Final Geotech Data Report.pdf

GEOTECHNICAL DATA REPORT

NP VIIS 100(3), 102(1), Etc.

Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

Schnabel Reference No. 21C12019.00 September 7, 2021

September 7, 2021

Mr. Timothy J. Ramey, PE WSP USA, Inc.

13530 Dulles Technology Drive Suite 300 Herndon, Virginia 20171

Subject: Geotechnical Data Report NP VIIS 100(3), 102(1), Etc.

Subsurface Exploration in Virgin Islands National Park

St. John, U.S. Virgin Islands Schnabel Reference No.: 21C12019.00

Dear Mr. Ramey:

SCHNABEL ENGINEERING, LLC (Schnabel) is pleased to submit our geotechnical data report for this project. This report includes figures and appendices with relevant data collected for this study. This study was performed in accordance with our proposal dated May 21, 2021.

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

Kevin R. Morgan, PE Project Engineer

Richard H. Wargo Principal Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed professional engineer under the laws of the U.S. Virgin Islands. License No.0-30160-1B, Expiration Date: 8/31/2022

KRM:RHW:EB

WSP USA, Inc

Subsurface Exploration in Virgin Islands National Park, St. John, U.S. Virgin Islands

September 7, 2021 Page ii Schnabel Engineering, LLC Project 21C12019.00 ©2021 All Rights Reserved

GEOTECHNICAL DATA REPORT

NP VIIS 100(3), 102(1), ETC.

SUBSURFACE EXPLORATION IN VIRIGIN ISLANDS NATIONAL PARK

ST. JOHN, U.S. VIRGIN ISLANDS

TABLE OF CONTENTS

1.0 SCOPE OF SERVICES

2.0 DESCRIPTION OF SITE

3.0 SUBSURFACE EXPLORATION

3.1 Test Borings

4.0 SOIL LABORATORY TESTING

4.1 Index Testing

4.2 Compaction and CBR Testing

5.0 SUBSURFACE CONDITIONS

5.1 Generalized Geology

5.2 Generalized Subsurface Stratigraphy

5.3 Groundwater

6.0 LIMITATIONS

LIST OF TABLES

Table 1: Test Boring Coordinates, Elevations, and Exploration Depths Table 2: Subsurface Stratigraphy at Lameshur Road (PB21-01 through PB21-07) Table 3: Subsurface Stratigraphy at Lyne House Road (BH21-01 through BH21-04)

Figure 1:

Figure 2:

Figure 3:

Figure 4:

Figure 5:

Figure 6:

LIST OF FIGURES

Boring Location Plan – Pavement Borings PB21-01 through PB-21-07 Boring Location Plan – Soil Borings BH21-01 and BH21-02 Boring Location Plan – Soil Borings BH21-03 and BH21-04 Subsurface Profile – Pavement Borings PB21-01 through PB21-07 Subsurface Profile – Soil Borings BH21-01 and BH21-02 Subsurface Profile – Soil Borings BH21-03 and BH21-04

APPENDICES

Appendix A: Subsurface Exploration Data Appendix B: Soil Laboratory Test Data Appendix C: Photo Log Appendix D: USGS Geologic Map of St. John, U.S. Virgin Islands

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1.0 SCOPE OF SERVICES

Our Work Authorization dated July 23, 2021, authorized in accordance with our Master Services Agreement dated July 23, 2021, defines the scope of services for this project. The objective of this study was to evaluate the subsurface conditions at the site and provide a geotechnical data report containing the results of our study. This study was conducted under the supervision of a Professional Engineer registered in the U.S. Virgin Islands.

2.0 DESCRIPTION OF SITE

The project site is split into two separate locations on opposite sides of the island of St. John. One site is located on the southeastern side of the island along Lameshur Road and the other site is located on the northwestern side of the island along Lyne House Road (Salomon Bay Road). Both locations are within the Virgin Islands National Park. The test borings were performed at the locations shown on the plans included in Figures 1 through 3. This report presents the results of our field investigation, test boring logs, laboratory testing results, and a site map.

Prior to our investigation, the Island of St. John had received a lot of rain over the days leading up to our subsurface exploration. Specifically, within the area of the pavement borings (PB21-01 to PB21-07), there were many locations with ponding water. The roadway, where the pavement borings are located, has many large divots and potholes that have to be navigated through and around. The park employees on site indicated that these large divots and holes often pond with water after rain, and it usually takes days for the holes to dry up. Standing water can be seen in many of the pavement boring photos at the end of this report in Appendix C.

3.0 SUBSURFACE EXPLORATION

We performed a subsurface exploration to identify the subsurface stratigraphy underlying the site and to evaluate the geotechnical properties of the materials encountered. This program consisted of Standard Penetration Testing (SPT) test borings. Exploration methods used are discussed below. The appendices to this report contain the results of our exploration.

3.1 Test Borings

Our subcontractor, Jaca & Sierra of Trujillo Alto from Puerto Rico, drilled 11 test borings (PB21-01 through PB21-07, and BH21-01 through BH21-04) under our observation between July 30 and August 2, 2021. The Standard Penetration Test (SPT) was performed at selected depths in the borings. The drilled boring depths ranged between selected depths of 6.0 ft from the ground surface and auger refusal depths of 5.3 to 8.1 ft from the ground surface. Where auger refusal was encountered, a split spoon was also driven at the refusal depth to confirm SPT refusal.

