Appendix_H-Geotechnical Report.pdf

GEOTECHNICAL DATA REPORT

PR ST ER PRMNT RPR (1)

Geotechnical Subsurface Exploration Services Canóvanas & Mayaguez, Puerto Rico

Schnabel Reference No. 22190124.000 December 22, 2022

December 22, 2022

Mr. Robert A. Morris WSP USA, Inc.

13530 Dulles Technology Drive Suite 300 Herndon, Virginia 20171

Subject: Geotechnical Data Report

PR ST ER PRMNT RPR (1)

Geotechnical Subsurface Exploration Services

Canóvanas & Mayaguez, Puerto Rico Schnabel Reference No.: 22190124.000

Dear Mr. Morris:

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 September 7, 2022.

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, PE Principal

KRM:RHW

WSP USA, Inc

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page ii Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved

GEOTECHNICAL DATA REPORT

PR ST ER PRMNT RPR (1)

GEOTECHNICAL SUBSURFACE EXPLORATION SERVICES

CANÓVANAS & MAYAGUEZ, PUERTO RICO

TABLE OF CONTENTS

1.0 SCOPE OF SERVICES

2.0 DESCRIPTION OF SITE

3.0 SUBSURFACE EXPLORATION

3.1 Test Borings

4.0 LABORATORY TESTING

4.1 Index Testing

4.2 Unconfined Compressive Strength Testing of Rock

5.0 SUBSURFACE CONDITIONS

5.1 Generalized Geology

5.2 Generalized Subsurface Stratigraphy

5.3 Groundwater

6.0 LIMITATIONS

LIST OF TABLES

Table 3.1: Test Boring Coordinates, Elevations, and Exploration Depths Table 5.2.1: Subsurface Stratigraphy at Bridge 606 Table 5.2.2: Subsurface Stratigraphy at Bridge 653 Table 5.2.3: Subsurface Stratigraphy at Bridge 769

LIST OF FIGURES

Figure 1: Site Vicinity Map – Bridge No. 606 Figure 2: Site Vicinity Map – Bridge No. 653 Figure 3: Site Vicinity Map – Bridge No. 769 Figure 4: Boring Location Plan – Bridge No. 606 Figure 5: Boring Location Plan – Bridge No. 653 Figure 6: Boring Location Plan – Bridge No. 769 Figure 7: Subsurface Profile – Bridge No. 606 Figure 8: Subsurface Profile – Bridge No. 653 Figure 9: Subsurface Profile – Bridge No. 769

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page iii Schnabel Engineering, LLC

APPENDICES

Appendix A: Subsurface Exploration Data Appendix B: Laboratory Test Data Appendix C: Photo Log Appendix D: USGS Geologic Map of Puerto Rico

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page 1 Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved

1.0 SCOPE OF SERVICES

Our Work Authorization dated October 5, 2022, 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 Puerto Rico.

2.0 DESCRIPTION OF SITE

There are three project sites in Puerto Rico in which are being investigated. Two of the sites (Bridge No.

606 and Bridge No. 653) are located south of Canóvanas and the third site (Bridge No. 769) is located to the east of Mayaguez. All the bridges are currently one lane wide and located with urban areas in which are regularly traveled. The test borings were performed on either side of the existing bridges at the approximate locations shown on the boring location plans included as Figures 4, 5, and 6. This report presents the results of our field investigation, test boring logs, soil profiles, laboratory testing results, and site maps.

3.0 SUBSURFACE EXPLORATION

Schnabel 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 and rock coring. Exploration methods used are discussed below. The appendices to this report contain the results of our exploration.

3.1 Test Borings

Schnabel’s subcontractor, Jaca & Sierra of Trujillo Alto from Puerto Rico, drilled six test borings (two at each of the bridge locations) under our observation between October 19 and November 16, 2022. The Standard Penetration Test (SPT) was performed at selected depths in the borings. The borings were drilled to termination depths of up to 65.0 ft from the ground surface, or refusal. Rock coring was conducted within each of the borings after approval from the COR.

