Solicitation_W51DQV25RA0002_SPECS_VOL_2a_GDR.pdf

Rio Puerto Nuevo Project Main Channel Design Supplemental Contract 3 San Juan, Puerto Rico

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 31 32

GEOTECHNICAL DATA REPORT

PART 1 GENERAL

1.1 SCOPE

1.2 PROJECT BACKGROUND

1.3 SUBSURFACE MATERIALS

1.3.1 Regional Geology

1.3.2 Local Geology

1.3.3 Materials Encountered

1.3.4 Groundwater

1.4 DEFINITIONS

1.4.1 Definitions of Basic Terms

1.4.2 Current Logging Terms

1.4.3 Previous Logging Terms

1.4.4 Testing and Procedure Methods

1.5 GEOTECHNICAL DATA

1.5.1 Summary of Field Investigations

1.5.2 Field Methods and Boring Logs

1.5.3 Laboratory Testing Data

1.5.4 Recovered Materials

ATTACHMENTS:

A.1 Boring Logs

A.2 Laboratory Data

-- End of Section Table of Contents --

SECTION 00 31 32 Page 1

W51DQV25RA002

SECTION 00 31 32

GEOTECHNICAL DATA REPORT

PART 1 GENERAL

1.1 SCOPE

The information provided in this construction specification section encompasses the geotechnical field investigations available for the project. The investigations consist of boreholes and laboratory testing.

The borings within the Supplemental Contract 2 Roosevelt Bridge Project are listed in Table 1 in paragraphs 1.5.1. Attachments to this section include A.1 Boring Logs and A.2 Laboratory Data. A description of the materials utilizing both recent and historical knowledge of the project area is presented herein. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques.

The Contractor shall make its own interpretation of the geotechnical data presented. Items discussed in the subsurface materials paragraph may not appear explicitly on the boring logs. Based on historic knowledge of the project area, the subsurface materials paragraph includes items that supplement the data documented by the boring logs. When evaluating the site subsurface conditions it is important to consider all of the available information and data including the site geology, data on the boring logs, including the materials description, legend, and Standard Penetration Test blow counts (N-values).

1.2 PROJECT BACKGROUND

Significant urban development in the Rio Puerto Nuevo drainage basin has altered the natural drainage pattern producing increased runoff rates and restricting overland flows within the flood plain. As a result, frequent flooding occurs along the Rio Puerto Nuevo during rain events. More than 30 bridges have been identified as causing increased flooding by impeding flow. Therefore, channel improvements are needed for the Rio Puerto Nuevo/Rio Piedras and its five tributaries of the Rio Puerto Nuevo basin.

1.3 SUBSURFACE MATERIALS

1.3.1 Regional Geology

The regional geology of the project area can be inferred from the Geologic Map of the San Juan Quadrangle, Puerto Rico, published by the U.S.

Geological Survey in 1977 as Miscellaneous Investigations Series Map I-1010. Sediments on the north coast of Puerto Rico dip to the north and are truncated by erosion displaying progressively older rocks toward the center of the island. The basement rocks of early Tertiary to Cretaceous age are volcanic, volcaniclastic, clastic and metavolcanic rocks.

Overlying the basement is an on-lapping sequence through the Pliocene with overlying Quaternary deposits including paludal, beach and alluvium deposits. The uppermost Tertiary sediments are primarily limestone of varying quality.

SECTION 00 31 32 Page 2

1.3.2 Local Geology

At the project site, local geology is recent artificial fill, swamp deposits, and alluvium. Artificial fill includes man-made debris, concrete, waste, sand to gravel sized rock and wood fragments, limestone, and volcanic rock. Swamp deposits, which are generally less than 15 feet thick, include sandy organic fine-grained deposits and clayey sand. The alluvium, generally less than 30 feet thick, is described as sand, clay, and sandy clay. The alluvium is derived from the physical and chemical disintegration of Tertiary sedimentary formations (Mucarabones Sand, San Sebastian Formation and Rio Piedras Siltstone) exposed along the Quebrada Margarita up to the headwater between the municipalities of Guaynabo and San Juan.

The alluvium deposits are underlain by Rio Piedras Siltstone of Eocene and Paleocene ages which are characterized by thin bedded siltstone containing thin layers of clay stone and calcareous sandstone. Near Bechara Industrial area located immediately north of the project, the Aymamón and Aguada limestone formations of Middle Miocene age underlay the alluvium deposits. Geologic descriptions of outcrops in the area show hard, cavernous limestone to poorly cemented limestone. Both of which contribute to the karst of northern Puerto Rico.