Seven pavement borings (PB21-01 through PB21-07) were planned to depths of 5.0 ft each or auger refusal with Soil Penetration Test (SPT) samples collected at 1.0 and 3.0 ft depths. However, due to the design of the drill rig, we drilled to a depth of 6.0 ft instead and collected SPT samples continuously to termination. Pavement boring PB21-01 encountered refusal at approximately 5.3 ft below the ground surface.

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Four soil borings (BH21-01 through BH21-04) were planned to depths of 30 ft or auger refusal with SPT samples collected every at 2.5 ft intervals for the top 20 ft and at 5 ft intervals thereafter. However, due to the design of the rig, we planned to collect samples continuously for the top 20 ft. All the soil borings refused between 5.6 ft and 8.1 ft from the ground surface.

The table below indicates the boring location coordinates, approximate ground surface elevations, and the respective exploration depths.

Table 1: Test Boring Coordinates, Elevations, and Exploration Depths

Boring ID Northing (ft) Easting (ft) Ground Surface Elevation (ft)

Exploration

Depth (ft)

PB21-01 835131.287 1250655.219 5.0 5.3

PB21-02 835193.094 1250236.004 9.5 6.0

PB21-03 835489.382 1249881.884 9.0 6.0

PB21-04 835833.135 1249555.072 7.0 6.0

PB21-05 836018.436 1249176.330 9.0 6.0

PB21-06 835860.474 1248827.153 3.5 6.0

PB21-07 835733.043 1248597.348 2.5 6.0

BH21-01 843359.915 1226947.594 10.3 5.6

BH21-02 843344.158 1226850.980 11.5 7.1

BH21-03 842494.114 1225161.389 8.0 8.1

BH21-04 842493.338 1225115.272 8.5 5.6

Note: Boring coordinates were approximated from a handheld Garmin GPS 60 unit.

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 following the standards of ASTM D1586 (AASHTO T206). The SPT N-values indicate the Standard Penetration Test resistances encountered in a particular layer as determined from the number of blows required to drive a 2-inch O.D., 1-3/8 inch I.D. sampling spoon one foot using a 140-pound hammer falling 30-inches. This test is conducted after seating the sampler six inches in the bottom of the hole according to ASTM D1586/AASHTO T206. The N-value is determined by adding the number of blows it takes to push the spoon the second and third 6-inch intervals together.

The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with the SPT data are based on N-values collected with a safety hammer. Based on the information provided to us by our subcontractor Jaca & Sierra, the energy efficiency of the site-specific

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CME-55 ATH was observed to be about 0.86 on average. The hammer energy efficiency measurements were performed in 2020. Thus, the energy applied to the split-spoon sampler using the site-specific ATH is about 43 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.

It should be noted that we considered a hammer energy efficiency of 0.86 and a rod correction factor of

0.75 (lengths shorter than 10 ft) to define soil’s relative density/consistency provided on the logs.

Once split spoons are removed from the augers, the split spoon is opened and the soil within is analyzed.

This analysis in the field includes visual classification, measuring the length of soil recovered, using a pocket penetrometer if the soil appears to have cohesion. The soil recovered is then placed into a zip-lock bag which is labeled with the boring number, depth, date, and blow counts; sealed; and shipped to the soil’s laboratory.

No rock coring was conducted during this investigation.

Soils were classified in accordance with ASTM D2487 and AASHTO M145. The ASTM D2487 group symbols (e.g., SM) and AASHTO M145 group symbols (e.g., A-2-4), indicated on the boring logs, are based on laboratory testing of recovered soil samples and visual observations. The material description considers both visual and laboratory classifications, and with laboratory classifications having precedence over the visual method. Criteria for soil classification are given in Appendix A.

Appendix A includes specific observations, remarks, and logs for the borings; classification criteria; drilling methods; and sampling protocols. Figures 1 through 3, included at the end of this report, indicate the approximate test boring locations. We will retain soil samples for 60 days after the issuance of the final report, per your request.

4.0 SOIL LABORATORY TESTING

Schnabel’s soil laboratory in Columbia, South Carolina performed tests on selected samples obtained during the subsurface exploration. The testing aided in the classification of materials encountered in the subsurface exploration and provided data for use in the development of recommendations. The results of the laboratory tests are included in Appendix B and are summarized in Section 5.2 of this report. Selected test results are shown on the boring logs in Appendix A.

4.1 Index Testing

We performed index testing on soil 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 (ASTM D2216 / AASHTO T265), Atterberg limits (ASTM D4318 / AASHTO T89 and T90), and gradation tests (ASTM D6913 / AASHTO T88) on bag and bulk samples. The results are presented in the Summary of Laboratory Tests in Appendix B and summarized in Section 5.2.