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

Table 3.1: Test Boring Coordinates, Elevations, and Exploration Depths

Boring ID Northing Easting Ground Surface

Elevation (ft)

Soil Boring

Depth (ft)

Rock Coring Depth (ft)

Bridge 606

BH22-01

848109.812 845384.220 59.7 0.0 – 49.0 49.0 – 65.0

Bridge 606

BH22-02

848190.912 845789.666 70.5 0.0 – 13.0 13.0 – 31.0

Bridge 653

BH22-01

839829.344 845069.044 151.9

0.0 – 12.0

21.0 – 47.0

12.0 – 21.0

47.0 – 52.0

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

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Boring ID Northing Easting Ground Surface

Elevation (ft)

Soil Boring

Depth (ft)

Rock Coring Depth (ft)

Bridge 653

BH22-02

845259.938 839775.441 152.4 0.0 – 29.0 29.0 – 45.0

Bridge 769

BH22-01

798759.912 436447.685 601.7 0.0 – 33.1 33.1 – 43.1

Bridge 769

BH22-02

798763.136 436565.680 601.8 0.0 – 29.0 29.0 – 44.0

Note: Boring coordinates above are as drilled locations and may have been offset from the coordinate provided prior to drilling due to conflicts in the field. Borings were located in the field with a handheld Garmin GPS 60 unit.

Elevations were obtained from the topographic map provided by EFL.

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 report of the site-specific CME-55 is 0.87. The hammer energy efficiency measurements were performed in 2022. 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.

Relative density values provided on the logs are based off uncorrected N-values. The following should be used to determine corrected values (N60); hammer energy efficiency of 0.87 and the following rod correction factors; 0.75 (lengths shorter than 13 ft), 0.85 (lengths between 13 and 20 ft), 0.95 (lengths between 20 to 33 ft), and 1.0 (lengths greater than 33 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 sealed jars which are labeled with the boring location, boring number, depth, date, and blow counts; sealed; and brought back to Jaca & Sierra’s soil laboratory.

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page 3 Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved

Rock coring was conducted to evaluate the rock properties and quality, as well as obtain rock core specimens for further testing in the laboratory within each of the six borings drilled. Rock coring depths were determined be the COR representative and confirmed prior to drilling while in the field.

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 4, 5, and 6, included at the end of this report, indicate the approximate test boring locations. Soil samples will be retained for 60 days after the issuance of the final report date at the Jaca & Sierra laboratory in Puerto Rico, or until coordinated pickup of the samples by EFL can be arranged, per contract requirements.

4.0 LABORATORY TESTING

Schnabel’s subcontractor’s laboratory, Jaca & Sierra in Trujillo Alto, Puerto Rico, 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

Schnabel’s subcontractor, Jaca & Sierra, 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 the jarred split spoon samples.

4.2 Unconfined Compressive Strength Testing of Rock

Unconfined compressive strength (UCS) test per ASTM D7012 / AASHTO T229 on selected rock specimens representing Stratum C (Bedrock) to provide information regarding the strength of the rock encountered on site. The test results are shown within the laboratory results in Appendix B and are summarized in Section 5.0.

5.0 SUBSURFACE CONDITIONS

5.1 Generalized Geology

As part of the subsurface exploration study, Schnabel conducted a review of available geologic data, the test borings performed at the project site, and information within existing 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 soils at Bridge 606 consist of natural Quaternary Deposits consisting of alluvial surficial deposits (map symbol - Qa). As Bridge 653 is near Bridge 606, the upper surface to also consists of alluvial soils in which are underline by Eocene, Paleocene, and Cretaceous

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page 4 Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved rocks consisting of volcanic and sedimentary rocks (map symbol - TKv). Bridge 769 also lies within the Eocene, Paleocene, and Cretaceous rocks geography of Puerto Rico.

The geological map of Puerto Rico is provided as Appendix D.

Qa: Quaternary Deposits: Alluvium

TKv: Miocene and Oligocene Deposits: Volcanic and Sedimentary Rocks

TKv: Miocene and Oligocene Deposits: Volcanic and Sedimentary Rocks

Reference: “Geologic Map of Puerto Rico”, U.S. Geological Survey.

Geological Stratigraphy Classification at Bridges 606, 653, and 769

5.2 Generalized Subsurface Stratigraphy

Schnabel 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.

Approximate Location of Bridge 606

Approximate Location of Bridge 653

Approximate Location of Bridge 769

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page 5 Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved

Table 5.2.1: Subsurface Stratigraphy at Bridge 606

Material Type Test Depth

(ft) Description

STRATUM A

(Alluvial)

From Ground

Surface to depths of up to 28.5 ft.

Sandy Lean Clay; brown (CL) (A-6) Lean Clay with Sand; brown (CL) (A-6) Poorly Graded Gravel with Clay and Sand; brown (GP-GC) (A-2-6) Clayey Gravel with Sand; brown (GC) (A-2-6) Silty Sand; brown (SM) (A-2-4) Sandy Silt; grayish brown and orangish brown (ML) (A-4) Silty Gravel with Sand; grayish brown (GM) (A-1-b)

Moisture Content: 19 to 29 % Liquid Limit: Non-plastic to 36 Plasticity Index: Non-plastic to 16 % Passing No. 200 Sieve: 10.7 to 58.9 %

SPT N-Value: 6 to 50+ bpf Relative Density: Fine Grained, Medium Stiff to Very Stiff Coarse Grained, Loose to Very Dense

STRATUM B

(Partially

Weathered Rock)

Below Stratum A to depths of up to 49.0 ft.