1.3.3 Materials Encountered

The surface materials encountered along the banks of the channel consist of fill material ranging in thickness from about 2 to 26 feet. The fill extends from the ground surface down to elevations ranging from El. +10 to El. -8.5 feet. This material was found in almost every boring and typically consists of clayey gravel with sand. Traces of roots, bricks, and debris were noted in many borings. In addition, an 18-inch-thick concrete slab and concrete debris were encountered in borings CB-PNB-12 at El. +3 feet and CB-PNM-46 at El. +2.0 feet, from previous investigations.

The fill material typically exhibited a relative density that varies from medium to very loose with N-values ranging from 2 to 15 blows-per-foot (bpf).

Below the fill material, the predominant materials are lean to highly plastic clays and organic clays, interbedded with layers of silty to clayey sand, believed to be alluvial deposits. The consistency of the lean clay and fat clays varies from very soft to stiff with the sandy layers ranging from very loose to medium dense.

Silt, clay, and sand materials, which may be residual materials from the decomposition of the native bedrock, were encountered beneath the alluvium in all of the deep borings within the contract area. They were typically found between El. -13 and El. -60 feet with a thickness ranging from about 15 to 35 feet. The characteristics of these materials varied and consisted of silts (ML), silty to clayey sands (SM, SC), and clays (CL). These apparent residual materials are generally medium dense to very dense or very stiff to hard with N-values typically ranging between 15 bpf to more than 100 bpf. These materials within the project limits contain considerable hard zones of rock-like material. These materials transition to decomposed to highly weathered rock with an indistinct boundary between the two strata.

The underlying weathered bedrock at the site is generally found at about El. -35 to El. -45 feet. The bedrock surface is highly variable with an indistinct transition from residual soil, decomposed rock, to weathered

SECTION 00 31 32 Page 3 rock. There is a layer of decomposed rock, primarily limestone, that has undergone a high degree of weathering and represents a transitional material between very soft rock and soil. Cavities or voids may also exist within the limestone bedrock.

Less weathered rock, which was cored in Boring CB19-PN2BR-04 for Roosevelt Bridge, consisted of interbedded bluish-gray and brown limestone and dark gray sandstone. The rock was generally weak and exhibited low hardness.

Rock core recovery values ranged from 52 to 108 percent with RQD values between 52 and 104 percent. It should be noted that the recovery and RQD values of over 100 percent are likely the result of a portion of the shallower core sample being retrieved in the core run below.

1.3.4 Groundwater

Groundwater levels in the previous boring downstream of the Roosevelt Bridge varied from El. +1.5 feet to El. -4.3 feet while groundwater levels upstream of the bridge ranged from El. +2.5 feet to El. -7.7 feet. A United States Geological Survey (USGS) Groundwater Study Report (1992) that monitored levels between 1985 and 1990 indicated the groundwater levels in the project area are typically between El. +2 feet and El. +10 feet. Their observation well located in the vicinity of Roosevelt Avenue Bridge had an average groundwater reading of El. +7.7 from 1985 to 1990.

Groundwater levels encountered during the 2019 investigation, were similar to the historical values. During drilling activities, groundwater values ranged from EL. +1.3 to El. -7.7 feet, however, some borings encountered groundwater deeper than El. -16.0 feet. When averaging all available data, the groundwater level is approximately El. +3 feet. Groundwater levels at the time of construction may differ from groundwater levels measured at the time of drilling.

1.4 DEFINITIONS

Definitions not explicitly indicated in the sections below are typical industry standard definitions from their respective ASTMs.

1.4.1 Definitions of Basic Terms

Alluvium - Clay, silt, sand or gravel deposited by a stream or other body of running water.

Carbonate - Soil component that reacts with HCl of an indeterminate origin (shell, rock, etc.).

Fill - Material that has been placed by man, described with all soil characteristics.

Layer - Rock or soil with a thickness of 6 inches or less.

Lens - A geologic deposit of variable thickness, which disappears laterally in all directions and cannot be correlated to adjacent borings.

Residual Soil - Material resulting from the in situ weathering of the parent rock

Rock - A naturally occurring substance composed of one or more minerals bound together. This geologic term includes a range of engineering properties: strength, hardness, permeability, weathering, and discontinuity. These properties are noted or can be inferred from the boring logs as blow counts, penetration rate, RQD, hardness, etc.