4.2 Compaction and CBR Testing

We performed Standard Proctor compaction (ASTM D698 / AASHTO T99) and California Bearing Ratio (ASTM D1883 / AASHTO T193) to evaluate compaction characteristics and to provide soil parameters for

Subsurface Exploration in Virgin Islands National Park, St. John, U.S. Virgin Islands

September 7, 2021 Page 4 Schnabel Engineering, LLC Project 21C12019.00 ©2021 All Rights Reserved pavement design. The tests were performed on bulk samples from borings PB21-01, PB21-04, PB21-07, BH21-01, and BH21-04 representing the upper onsite soils (Stratum F and Stratum A). Bulk samples were obtained by spinning the auger of the drill rig at the desired depth and collecting the spoils in a bucket with a shovel. The bucket is then labeled with the boring number, depth, and date; sealed; and shipped to the soil’s laboratory. The CBR specimen was compacted to 95% of maximum dry density determined from Standard Proctor compaction. A surcharge of 50 psf was applied to the specimen to simulate the pavement weight. The test results are included in Appendix B and are summarized in Section 5.2.

5.0 SUBSURFACE CONDITIONS

5.1 Generalized Geology

As part of the subsurface exploration study, we reviewed available geologic data, the test borings performed at the project site, and information in our files. We characterized the following generalized subsurface stratigraphy based on the exploration and laboratory test data included in the appendices.

Based on this review, the upper soils at the site consist of probable Fill that is believed to be associated with previous development of the site. The natural soils below existing ground surface and the probable Fill consist of Coastal soils, which are typically Recent Geologic Age alluvial surficial deposits (Qs).

In the western portion of St. John (including the areas of BH21-01 through BH21-04), the underlying disintegrated rock and rock is from the Louisenhoj Formation (Kl), a strongly cemented volcanic conglomerate. In the southern portion of St. John (including the areas of PB21-01 through PB21-07), the underlying disintegrated rock and rock is from the Lameshur Volcanic-Intrusive Complex, formed of either Phenocryst-poor Keratophyre (Kwa) or Basalt/Basaltic Andesite (Kwl).

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 a penetration of one inch or less.

The geological map of St. John, U.S. Virgin Islands is provided as Appendix D.

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Qs: Surficial deposits; Kl: Louisenhoj Formation

Reference: Rankin, D.W. (2002). “Geology of St. John, U.S. Virgin Islands”, U.S. Geological Survey.

Plate 1A: Geological Stratigraphy Classification at Lyne House Road (BH21-01 through BH21-04)

Qs: Surficial deposits; Kwa: Phenocryst-poor Keratophyre; Kwl: Basalt/Basaltic Andesite

Reference: Rankin, D.W. (2002). “Geology of St. John, U.S. Virgin Islands”, U.S. Geological Survey.

Plate 1B: Geological Stratigraphy Classification at Lameshur Road (PB21-01 through PB21-07)

Approximate Location of

BH21-01 & -02

Approximate Location of

BH21-03 & -04

Approximate Location of PB21-01 to -07

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5.2 Generalized Subsurface Stratigraphy

We characterized the following generalized subsurface stratigraphy based on the subsurface exploration and laboratory test data included in the appendices. The boring logs, included within Appendix A, also display the stratum classifications.

Table 2: Subsurface Stratigraphy at Lameshur Road (PB21-01 through PB21-07)

Material Type Test Depth

(ft) Description

Stratum F (Probable Fill)

From Ground Surface to depths of up to 3.0 ft.

Sampled as:

Silty, Clayey Sand with Gravel; light brown, brown (SC-SM) (A- 2-4, A-1-b) Sandy Silt with Gravel; brown (ML) (A-7-6) Silty Sand with Gravel; light brown (SM) (A-1-b) Clayey Gravel with Sand; brown (GC) (A-2-4)

Moisture Content: 3.3 to 13.1 % Liquid Limit: 20 to 47 Plasticity Index: 2 to 16 % Passing No. 200 Sieve: 19.4 to 54.1 %

SPT N-Value: 7 to 50+ with an avg. of 39 blows per foot, bpf Relative Density: Loose to Very Dense

STRATUM A

(Coastal)

Below Stratum F or from Ground

Surface to termination depths of up to

6.0 ft.

Silty Sand with Gravel; brown (SM) (A-2-4) Clayey Sand; brown, dark brown, dark gray, brownish gray (SC) (A-2-4, A-2-7, A-6) Clayey Sand with Gravel; brown (SC) (A-2-4) Sandy Lean Clay; brownish gray (CL) (A-6)

Moisture Content: 4.2 to 27.7 % Liquid Limit: 32 to 66 Plasticity Index: 13 to 50 % Passing No. 200 Sieve: 13.7 to 45.8 %

SPT N-Value: 3 to 50+ with an avg. of 20 blows per foot, bpf Relative Density: Loose to Very Dense; Soft

STRATUM B

(Disintegrated

Rock)

Below Stratum A to refusal depth of 5.3 ft (only in

PB21-01).

Sampled as:

Silty Sand with Gravel; brown (SM)

SPT N-Value = 50+ blows per foot, bpf Relative Density: Very Dense

It should be noted that prior to our subsurface investigation the island of St. John received a lot of rain over multiple days. This led to ponding water within multiple areas of the pavement borings (PB21-01 to PB21-07). Therefore, the natural moisture content of some of the samples within these borings may be higher than normal.