Clayey Sand; brown (SC) (A-4) Silty Gravel with Sand; grayish brown (GM) (A-1-b)

Moisture Content: 16 to 30 % Liquid Limit: Non-plastic to 28 Plasticity Index: Non-plastic to 10 % Passing No. 200 Sieve: 18.9 to 49.1 %

SPT N-Value: 50+ bpf Relative Density: Very Dense

STRATUM C

(Volcaniclastic

Rock)

Below Stratum B to termination depths of up to 65.0 ft.

Volcaniclastic Rock Slightly Weathered, intensely to slightly fractured Compressive strength of 369 to 7,295 psi RQD: 39% to 95%, Poor to Excellent

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

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Table 5.2.2: Subsurface Stratigraphy at Bridge 653

Material Type Test Depth

(ft) Description

STRATUM F

(Probable Fill)

From Ground

Surface to depths of up to 23.0 ft.

Sandy Silt; grayish brown and orangish brown (ML) (A-4) Lean Clay; grayish brown (CL) (A-7-6) Poorly Graded Gravel; bluish gray (GP) Poorly Graded Gravel with Clay and Sand (Boulder Fill); gray and orangish brown (GP-GC) (A-2-4) Clayey Sand with Gravel; grayish brown (SC) (A-2-6)

Moisture Content: 18 to 32 % Liquid Limit: 28 to 45 Plasticity Index: 7 to 20 % Passing No. 200 Sieve: 7.0 to 86.0 %

SPT N-Value: 4 to 50+ bpf Relative Density: Fine Grained, Soft to Very Stiff

Coarse Grained, Dense to Very Dense

STRATUM A

(Alluvial)

Below Stratum F to depths of up to 28.5 ft.

Sandy Silt; grayish brown and orangish brown (ML) (A-4) Clayey Sand with Gravel; brown and orangish brown (SC) (A-2-6)

Moisture Content: 29 % Liquid Limit: Non-Plastic Plasticity Index: Non-Plastic % Passing No. 200 Sieve: 63.4 %

SPT N-Value: 26 to 50+ bpf Relative Density: Fine Grained, Very Stiff Coarse Grained, Very Dense

STRATUM B

(Partially

Weathered Rock)

Below Stratum F or A to depths of up to 47.0 ft.

Sandy Lean Clay; brown (CL) (A-4) Clayey Sand; brown (SC) (A-2-6) Silt; light brown (ML) (A-4) Poorly Graded Gravel with Clay and Sand; brown (GP-GC) (A-2-4)

Moisture Content: 23 % Liquid Limit: 33 Plasticity Index: 10 % Passing No. 200 Sieve: 58.5 %

SPT N-Value: 50+ bpf Relative Density: Fine Grained, Very Hard Coarse Grained, Very Dense

STRATUM C

(Volcaniclastic

Rock)

Below Stratum B to termination depths of up to 52.0 ft.

Volcaniclastic Rock

Slightly Weathered, highly to moderately fractured Compressive strength of 1,543 to 3,231 psi RQD: 69% to 91%, Fair to Excellent

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page 7 Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved

Table 5.2.3: Subsurface Stratigraphy at Bridge 769

Material Type Test Depth

(ft) Description

STRATUM F

(Probable Fill)

From Ground

Surface to depths of up to 3.5 ft.

Sandy Elastic Silt; reddish brown (MH) (A-7-5)

No Lab Testing Conducted

SPT N-Value: 5 to 9 bpf Relative Density: Fine Grained, Medium Stiff to Stiff

STRATUM A

(Alluvial)

Below Stratum F to depths of up to 33.5 ft.

Sandy Elastic Silt; reddish brown (MH) (A-7-5) Elastic Silt with Sand; reddish brown (MH) (A-7-5) Gravelly Silt with Sand; reddish brown (ML) (A-4) Silty Sand; brown, dark reddish brown (SM) (A-2-4) Clayey Sand with Gravel; brown, dark reddish gray and light gray (SC) (A-2-4) Silt; brown, reddish brown (ML) (A-7-5)

Moisture Content: 3 to 38 % Liquid Limit: 32 to 55 Plasticity Index: 7 to 22 % Passing No. 200 Sieve: 13.8 to 90.9 %

SPT N-Value: 3 to 50+ bpf Relative Density: Fine Grained, Soft to Hard Coarse Grained, Loose to Very Dense

STRATUM C

(Volcaniclastic

Rock)

Below Stratum A to termination depths of up to 44.0 ft.

