st ic it y

In d ex

R et ai n ed

N o

. 4 S ie ve

S tr at u m

P la st ic

L im it

L iq u id

L im it

P as si n g

N o

. 2

S ie ve

N at u ra l M o is tu re

0.0010.010.1110100

4.0 ft

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.56 42.8

%Silt %Clay

ASTM D6913

PI

4.847

D10 %Gravel

40.4

%Sand

16.8

D30

Sample Description

NPS B2 1120

D100 D60

CLAYEY SAND WITH GRAVEL (SC), light brown, (A-2-6)

Specimen LL PL

SRHDLH

Tested Date

MDE

Tested By

11/21/18

Calc by

U.S. SIEVE OPENING IN INCHES

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

37.5

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

Project: VI_ERFO_NPS_2017-1(1) VI Route 20AZ St John, U.S. Virgin Islands

Contract: 18C12021.00.01S

IE

V E

/S

H E

E T

8C

1.

.0 1_

N P

S R

O U

T E

0_

B O

R

IN

G L

O G

S .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

1/

0/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

16.8

19.9

23.2

27.2

30.7

34.3

45.1

59.6

3/8

73.3

1/2

76.0

3/4

81.6

88.4

1.5

100.0

0.0010.010.1110100

4.0 ft

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

41.2

%Silt %Clay

ASTM D6913

PI

0.75

D10 %Gravel

17.2

%Sand

41.6

D30

Sample Description

NPS B3 1120

D100 D60

CLAYEY SAND WITH GRAVEL (SC), brown, (A-2-6)

Specimen LL PL

SRHDLH

Tested Date

MDE

Tested By

11/21/18

Calc by

U.S. SIEVE OPENING IN INCHES

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

Project: VI_ERFO_NPS_2017-1(1) VI Route 20AZ St John, U.S. Virgin Islands

Contract: 18C12021.00.01S

IE

V E

/S

H E

E T

8C

1.

.0 1_

N P

S R

O U

T E

0_

B O

R

IN

G L

O G

S .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

1/

0/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

41.6

45.6

49.6

54.1

57.7

61.3

71.7

82.8

3/8

92.0

1/2

93.3

3/4

100.0

0.0010.010.1110100

9.0 ft

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

46.5

%Silt %Clay

ASTM D6913

PI

0.978

D10 %Gravel

19.4

%Sand

34.1

D30

Sample Description

NPS B3 920

D100 D60

CLAYEY SAND WITH GRAVEL (SC), light brown, (A-2-6)

Specimen LL PL

SRHDLH

Tested Date

MDE

Tested By

11/21/18

Calc by

U.S. SIEVE OPENING IN INCHES

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

Project: VI_ERFO_NPS_2017-1(1) VI Route 20AZ St John, U.S. Virgin Islands

Contract: 18C12021.00.01S

IE

V E

/S

H E

E T

8C

1.

.0 1_

N P

S R

O U

T E

0_

B O

R

IN

G L

O G

S .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

1/

0/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

34.1

39.0

44.3

49.8

54.0

58.2

69.2

80.6

3/8

89.5

1/2

92.6

3/4

95.8

0 20 40 60 80 100

P

LA

S T

IC

IT

Y

IN

D E

X

ATTERBERG LIMITS

LIQUID LIMIT

NPS B2

NPS B3

NPS B3

CL

ML

DescriptionFinesPIPLLL

4.0 ft

4.0 ft

9.0 ft

Specimen

PLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE

CLAYEY SAND WITH GRAVEL (SC), light brown, (A-2-6)

CLAYEY SAND WITH GRAVEL (SC), brown, (A-2-6)

CLAYEY SAND WITH GRAVEL (SC), light brown, (A-2-6)

CH

MHCL-ML

Project: VI_ERFO_NPS_2017-1(1) VI Route 20AZ St John, U.S. Virgin Islands

Contract: 18C12021.00.01A T

T E

R B

E R

G _L

IM

IT

S

C

1.

.0 1_

N P

S R

O U

T E

0_

B O

R

IN

G L

O G

S .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

2/

1/