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Table 3: Subsurface Stratigraphy at Lyne House Road (BH21-01 through BH21-04)

Material Type Test Depth

(ft) Description

Stratum F (Probable Fill)

From Ground Surface to depths of up to 2.0 ft.

Sampled as:

Crushed Stone Clayey Sand; brown (SC) (A-2-4) Clayey Sand with Gravel; brown (SC) (A-2-7)

Moisture Content: 4.2 to 10.2 % Liquid Limit: 26 to 48 Plasticity Index: 10 to 28 % Passing No. 200 Sieve: 29 %

SPT N-Value: 6 to 50+ with an avg. of 41 blows per foot, bpf Relative Density: Loose to Very Dense

STRATUM A

(Coastal)

Below Stratum F to depths of up to

7.0 ft.

Sampled as:

Clayey Sand; light brown (SC) (A-2-7) Clayey Sand with Gravel; light brown, brown, (SC) (A-2-4, A-2- 6) Silty, Clayey Sand with Gravel; brown (SC-SM) (A-1-b) Lean Clay with Sand; bluish gray (CL) (A-6) Silty Gravel with Sand; brown (GM) (A-7-5)

Moisture Content: 3.5 to 23.7 % Liquid Limit: 24 to 47 Plasticity Index: 5 to 21 % Passing No. 200 Sieve: 17.6 to 37 %

SPT N-Value = 11 to 50+ with an avg. of 31 blows per foot, bpf Relative Density: Medium Dense (Compact) to Very Dense; Stiff

STRATUM B

(Disintegrated

Rock)

Below Stratum A to refusal depths of up to 8.1 ft.

Sampled as:

Silty Sand; brown (SM) Silty Sand with Gravel; brown (SM) Silty Gravel; brown and gray (GM)

SPT N-Value: 50+ blows per foot, bpf Relative Density: Very Dense

We performed Standard Proctor compaction and CBR tests on three bulk samples representing Stratum F from Lameshur Road. The samples from the pavement borings PB21-01, PB21-04, and PB21-07 predominantly classified as Silty, Clayey Sand with Gravel (SC-SM), (A-2-4, A-2-4, and A-1-b, respectively). The compaction tests resulted in corrected maximum dry densities of 134, 131.3, and 130.1 pcf at corrected optimum moisture contents of 7.9, 9.1, and 9.7 percent, respectively. We obtained laboratory CBR values of 5.6, 8.1, and 7.2, with 0.1, 0.1, and 0 percent swell after submersion for four days, respectively.

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We performed Standard Proctor compaction and CBR tests on two bulk samples representing Stratum A and Stratum F from Lyne House Road. The samples from soil borings BH21-01 and BH21-04 predominantly classified as Clayey Sand with Gravel (SC) (A-2-6) and Clayey Sand (SC) (A-2-4), trace gravel, respectively. The compaction tests resulted in maximum dry densities of 123.2 and 125.8 pcf at optimum moisture contents of 12.8 and 11.2 percent, respectively. We obtained laboratory CBR values of

6.6 and 8.9, with 0.4 and 0.2 percent swell after submersion for four days, respectively.

5.3 Groundwater

The test boring logs in Appendix A include groundwater observations obtained during our subsurface exploration. These data include depths to groundwater encountered during drilling and upon drilling completion.

The majority of the borings at both project sites were observed to be dry during drilling.

Groundwater was observed in two of the borings (PB21-06 and PB21-07) located at Lameshur Road during drilling at approximately 5.5 ft below the ground surface.

Groundwater was observed in one of the borings (BH21-03) located at Lyne House Road during drilling at approximately 8.0 ft below the ground surface.

We did not obtain long-term water level readings since the test borings were backfilled upon completion for safety.

The groundwater levels on the logs indicate our estimate of the hydrostatic water table at the time of our subsurface exploration. Some of the water levels recorded on the logs may represent zones where groundwater is perched above a low permeability layer. The presence and elevation of perched groundwater may vary significantly with variations in weather conditions. The final design should anticipate the fluctuation of the hydrostatic water table depending on variations in precipitation, surface runoff, stream levels, tidal variations, and similar factors.

6.0 LIMITATIONS

This report has been prepared to aid in the evaluation of this site and to assist in the design and construction of the project. It is intended for use concerning this specific project. We performed a subsurface investigation consisting of soil borings at discrete locations and potentially significant variations in subsurface features may not be observed in the data. Hence the subsurface data observed and recorded at the test boring locations may vary depending on actual site conditions.

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.

September 7, 2021 Schnabel Engineering, LLC

FIGURES

Figure 1: Boring Location Plan – Pavement Borings PB21-01 through PB21-07 Figure 2: Boring Location Plan – Soil Borings BH21-01 and BH21-02 Figure 3: Boring Location Plan – Soil Borings BH21-03 and BH21-04 Figure 4: Subsurface Profile – Pavement Borings PB21-01 through PB21-07 Figure 5: Subsurface Profile – Soil Borings BH21-01 and BH21-02 Figure 6: Subsurface Profile – Soil Borings BH21-03 and BH21-04

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures General Notes for Subsurface Exploration Logs Identification of Soil – ASTM D2487 and AASHTO M145 Boring Logs, Pavement Borings PB21-01 through PB-21-07, and Soil Borings BH21-01 and BH21-04

SUBSURFACE EXPLORATION PROCEDURES

Test Borings – Hollow Stem Augers

The borings are advanced by turning an auger with a center opening of 2¼ or 3¼ inches. A plug device blocks off the center opening while augers are advanced. 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 after removal of the plug. Usually, no water is introduced into the boring using this procedure.