Volcaniclastic Rock

Slightly Weathered, intensely to highly fractured Compressive strength of 1,538 to 2,297 psi RQD: 0% to 58%, Very Poor to Fair

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.

At Bridge 606, groundwater was observed in both borings, BH22-01 and BH22-02, at a depth of 9.0 ft and

13.5 ft below the ground surface during drilling, respectively.

At Bridge 653, groundwater was not encountered within either of the borings, BH22-01 and BH22-02.

At Bridge 769, groundwater was observed in both borings, BH22-01 and BH22-02, at a depth of 9.0 ft and

7.5 ft below the ground surface during drilling, respectively.

Geotechnical Subsurface Exploration Services, Canóvanas & Mayaguez, Puerto Rico

December 22, 2022 Page 8 Schnabel Engineering, LLC Project 22190124.000 ©2022 All Rights Reserved

Long-term water level readings were not obtained 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.

December 22, 2022 Schnabel Engineering, LLC

FIGURES

Figure 1: Site Vicinity Map – Bridge No. 606 Figure 2: Site Vicinity Map – Bridge No. 653 Figure 3: Site Vicinity Map – Bridge No. 769 Figure 4: Boring Location Plan – Bridge No. 606 Figure 5: Boring Location Plan – Bridge No. 653 Figure 6: Boring Location Plan – Bridge No. 769 Figure 7: Subsurface Profile – Bridge No. 606 Figure 8: Subsurface Profile – Bridge No. 653 Figure 9: Subsurface Profile – Bridge No. 769

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Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community Esri, HERE, Garmin, (c) OpenStreetMap contributors Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community Projection: WGS 1984 Web Mercator Auxiliary Sphere

© Schnabel Engineering, 2022. All Rights Reserved.

PR ST ER PRMNT RPR (1)

CANÓVANAS & MAYAGUEZ, PUERTO RICO

BRIDGE NO. 606

PROJECT NO. 22190124.000

/3 1/

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Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community Esri, HERE, Garmin, (c) OpenStreetMap contributors Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community Projection: WGS 1984 Web Mercator Auxiliary Sphere

© Schnabel Engineering, 2022. All Rights Reserved.

PR ST ER PRMNT RPR (1)

CANÓVANAS & MAYAGUEZ, PUERTO RICO

BRIDGE NO. 653

/3 1/

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Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community Esri, HERE, Garmin, (c) OpenStreetMap contributors Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community Projection: WGS 1984 Web Mercator Auxiliary Sphere

© Schnabel Engineering, 2022. All Rights Reserved.

PR ST ER PRMNT RPR (1)

CANÓVANAS & MAYAGUEZ, PUERTO RICO

BRIDGE NO. 769

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PR ST ER PRMNT RPR (1)

DEC. 2022

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PR ST ER PRMNT RPR (1)

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"X

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C B C

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OM

0 6

0 +

.8

.5

SPEED LIM

IT 25

RBAR769

W

CAP

NAIL

M A G

5' C

HAIN

LIN

K

W

W

BARB

WW

W

PK76

M E T

A L

C

H A

IN

L

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K

A B

A N

D O

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PROJECT NUMBER: FIGURE:

22190124.000 6

FEET

0 30 60

PUERTO RICO

CONÓVANAS & MAYAGUEZ

PR ST ER PRMNT RPR (1)

DEC. 2022

DATE

BRIDGE 769

N kmorgan Line kmorgan Typewritten Text C kmorgan

C' kmorgan Text Box

ENCOUNTERED GROUNDWATER LEVEL

kmorgan

COMPLETION GROUNDWATER LEVEL

kmorgan

ENCOUNTERED GROUNDWATER LEVEL

kmorgan

COMPLETION GROUNDWATER LEVEL

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures General Notes for Subsurface Exploration Logs Identification of Soil – ASTM D2487 and AASHTO M145 Density of Coarse-Grained and Fine-Grained Criteria Descriptive Criteria for Rock Core Logging Descriptive Terms of Rock Quality Supplemental Rock Descriptive Terms Boring Logs, Bridge 606, BH22-01 and BH22-02 Boring Logs, Bridge 653, BH22-01 and BH22-02 Boring Logs, Bridge 769, BH22-01 and BH22-02 Rock Core Photos, Bridge 606, BH22-01 and BH22-02 Rock Core Photos, Bridge 653, BH22-01 and BH22-02 Rock Core Photos, Bridge 769, BH22-01 and BH22-02

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).