Shell - Material composed of predominantly (>75%) coarse-grained sand to gravel-sized whole or broken shell.

SECTION 00 31 32 Page 4

1.4.2 Current Logging Terms

Definition of terms used on boring logs dated since 2000:

Banded - Layers that are 0.02' (6 mm) to 0.1' (3.0 cm) thick.

Boulder-Sized - Particles greater than 12 inches in diameter.

Cavity - Voids greater than the diameter of the core.

Coarse Grained - Grain diameter greater than 0.079" (2 mm) for sedimentary rocks or 0.197" (5 mm) for igneous or metamorphic rocks. Coarse Grained

Sand-Size d - Less than 10 percent of fine and medium grained sand sizes are present.

Coarse Gravel-Sized - Particles greater than 3/4 of an inch but less than 3 inches in diameter.

Cobble-Sized - Particles greater than 3 inches but less than 12 inches in diameter.

Decomposed - Applicable to saprolitic rock; rock is essentially reduced to a soil with a relic rock texture; can be molded or crumbled by hand.

Dipping (Dip) - 20 to 45 degrees.

Discontinue - Particles were present within the unit above but are no longer present.

Fine Grained - Grain diameter between 0.004" (0.1 mm) and 0.016" (0.4 mm) for sedimentary rocks or 0.039" (1 mm) for igneous or metamorphic rocks.

Fine Grained Sand-Sized - Less than 10 percent of medium and coarse-grained sand sizes are present.

Fine Gravel-Sized - Particles greater than No. 4 sieve but less than ¾ of an inch in diameter.

Flat (Dip) - 0 to 20 degrees.

Fossiliferous - Greater than 40 percent fossils.

Hard (Hardness) - Difficult to scratch with a knife (cannot be pitted with a geology hammer, but can be chipped with moderate blows of the hammer).

Highly Fractured - Spacing 0.3' (9.1 cm) to 1' (30.5 cm).

Highly Weathered - Entire section is discolored; alteration is greater than 50%; some areas of slightly weathered rock are present; some minerals are leached away; retains only a fraction of its original strength (wet strength usually lower than dry strength).

Intact - Spacing greater than 6' (1.8 m).

Intensely Fractured - Spacing less than 0.3' (9.1 cm).

Massive - Over 3' (0.9 m) thick.

Medium-Bedded - 0.3' (9.1 cm) to 1' (30.5 cm) thick.

Medium Grained - Grain diameters between 0.016" (0.4 mm) to 0.079" (2

mm) for sedimentary rocks or 0.039" (1 mm) to 0.197" (5 mm) for igneous or metamorphic rocks.

Medium Grained Sand-Sized - Less than 10 percent of fine and coarse grained sand sizes are present.

Moderately Fractured - Spacing 1' (30.5 cm) to 3' (0.9 m).

Moderately Hard (Hardness) - Can be scratched easily with a knife, but cannot be scratched by a fingernail (can be pitted with moderate blows of a geology hammer).

Moderately Open (Fracture Aperture) - 0.020" (0.5 mm) to 0.098" (2.5 mm).

Moderately Weathered - Discoloration is evident; surface is pitted and altered, with alterations penetrating well below rock surfaces; 10% to 50% of the rock is altered; strength is noticeably less than unweathered rock.

Non-fossiliferous - No observed fossils.

SECTION 00 31 32 Page 5

Open (Fracture Aperture) - 0.098" (2.5 mm) to 0.394" (10 mm).

Pitted - Voids 0.039" (1mm) to 0.236" (6mm) in diameter.

Porous - Voids less than 0.039" (1mm) in diameter.

Saprolite - chemically weathered rock that retains the structure and fabric of the parent rock.

Slightly Fractured - Spacing 3' (0.9 m) to 6' (1.8 m).

Slightly Weathered - Superficial discoloration, alteration and/or discoloration along discontinuities; less than 10% of the rock volume is altered; strength is essentially unaffected.

Soft (Hardness) - Can be scratched with a fingernail (cannot be crumbled between fingers, but can be easily pitted with light blows of a geology hammer).

Solid - Absence of voids.

Sparsely Fossiliferous - Less than 40 percent fossils.

Steeply Dipping (Dip) - 45 to 90 degrees.

Thick-Bedded - 1' (30.5 cm) to 3' (0.9 m) thick.

Thin-Bedded - 0.1' (3.0 cm) to 0.3' (9.1 cm) thick.