Standard Penetration Test Results

The Standard Penetration Test (SPT) is performed in the borings at regular depth intervals to collect soil samples. The numbers in the Sampling Data column of the boring logs represent 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 Standard Penetration Test is performed according to

ASTM D1586 (AASHTO T206).

Soil Classification Criteria

The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM D2487) and AASHTO Soil Classification System Group Symbols (AASHTO M145) 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

Boring locations were located by Schnabel Engineering as shown on Figures 1 through 3. Boring coordinates were determined using a handheld Garmin GPS 60 unit, and are indicated on the boring logs.

Locations 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 100 blows for 2 inches 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+4 Number of blows in each 6-inch increment

MC Moisture Content (percent) LL Liquid Limit PL Plastic Limit DR Disintegrated Rock PP Pocket Penetrometer %Passing#200 Percent by weight passing a No. 200 Sieve

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 that 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.

PARTIALLY WEATHERED

ROCK (PWR)

Residual materials with a standard penetration resistance (SPT) between 100 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.

IV. AASHTO SOIL CLASSIFICATION (AASHTO M145)

General Classification Granular Materials

(35% or less passing the 0.075 mm sieve)

Silt-Clay Materials (More than 35% passing the 0.075 mm sieve)

Group Classification

A-1

A-3

A-2

A-4 A-5 A-6

A-7

A-1-a A-1-b A-2-4 A-2-5 A-2-6 A-2-7 A-7-5 A-7-6

Sieve Analysis, % passing:

2.00 mm (No. 10) ≤ 50 ─ ─ ─ ─ ─ ─ ─ ─ ─ ─

0.425 (No. 40) ≤ 30 ≤ 50 ≥ 51 ─ ─ ─ ─ ─ ─ ─ ─

0.075 (No. 200) ≤ 15 ≤ 25 ≤ 10 ≤ 35 ≤ 35 ≤ 35 ≤ 35 ≥ 36 ≥ 36 ≥ 36 ≥ 36

Characteristics of fraction passing 0.425 mm (No. 40):

Liquid Limit ─ ─ ≤ 40 ≥ 41 ≤ 40 ≥ 41 ≤ 40 ≥ 41 ≤ 40 ≥ 41

Plasticity Index 6 max N.P. ≤ 10 ≤ 10 ≥ 11 ≥ 11 ≤ 10 ≤ 10 ≥ 11 ≥ 11

Usual types of significant constituent materials stone fragments, gravel and sand fine sand silty or clayey gravel and sand silty soils clayey soils

General rating as a subgrade excellent to good fair to poor

Plasticity index of A-7-5 subgroup is equal to or less than the LL - 30. Plasticity index of A-7-6 subgroup is greater than LL – 30.

NP = Non-Plastic (use “0”). Symbol “─” means that the particular sieve analysis is not considered for that classification.

F

A

B

FILL

SM

DR

2.0

0.0

-0.3

3.0

5.0

5.3

LL = 22

PL = 17

MC = 4.1%

% Passing #200 = 27.1

S-01, SPT

16+17+23+31

REC=21", 88%

S-02, SPT

38+34+16+17

REC=12", 50%

S-03, SPT

24+22+50/4"

REC=12", 75%

PROBABLE FILL, sampled as silty, clayey sand with gravel, fine to medium grained sand; moist, brown, dense to very dense, (A-2-4)

SILTY SAND WITH GRAVEL, fine to medium grained sand; moist, brown, very dense, probable COASTAL material, (A-2-4)

DISINTEGRATED ROCK, sampled as silty sand with gravel, fine to medium grained sand; dry, brown, very dense

Bulk Sample Obtained from 0.0 to 3.0 ft.

Bottom of Boring at 5.3 ft.

Boring terminated at auger refusal.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

Dry

Dry

Dry

5.3'

5.3'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 835131.287 ft East: 1250655.219 ft By: Handheld GPS

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

Ground Surface Elevation: 5.0 (ft) Total Depth: 5.3 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-01Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3 /2

SC

SM

5.5

3.5

4.0

6.0

LL = 66

PL = 16

MC = 5.3%

% Passing #200 = 13.7

S-01, SPT

3+4+4+6

REC=17", 71%

S-02, SPT

7+6+5+5

REC=16", 67%

S-03, SPT

8+7+6+9

REC=18", 75%

CLAYEY SAND, fine to medium grained sand; dry, dark brown, trace gravel, loose to compact, probable COASTAL material, (A-2-7)

SILTY SAND WITH GRAVEL, fine to medium grained sand; dry, brown, compact, (A-2-4)

Bottom of Boring at 6.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

Dry

Dry

Dry

6.0'

6.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 835193.094 ft East: 1250236.004 ft By: Handheld GPS

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

Ground Surface Elevation: 9.5 (ft) Total Depth: 6.0 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-02Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