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. However, we correct SPT N-values for the higher energy when using N-values in our analyses.

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.

Partially weathered rock (PWR) is defined as residual material with SPT N-values between 100 blows per foot and refusal. Refusal is defined as an N-value of 50 blows for a penetration of one inch or less.

Pocket Penetrometer Results

The values following “PP=” in the sampling data column of the logs represent pocket penetrometer readings. Pocket penetrometer readings provide an estimate of the unconfined compressive strength of fine-grained soils.

Rock Core Drilling

The drillers core drilled rock using special core bits set with carbide steel or diamond, depending upon the rock texture. The bit was fitted onto a double-tube, swivel-type core barrel in which an exterior tube and bit rotate, and an interior barrel remains stationary to receive the rock core. Drillers circulated water between the barrels and across the bit face to provide cooling and to flush away cuttings. The size of bits is indicated on individual boring logs.

The length of rock core recovered expressed as a percentage of the total length cored is shown on the logs. Rock Quality Designation (RQD) is also given for rock core drilled with NX-size core drilling equipment. RQD is defined as the total length of NX-size rock fragments recovered that are greater than 4 inches in length, discounting drilling breaks, expressed as a percentage of the total length cored. RQD is preferred to core recovery as a measure of engineering characteristics of rock.

Boring Locations and Elevations

Boring locations were located by Schnabel Engineering as shown on Figures 4, 5, and 6. Boring coordinates were provided by EFL and determined using a handheld Garmin GPS 60 unit and are indicated on the boring logs. Borings were offset from provided coordinates based on obstructions encountered in the field and new coordinates are provided within the report and logs. Elevations were determined using topographic maps provided to us by EFL. 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 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

Run #1, CORE Core No., Rock Core Run = 5.0 ft Run length in feet REC = 60", 100% Recovery in inches, Percent Recovery RQD = 60", 100% RQD in inches, Percent RQD

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

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.

V. DENSITY OF COARSE-GRAINED SOILS AND CONSISTENCY OF FINE-GRAINED SOILS

Coarse-Grained Soils

Density SPT N-Values

Very Loose 0 – 3

Loose 4 – 10

Medium Dense 11 – 30

Dense 31 – 50

Very Dense > 50

Fine-Grained Soils

Consistency SPT N-Values

Very Soft 0 – 1

Soft 2 – 4

Medium Stiff 5 – 8

Stiff 9 – 15

Very Stiff 16 – 30

Hard 31 – 60

Very Hard > 60

DESCRIPTIVE CRITERIA FOR ROCK CORE LOGGING

Rock is defined as natural subsurface material yielding SPT blow counts of N 100/2 inches (Martin, 1977). Rock descriptions may include the following descriptive elements, as applicable, generally in the order indicated. Supplemental descriptors may also be used, depending on project performance objectives and available information.

ROCK TYPE, strength, weathering, fracturing, color, recovery, RQD

Rock Type General terms are used following the NRCS (2001) rock type classification chart based on visual identification.

Some of the NRCS rock types common to our geographic area of practice are listed below. Mineralogical modifiers may be added where they help define distinct units (e.g., Garnet-Muscovite Schist).

Sedimentary: Conglomerate, Sandstone, Mudstone, Siltstone, Claystone, Shale, Limestone, Dolomite, Coal, Chert Igneous: Pegmatite, Granite, Diorite, Gabbro, Diabase, Rhyolite, Monzonite, Andesite, Basalt Metamorphic: Gneiss, Schist, Phyllite, Slate, Quartzite, Marble, Amphibolite, Hornfels

Strength (modified from Hoek, 2001) The estimated Uniaxial Compressive Strength associated with each rock strength term is based on the field strength index test for intact rock samples as follows.

Extremely Strong >36,000 psi Specimen can only be chipped with a geological hammer.

Very Strong 15,000 - 36,000 psi Specimen requires many blows of a geological hammer to fracture it.

Strong 7,500 - 15,000 psi Specimen requires more than one blow of a geological hammer to fracture it.

Medium Strong 3,500 - 7,500 psi Specimen cannot be peeled with a pocket knife; can be fractured with one blow from a geological hammer.

Weak 700 - 3,500 psi Specimen can be peeled with a pocket knife with difficulty; shallow indentation made by firm blow with point of a geological hammer.

Very Weak 150 - 700 psi Material crumbles under firm blows with point of a geological hammer;

can be peeled with a pocket knife.