Thin Parting - Paper thin to 0.002' (0.6 mm).

Tight (Fracture Aperture) - 0.004" (0.1 mm) to 0.020" (0.5 mm).

Trace - Unweathered - No evidence of any mechanical or chemical alteration.

USCS Classification - Unified Soil Classification System standard of describing texture and grain size of a soil as a two letter symbol.

Very Fine Grained - Grain diameter less than 0.004" (0.1 mm); individual grains or crystals are too small to be seen with the naked eye.

Very Hard (Hardness) - Cannot be scratched with a knife (chips can be broken off only with heavy blows of a geology hammer).

Very Soft (Hardness) - Can be deformed by hand (has a rock-like character, but can be easily broken by hand).

Very Tight (Fracture Aperture ) - less than 0.004" (0.1 mm).

Very Wide (Fracture Aperture ) - 0.394" (10 mm) to 0.984" (25 mm).

Vuggy - Voids 0.236" (6mm) to the diameter of the core.

1.4.3 Previous Logging Terms

Definition of terms used on boring logs dated before 2000:

Dense - Equivalent to SPT N-value of 30 to 50.

Incompetent - Rock that disintegrates while coring; weak.

Indurated - Rock or soil hardened or consolidated by pressure or cementation. Very difficult to break by hand.

Poorly-Indurated - See semi-indurated.

Seam - Rock or soil with average thickness of 2 to 3 inches.

Semi-Indurated - Rock or soil with a lesser degree of hardening or consolidation by pressure or cementation. Crumbles with little effort by hand.

1.4.4 Testing and Procedure Methods

Test/Procedure Method

Abrasion Resistance of Large-Size Coarse Aggregate, Los Angeles Machine

ASTM C535

Abrasion Resistance of Small-Size Coarse Aggregate, Los Angeles Machine

ASTM C131

SECTION 00 31 32 Page 6

Test/Procedure Method

Air Content by the Pressure Method ASTM C231

Air Content by the Volumetric Method ASTM C173

Air-Entraining Admixtures for Concrete ASTM C233

Atterberg Limits, wet preparation method, test method a multipoint

ASTM D4318

Bulk Specific Gravity of Bituminous Mixtures ASTM D2726

Capping Cylindrical Concrete Specimens ASTM C617

Carbonate Content ASTM D4373

Compaction: 4" Mold, Modified Proctor ASTM D1557

Compaction: 4" Mold, Standard Proctor ASTM D698

Compaction: 6" Mold, Modified Proctor ASTM D1557

Compaction: 6" Mold, Standard Proctor ASTM D698

Compressive Strength of Cast in Place Concrete Cylinders ASTM C873

Compressive Strength of Cylindrical Concrete Specimens (Set of 4)

ASTM C39

Compressive Strength of Lightweight Concrete ASTM C495

Consolidation, each load of rebound increment with complete time

ASTM D2435

Density and Water Content of Soil by Nuclear Methods (Minimum 4)

ASTM

D2922/D3017

Density of Bituminous Concrete in Place by Nuclear ASTM D2950

Density of Soil in Place by the Sand-Cone Method ASTM D1556

Direct Shear ASTM D3080

Drilled Cores and Sawed Beams of Concrete ASTM C42

Extraction of Bituminous Paving Mixtures ASTM D2172

Freezing and Thawing (up to 55 cycles) ASTM D5312

Grain size sieve Analysis ASTM D6913

Hydrometer Analysis ASTM D7928

Making and Curing Concrete Test Specimens in the ASTM C31

SECTION 00 31 32 Page 7

Test/Procedure Method

Making and Curing Concrete Test Specimens in the ASTM C192

Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559

Material Passing No. 200 Sieve ASTM D1140

Modulus of Elasticity ASTM D3148

Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974

Organic Impurities in Fine Aggregate ASTM C40

Permeability: Constant Head Permeability ASTM D2434

Permeability: Falling Head Permeability ASTM D5084

Petrographic Examination ASTM C295

Sampling Aggregate (Minimum 4 hours) ASTM D75

Sampling Freshly Mixed Concrete ASTM C172

Sedimentation Rate No ASTM

Sieve Analysis of Aggregate ASTM C136

Slump of Hydraulic-Cement Concrete ASTM C143

Soil Classification (Boring logs) ASTM D 2488

Specific Gravity and Absorption of Fine Aggregate ASTM C128

Specific Gravity for Rock ASTM C127

Specific Gravity for Soil ASTM D854

SPLITTING TENSILE STRENGTH ASTM D3967

Splitting Tensile Strength of Concrete Cylinders ASTM C496

Subsample Preparation ASTM D4220, Group B ASTM D4220, Sulfate Soundness ASTM C88

Total Evaporable Moisture Content ASTM C566

SECTION 00 31 32 Page 8

Test/Procedure Method

Triaxial Compression Test for Rock with Strain ASTM D2664

Triaxial compression: Consolidated Undrained (CU) Triaxial Compression Test R Test with Pore