FILL

SC

6.0

3.0

3.0

6.0

LL = 47

PL = 31

MC = 13.1%

% Passing #200 = 54.1 PP = 4.50 tsf

PP = 4.50 tsf

S-01, SPT

7+7+7+13

REC=22", 92%

S-02, SPT

26+14+17+13

REC=4", 17%

S-03, SPT

20+29+26+15

REC=5", 21%

PROBABLE FILL, sampled as sandy silt with gravel, fine to medium grained sand;

moist, brown, stiff to very stiff, (A-7-5)

CLAYEY SAND WITH GRAVEL, fine to medium grained sand; moist, brown, very dense, probable COASTAL material, (A-2-4)

Bottom of Boring at 6.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

Dry

Dry

Dry

6.0'

6.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 835489.382 ft East: 1249881.884 ft By: Handheld GPS

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

Ground Surface Elevation: 9.0 (ft) Total Depth: 6.0 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-03Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

FILL

SC

SC

5.0

3.0

1.0

2.0

4.0

6.0

LL = 24

PL = 20

MC = 7.4%

% Passing #200 = 19.4

S-01, SPT

25+32+22+10

REC=19", 79%

S-02, SPT

9+14+14+12

REC=17", 71%

S-03, SPT

9+10+18+17

REC=16", 67%

PROBABLE FILL, sampled as silty, clayey sand with gravel, fine to medium grained sand; moist, light brown, very dense, (A-1-b)

CLAYEY SAND, fine to medium grained sand; moist, brown, trace gravel, dense, probable COASTAL material, (A-2-4)

CLAYEY SAND WITH GRAVEL, fine to medium grained sand; moist, brown, dense, (A-2-4)

Bulk Sample Obtained from 0.0 to 2.0 ft.

Bottom of Boring at 6.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

Dry

Dry

Dry

6.0'

6.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 835833.135 ft East: 1249555.072 ft By: Handheld GPS

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

Ground Surface Elevation: 7.0 (ft) Total Depth: 6.0 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-04Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

FILL

SC

7.0

3.0

2.0

6.0

LL = 20

PL = 18

MC = 3.3%

% Passing #200 = 20.9

MC = 4.2%

PP = 4.50 tsf

S-01, SPT

8+22+28+21

REC=22", 92%

S-02, SPT

16+11+9+12

REC=16", 67%

S-03, SPT

11+8+9+5

REC=8", 33%

PROBABLE FILL, sampled as silty sand with gravel, fine to medium grained sand;

dry, light brown, very dense, (A-1-b)

CLAYEY SAND, fine to medium grained sand; dry, brown, trace gravel, compact, probable COASTAL material, (A-2-4)

Bottom of Boring at 6.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

Dry

Dry

Dry

6.0'

6.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 836018.436 ft East: 1249176.33 ft By: Handheld GPS

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

Ground Surface Elevation: 9.0 (ft) Total Depth: 6.0 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-05Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

FILL

SC

CL

1.5

-0.5

-2.5

2.0

4.0

6.0

LL = 28

PL = 19

MC = 6.9%

% Passing #200 = 25.0

LL = 32

PL = 17

MC = 16.5%

% Passing #200 = 45.8 PP = 0.50 tsf

MC = 27.7%

PP = 0.25 tsf

S-01, SPT

4+4+3+11

REC=13", 54%

S-02, SPT

8+4+3+2

REC=20", 83%

S-03, SPT

2+2+1+1

REC=8", 33%

PROBABLE FILL, sampled as clayey gravel with sand, fine to medium grained sand; moist, brown, loose, (A-2-4)

CLAYEY SAND, fine to medium grained sand; moist, brownish gray, trace gravel, loose, probable COASTAL material, (A-6)

SANDY LEAN CLAY; brownish gray, trace gravel, soft, (A-6)

Change: wet

Bottom of Boring at 6.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

5.5'

6.0'

6.0'

6.0'

6.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 835860.474 ft East: 1248827.153 ft By: Handheld GPS

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

Ground Surface Elevation: 3.5 (ft) Total Depth: 6.0 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-06Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

FILL

SC

1.0

-3.5

1.5

6.0

LL = 23

PL = 18

MC = 8.9%

% Passing #200 = 35.1

LL = 36

PL = 23

MC = 22.0%

% Passing #200 = 33.8

MC = 7.5%

S-01, SPT

7+35+27+5

REC=14", 58%

S-02, SPT

6+4+2+2

REC=10", 42%

S-03, SPT

6+14+9+50

REC=16", 67%

PROBABLE FILL, sampled as silty, clayey sand with gravel, fine to medium grained sand; light brown, very dense, (A-2-4)

CLAYEY SAND, fine to medium grained sand; moist, brown, trace gravel, loose to compact, probable COASTAL material, (A-2-6)

Change: dark gray

Change: brown

Change: wet

Bulk Sample Obtained from 0.0 to 1.5 ft.