Weathering (modified from ACOE, 1994; and USBR, 2001)

Fresh Mineral crystals appear bright and show no discoloration. Fractures show little or no staining on their surfaces. Discoloration does not extend into intact rock.

Slightly Weathered Rock is generally fresh except along fractures. Some fractures are stained and discoloration may extend up to 0.5 inches into rock.

Moderately Weathered Significant portions of rock appear dull and discolored. Rock may be significantly weaker than in its fresh state near fractures. Soil zones of limited extent may occur along some fractures.

Highly Weathered Rock appears dull and discolored throughout. Majority of rock mass is significantly weaker than in its fresh state. Isolated zones of stronger rock and/or soil may occur throughout.

Severely Weathered Significant portions of rock mass essentially weathered to soil. Rock fabric may still be discernable (i.e., saprolite). Isolated zones of stronger rock may occur locally. Quartz may be present as hard, fractured dikes or veins.

Fracturing (from ACOE, 1994)

Very Slightly Fractured > 6.5 ft

Slightly Fractured 2 ft - 6.5 ft

Moderately Fractured 8 inch - 2 ft

Highly Fractured 2.5 inch - 8 in

Intensely Fractured < 2.5 in

Color (from Munsell Color System; and GSA, 1995) Color descriptions include a primary color and up to two shade or secondary color modifiers, and may also include a color pattern term to define the relationship between multiple colors.

Shade: Light, Dark

Secondary: Blackish, Brownish, Grayish, Greenish, Reddish, Yellowish, Orangeish

Primary: Black, Brown, Gray, Green, Red, Yellow, Orange, White

Pattern: and, to, with mottles of, with speckles of, with streaks of, with bands of

Recovery is defined as the total length of recovered core in a core run divided by the total length of the core run, times 100 percent. A core run may be any depth interval of concern. Only natural fractures are considered for determining the length of core pieces. Mechanical breaks formed during or after coring do not count against the length determination. The length of recovered core pieces is measured along the core axis, between fracture midpoints.

RQD (ASTM D6032, Deere & Deere, 1988, 1989) is defined as the total length of core pieces at least four inches long recovered from a core run divided by the total length of the core run, times 100 percent. A core run may be any depth interval of concern. Only natural fractures are considered for determining the length of core pieces. Mechanical breaks formed during or after coring do not count against the length determination. The length of recovered core pieces should be measured along the core axis, between fracture midpoints. Core pieces that are highly to severely weathered, very weak, or contain numerous pores should not count toward RQD.

DESCRIPTIVE TERMS OF ROCK QUALITY

RQD (%) Rock Quality

0 to 25 Very Poor

25 to 50 Poor

50 to 75 Fair

75 to 90 Good

90 to 100 Excellent

SUPPLEMENTAL ROCK DESCRIPTIVE TERMS

In addition to the basic rock descriptive elements provided on the preceding Descriptive Criteria for Rock Core Logging sheet, rock descriptions may include the following supplemental descriptive elements depending on project performance objectives and available information.

Bedding Thickness & Inclination Bedding is defined as the layered arrangement of sediment deposits in sedimentary rock.

Bedding thickness is the average perpendicular distance between bedding surfaces. Bedding thickness intervals follow Bieniawski (1989). Inclination is measured in degrees from a plane perpendicular to the core axis (see Inclination Measurement Figure shown below).

Very Thickly Bedded > 6.5 ft Thickly Bedded 2 ft - 6.5 ft Medium Bedded 8 inch - 2 ft Thinly Bedded 2.5 inch - 8 inch Very Thinly Bedded < 2.5 inch

Foliation Character & Inclination Foliation is defined as the planar arrangement of textural features in metamorphic rock. Inclination is measured in degrees from a plane perpendicular to the core axis (see Inclination Measurement Figure).

Strongly Foliated Foliation is easily discernable throughout.

Moderately Foliated Foliation is discernable with some difficulty.

Poorly Foliated Foliation is generally not discernable.

Fracture Set Data Individual fractures or fracture sets may be characterized by the following descriptive elements, when applicable and discernable: fracture type, inclination (as per Inclination Measurement Figure above), average spacing, roughness and infilling condition. An example fracture set data description for an individual stratum is: 4 joints at 80-90, moderately spaced, slightly rough, with spotty iron staining and partially filled with pyrite. If fractures are rare, they can be described individually by listing the depth, followed by the descriptive terms in this section.

FRACTURE TYPE

Fracture Any natural break in rock; ‘Fracture’ is the general term used for individual breaks that do not fall into any of the following fracture-type categories

Joint A relatively planar fracture without shear displacement; occurs with other similarly oriented joints generally at regularly spaced intervals

Shear A fracture along which differential movement has taken place parallel to the surface (i.e., shear displacement) sufficient to produce slickensides or polishing

Fault A major fracture along which there has been appreciable shear displacement accompanied by gouge and/or a severely fractured zone

Bedding Fracture A fracture along a bedding plane Foliation Fracture A fracture along a foliation plane Vein Fracture A fracture along the contact of an intrusive vein

Average Spacing (NRCS, 2001) Very Widely Spaced > 6.5 ft Widely Spaced 2 ft - 6.5 ft Moderately Spaced 8 inch - 2 ft Closely Spaced 2.5 inch - 8 inch Very Closely Spaced < 2.5 inch

Roughness (Bieniawski, 1989) Very Rough Rough Slightly rough Smooth Slickensided

Infilling Condition Coverage Type

Spotty Filling of ( 50% coverage) Calcite

Partially Filled with (50 to 100% coverage) Chlorite Filled with (100% coverage) Clay Gypsum Iron Staining Manganese Mica Pyrite Quartz Talc

Inclination Measurement Figure

Fracture Spacing

Inclination

- Most surface asperities extend > 2 mm from the average planar surface.

- Most surface asperities extend 0.5 to 2 mm from the average planar surface.

- Most surface asperities extend < 0.5 mm from the average planar surface.

- Generally smooth to touch with few surface asperities.

- Infilling material contains slickensides.

0.4

11.0

16.5

23.5

28.5

Topsoil

SANDY LEAN CLAY; moist, brown, medium stiff to very stiff, probable ALLUVIAL material

POORLY GRADED GRAVEL WITH

CLAY AND SAND, fine to coarse grained sand; wet, brown, loose to dense

CLAYEY GRAVEL WITH SAND, fine to coarse grained sand; wet, brown, medium dense to very dense

SILTY SAND, fine to coarse grained sand; wet, brown, very dense

PARTIALLY WEATHERED ROCK,

sampled as clayey sand, fine to coarse grained sand; wet, brown, very dense

PP = 1.50 tsf

LL = 36

PL = 21

MC = 27.0%

PP = 1.50 tsf

LL = 36

PL = 23

MC = 29.0%

PP = 2.50 tsf

PP = 1.50 tsf

LL = 34

PL = 22

MC = 19.0%

LL = 36

PL = 20

MC = 24.0%

LL = NP

MC = 25.0%

PP = 3.00 tsf

LL = 28

PL = 18

MC = 16.0%

A

B

CL

GP-GC

GC

SM

PWR

59.3

48.7

43.2

36.2

31.2

S-1, SPT

7+6+5+5

S-2, SPT

3+2+4+5

S-3, SPT

3+4+4+6

S-4, SPT

3+5+16+22

S-5, SPT

3+4+5+7

S-6, SPT

6+18+14+17

S-7, SPT

21+35+27+33

S-8, SPT

12+14+18+20

S-9, SPT

6+6+12+14

S-10, SPT

7+21+36+45

S-11, SPT

50/4"

Encountered

End of Day

10/20

10/24

9.0'

9.0'

Schnabel Representative: M. Edwards

Total Depth: 65.0 ft

Equipment: CME-55 (Trailer)

Ground Surface Elevation: 60± (ft)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: J. C. Calderoin

Hammer Type: Auto Hammer (140 lb)

Dates Started: 10/20/22 Finished: 11/1/22

North: 848109.812 ft East: 845384.22 ft By: Handheld GPS

Method: 3-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

BR 606: BH22-01Boring Number:TEST

BORING

LOG

REMARKSDEPTH

(ft)

ELEV

(ft)MATERIAL DESCRIPTION

Project: PR ST ER PRMNT RPR (1) Geotechnical Subsurface Exploration Services Canóvanas & Mayaguez, Puerto Rico

Contract Number: 22190124.000 Sheet: 1 of 2

N

VALUETESTSSTRA

TUMSYMBOL

DATA

SAMPLING

DEPTH

T E

S T

B O

R

IN

G L

O G

.0

B

O R

IN

G

L O

G S

.G P

J G

IN

T

S T

D U

S L

A B

_K R

M .G

D T

2/

/2

(continued)

32.5

49.0

65.0 Bottom of Boring at 65.0 ft.

Auger refusal at 49.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

PARTIALLY WEATHERED ROCK,

sampled as silty gravel with sand, fine to coarse grained sand; wet, bluish gray and orangish brown, very dense