Bottom of Boring at 6.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

5.5'

6.0'

6.0'

6.0'

6.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 835733.043 ft East: 1248597.348 ft By: Handheld GPS

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

Ground Surface Elevation: 2.5 (ft) Total Depth: 6.0 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

PB21-07Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

B

SC

DR

9.3

8.3

4.7

1.0

2.0

5.6

LL = 27

PL = 19

MC = 3.8%

% Passing #200 = 35.2

S-01, SPT

37+24+17+16

REC=21", 88%

S-02, SPT

50/5"

REC=4", 80%

S-03, SPT

50/5"

REC=4", 80%

S-04, SPT

50/4"

REC=4", 100%

S-05, SPT

50/4"

REC=3", 75%

S-06, SPT

50/1"

REC=1", 100%

Crushed stone; dense, (12-inches)

CLAYEY SAND WITH GRAVEL, fine to medium grained sand; dry, brown, compact, probable COASTAL material, (A-2-6)

DISINTEGRATED ROCK, sampled as silty sand, fine to medium grained sand;

dry, brown, trace gravel, very dense

Bulk Sample Obtained from 0.0 to 2.0 ft.

Bottom of Boring at 5.6 ft.

Boring terminated at auger refusal.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

8/2

8/2

8/2

Dry

Dry

Dry

5.5'

5.5'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 8/2/21 Finished: 8/2/21

North: 843359.915 ft East: 1226947.594 ft By: Handheld GPS

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

Ground Surface Elevation: 10.3 (ft) Total Depth: 5.6 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

BH21-01Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

B

SC-SM

DR

11.0

10.5

4.4

0.5

1.0

7.1

LL = 24

PL = 19

MC = 3.5%

% Passing #200 = 17.6

S-01, SPT

16+32+44+50/4"

REC=22", 100%

S-02, SPT

50/5"

REC=4", 80%

S-03, SPT

30+50/4"

REC=7", 70%

S-04, SPT

50/4"

REC=3", 75%

S-05, SPT

50/3"

REC=3", 100%

S-06, SPT

50/4"

REC=3", 75%

S-07, SPT

50/1"

REC=1", 100%

Crushed stone; very dense, (6-inches)

SILTY, CLAYEY SAND WITH GRAVEL,

fine to medium grained sand; dry, brown, very dense, probable COASTAL material, (A-1-b)

DISINTEGRATED ROCK, sampled as silty sand with gravel, fine to medium grained sand; dry, brown, very dense

Bottom of Boring at 7.1 ft.

Boring terminated at auger refusal.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

8/2

8/2

8/2

Dry

Dry

Dry

5.0'

5.0'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 8/2/21 Finished: 8/2/21

North: 843344.158 ft East: 1226850.98 ft By: Handheld GPS

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

Ground Surface Elevation: 11.5 (ft) Total Depth: 7.1 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

BH21-02Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

B

FILL

SC

CL

GM

DR

6.0

4.0

3.5

1.0

-0.1

2.0

4.0

4.5

7.0

8.1

LL = 48

PL = 20

MC = 10.2%

% Passing #200 = 29.0

LL = 42

PL = 21

MC = 14.6%

% Passing #200 = 28.4 PP = 2.00 tsf

PP = 2.00 tsf

LL = 47

PL = 28

MC = 23.7%

% Passing #200 = 37.0

S-01, SPT

2+2+4+3

REC=8", 33%

S-02, SPT

5+3+8+15

REC=22", 92%

S-03, SPT

5+6+6+5

REC=22", 92%

S-04, SPT

5+50/5"

REC=8", 73%

S-05, SPT

50/1"

REC=1", 100%

PROBABLE FILL, sampled as clayey sand with gravel, fine to medium grained sand; moist, brown, loose, (A-2-7)

CLAYEY SAND, fine to medium grained sand; moist, light brown, trace gravel, compact, probable COASTAL material, (A-2-7)

LEAN CLAY WITH SAND; moist, bluish gray, stiff, (A-6)

SILTY GRAVEL WITH SAND; moist, brown, compact to very dense, (A-7-6)

DISINTEGRATED ROCK, sampled as silty gravel; wet, brown and gray, very dense

Bottom of Boring at 8.1 ft.

Boring terminated at auger refusal.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/31

7/31

7/31

8.0'

8.0'

7.8'

8.0'

7.8'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/31/21 Finished: 7/31/21

North: 842494.114 ft East: 1225161.389 ft By: Handheld GPS

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

Ground Surface Elevation: 8.0 (ft) Total Depth: 8.1 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

BH21-03Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

B

FILL

SC

DR

6.5

6.0

2.9

2.0

2.5

5.6

LL = 26

PL = 16

MC = 4.2%

% Passing #200 = 29.0

PP = 4.50 tsf

S-01, SPT

2+9+33+33

REC=24", 100%

S-02, SPT

32+50/5"

REC=4", 36%

S-03, SPT

50/3"

REC=3", 100%

S-04, SPT

50/1"

REC=1", 100%

PROBABLE FILL, sampled as clayey sand, fine to medium grained sand;

moist, brown, trace gravel, dense, (A-2-4)

CLAYEY SAND WITH GRAVEL, fine to medium grained sand; moist, light brown, very dense, probable COASTAL material, (A-2-4)

DISINTEGRATED ROCK, sampled as silty gravel; moist, brown and gray, very dense

Bulk Sample Obtained from 0.5 to 2.0 ft.