VOLCANICLASTIC, slightly weathered, highly fractured (2.5 - 8 in) to moderately fractured (8 in - 2 ft), light bluish gray

Change: intensely fractured (< 2.5 in) to moderately fractured (8 in - 2 ft)

IS(50) = 1510

psi

IS(50) = 370 psi

B

C

PWR

27.2

10.7

-5.3

S-12, SPT

50/4"

S-13, SPT

50/2"

S-14, SPT

50/1"

S-15, SPT

50/0" Run 1, CORE Run = 2.5 ft

REC=28.5",

95%

RQD=28.5",

95% Run 2, CORE Run = 4.5 ft

REC=54",

100%

RQD=32.5",

60%

Run 3, CORE Run = 5.0 ft

REC=51",

85%

RQD=39.5",

66%

Run 4, CORE Run = 4.0 ft

REC=44.5",

93%

RQD=43.5",

91%

BR 606: BH22-01Boring Number:TEST

BORING

LOG

REMARKSDEPTH

(ft)

ELEV

(ft)MATERIAL DESCRIPTION

Project: PR ST ER PRMNT RPR (1) Geotechnical Subsurface Exploration Services Canóvanas & Mayaguez, Puerto Rico

Contract Number: 22190124.000 Sheet: 2 of 2

N

VALUETESTSSTRA

TUMSYMBOL

DATA

SAMPLING

DEPTH

T E

S T

B O

R

IN

G L

O G

.0

B

O R

IN

G

L O

G S

.G P

J G

IN

T

S T

D U

S L

A B

_K R

M .G

D T

2/

/2

0.3

2.5

6.0

13.0

31.0 Bottom of Boring at 31.0 ft.

Auger refusal at 13.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings upon completion.

Topsoil

LEAN CLAY WITH SAND; moist, grayish brown, medium stiff, probable ALLUVIAL material

SANDY SILT; moist, grayish brown and orangish brown, trace gravel, stiff

PARTIALLY WEATHERED ROCK,

sampled as silty gravel with sand, fine to medium grained sand; moist, grayish brown, very dense

VOLCANICLASTIC, slightly weathered, intensely fractured (< 2.5 in) to moderately fractured (8 in - 2 ft), light bluish gray

Change: intensely fractured (< 2.5 in) to highly fractured (2.5 - 8 in)

Change: highly fractured (2.5 - 8 in) to moderately fractured (8 in - 2 ft)

PP = 1.50 tsf

LL = NP

MC = 26.0%

LL = NP

MC = 30.0%

IS(50) = 7220

psi

IS(50) = 7300

psi

A

B

C

CL

ML

PWR

70.2

68.0

64.5

57.5

39.5

S-1, SPT

2+2+6+10

S-2, SPT

4+4+5+8

S-3, SPT

26+50

S-4, SPT

34+50/5"

S-5, SPT

50/2"

S-6, SPT

50/0.5" Run 1, CORE Run = 3.5 ft

REC=41",

99%

RQD=33",

80% Run 2, CORE Run = 4.5 ft

REC=39.5",

73%

RQD=21",

39%

Run 3, CORE Run = 5.0 ft

REC=56",

93%

RQD=49.5",

83%

Run 4, CORE Run = 5.0 ft

REC=54",

90%

RQD=40.5",

68%

Encountered

Completion

10/20

10/20

13.5'

13.5'

Schnabel Representative: M. Edwards

Total Depth: 31.0 ft

Equipment: CME-55 (Trailer)

Ground Surface Elevation: 71± (ft)

Contractor: Jaca & Sierra Trujilo Alto, Puerto Rico

Contractor Foreman: J. C. Calderoin

Hammer Type: Auto Hammer (140 lb)

Dates Started: 10/20/22 Finished: 10/31/22

North: 848190.912 ft East: 845789.666 ft By: Handheld GPS

Method: 3-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

BR 606: BH22-02Boring Number:TEST

BORING

LOG

REMARKSDEPTH

(ft)

ELEV

(ft)MATERIAL DESCRIPTION

Project: PR ST ER PRMNT RPR (1) Geotechnical Subsurface Exploration Services Canóvanas & Mayaguez, Puerto Rico

Contract Number: 22190124.000 Sheet: 1 of 1

N

VALUETESTSSTRA

TUMSYMBOL

DATA

SAMPLING

DEPTH

T E

S T

B O

R

IN

G L

O G

.0

B

O R

IN

G

L O

G S

.G P

J G

IN

T

S T

D U

S L

A B

_K R

M .G

D T

2/

0.6

3.5

10.0

21.0

23.5

28.5

Topsoil

FILL, sampled as sandy silt; moist,…