Bottom of Boring at 5.6 ft.

Boring terminated at auger refusal.

Boring backfilled with cuttings upon completion.

Encountered

Completion

After Drilling

7/30

7/30

7/30

Dry

Dry

Dry

5.5'

5.5'

Schnabel Representative: K. Morgan

Equipment: CME-55 (Trailer)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: S. Perez

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/30/21 Finished: 7/30/21

North: 842493.338 ft East: 1225115.272 ft By: Handheld GPS

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

Ground Surface Elevation: 8.5 (ft) Total Depth: 5.6 ft

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

SYMBOL

Contract Number: 21C12019.00 Sheet: 1 of 1

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

BH21-04Boring Number:

DEPTH

(ft)

T E

S T

B O

R

IN

G L

O G

S T

. J O

H N

E F

L

LO

G S

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/3

APPENDIX B

SOIL LABORATORY TEST DATA

Summary of Laboratory Tests Gradation Curves Atterberg Limits Moisture-Density Relations (Standard Proctor Curves) California Bearing Ratio (CBR)

PB21-01

0.0 - 3.0

5.0 - 2.0 Bulk

SILTY, CLAYEY SAND WITH GRAVEL

(SC-SM), brown, (A-2-4) F 4.1 22 17 5 29.5 43.4 27.1 132.6 8.2 5.6

PB21-02

0.0 - 2.0

9.5 - 7.5

SPT

CLAYEY SAND (SC), trace gravel, dark brown, (A-2-7) A 5.3 66 16 50 12.7 73.6 13.7 -- -- --

PB21-03

0.0 - 2.0

9.0 - 7.0

SPT

SANDY SILT WITH GRAVEL (ML), brown, (A-7-5) F 13.1 47 31 16 15.2 30.7 54.1 -- -- --

PB21-04

0.0 - 2.0

7.0 - 5.0 Bulk

SILTY, CLAYEY SAND WITH GRAVEL

(SC-SM), light brown, (A-1-b) F 7.4 24 20 4 30.8 49.8 19.4 131.3 9.1 8.1

PB21-05

0.0 - 2.0

9.0 - 7.0

SPT

SILTY SAND WITH GRAVEL (SM), light brown, (A-1-b) F 3.3 20 18 2 28.3 50.8 20.9 -- -- --

PB21-05

2.0 - 4.0

7.0 - 5.0

SPT

CLAYEY SAND (SC), trace gravel, brown,(A-2-4) (visual) A 4.2 -- -- -- -- -- -- -- -- --

PB21-06

0.0 - 2.0

3.5 - 1.5

SPT

CLAYEY GRAVEL WITH SAND (GC), brown, (A-2-4) F 6.9 28 19 9 38.9 36.1 25.0 -- -- --

Sample Type

Sheet 1 of 3

Boring No.

Description of Soil Specimen

Project Number: 21C12019.00

Notes:

Project:

Sample Depth ft

Elevation ft

Summary Of Laboratory Tests Appendix

D

YN

AM

IC

L

AB

S U

M M

AR

Y

S T.

J O

H N

E

FL

L O

G S.

G

PJ

T

ES

T

TE

M

PL

AT

E.

G D

T

/2 /2

P la st ic it y

In d ex

P er ce n t F in es

P er ce n t S an d

P er ce n t G ra ve l

S tr at u m

P la st ic

L im it

C B

R V al u e

U nc or re ct ed

O p ti m u m

M o is tu re C o n te n t

L iq u id

L im it

N at u ra l M o is tu re

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with ASTM D2487 (AASHTO M 145) (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 (AASHTO T 265), Atterberg D4318 (AASHTO T 89 and T 90), Gradation D6913 (AASHTO T 88), Moisture-Density Relationship D698 (AASHTO T 99), California Bearing Ratio

D1883 (AASHTO T 193).

U nc or re ct ed

M ax im um D ry en si ty

(p cf

NP VIIS 100(3), 102(1), Etc. Subsurface Exploration in Virgin Islands National Park St. John, U.S. Virgin Islands

PB21-06

2.0 - 4.0

1.5 - -0.5

SPT

CLAYEY SAND (SC), trace gravel, brownish gray, (A-6) A 16.5 32 17 15 6.9 47.3 45.8 -- -- --

PB21-06

4.0 - 6.0

-0.5 - -2.5

SPT

SANDY LEAN CLAY (CL), trace gravel, brownish gray, (A-6) (visual) A 27.7 -- -- -- -- -- -- -- -- --

PB21-07

0.0 - 1.5

2.5 - 1.0 Bulk

SILTY, CLAYEY SAND WITH GRAVEL

(SC-SM), light brown, (A-2-4) F 8.9 23 18 5 17.9 47.0 35.1 127.4 10.4 7.2

PB21-07

2.0 - 4.0

0.5 - -1.5

SPT

CLAYEY SAND (SC), trace gravel, brown, (A-2-6) A 22.0 36 23 13 11.3 54.9 33.8 -- -- --

PB21-07

4.0 - 6.0

-1.5 - -3.5

SPT

CLAYEY SAND (SC), trace gravel, brown, (A-2-6) (visual) A 7.5 -- -- -- -- -- -- -- -- --