ASTM D4767

Triaxial compression: Unconsolidated Undrained (UU) Triaxial Compression Test Q Test with Pore

ASTM D2850

Unbonded Caps for Compressive Strength ASTM C1231

Unconfined Compressive Strength for Rock Greater than 9,000 psi with Strain

ASTM D2938

Unconfined Compressive Strength for Soil ASTM D2166

Unit Weight and Absorption ASTM C127

Unit Weight of Aggregate ASTM C29

Visual Percent Shell No ASTM

Wetting and Drying ASTM D5313

1.5 GEOTECHNICAL DATA

1.5.1 Summary of Field Investigations

In 1989-1990, 17 borings were completed along the project reach and reported in the SAJ General Design Memorandum, dated December 1991.

Sampling for these borings were conducted with split-spoon samplers in accordance with the Standard Penetration Test (SPT).

In 1995-1996, 14 borings were completed along the project reach and reported in the SAJ Feature Design Memorandum (FDM) 2, dated November 1999. Several of these borings were drilled as companions to borings from a 1991 investigation to determine the depth to bedrock by auguring down to the depth of the initial boring without sampling, and then conducting SPT sampling below that until the bedrock was encountered. This investigation also included the results of dilatometer tests conducted as companion to borings.

In 2015, eight borings were completed along the project reach for Contract 2D/2E extending from the De Diego Bridge to the Las Americas Expressway and reported in the Field Report Geotechnical Investigation by Terranear PMC, LLC., dated May 2016. SPT sampling was conducted for these borings to a depth of 29 to 50 feet below ground surface. Certain borings also included an offset companion boring to collect relatively undisturbed samples.

Twenty four borings were drilled from 2019 to 2021 for the channel investigation. SPT was performed continuously in these 24 borings and select cohesive soil samples were collected from the boreholes using a 3-inch diameter thin-wall Shelby tube piston sampler. Rock coring was performed in boring CB-PN2BR-04 to collect samples of the underlying bedrock for visual examination and testing.

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The table below summarizes the drilling and data available for this project.

Table 1. Available Boring Data

Project Boring No.

Top of Boring (El. ft)

PRVD02

State Plane, NAD83 (2011) Zone PRVI-5200

Northing Y (ft)

Easting X (ft)

2019 to 2021

CNT 3

Borings

CB19-PN2D2E-L-01 7.9 869,551.4 778,248.6

CB19-PN2D2E-L-02 7.7 869,233.6 778,272.2

CB19-PN2D2E-L-03 8.3 868,933.1 778,496.3

CB19-PN2D2E-L-04 11.5 868,429.9 778,802.3

CB19-PN2D2E-L-05 15.0 867,557.3 779,584.7

CB19-PN2D2E-L-06 15.3 866,833.8 780,073.3

CB19-PN2D2E-L-07A 13.1 866,455.9 780,354.9

CB19-PN2D2E-L-08 13.3 866,515.1 781,005.0

CB20-PN2D2E-L-09 7.9 866,864.2 779,920.9

CB20-PN2D2E-L-10 20.0 869,638.7 777,937.0

CB20-PN2D2E-L-11 7.1 869,354.1 778,016.9

CB20-PN2D2E-L-12 15.6 868,337.6 779,163.6

CB20-PN2D2E-L-13 17.0 867,429.0 779,683.5

CB20-PN2D2E-L-14 14.6 866,733.1 780,692.9

CB20-PN2D2E-L-15 14.9 866,348.5 781,379.3

CB19-PN2D2E-W-01 1.0 869,198.0 778,179.0

CB19-PN2D2E-W-02 1.0 868,614.0 778,700.0

CB19-PN2D2E-W-03 2.2 867,546.0 779,395.0

CB19-PN2D2E-W-04 2.2 866,812.0 780,311.0

CB19-PN2D2E-W-05 -0.2 866,550.0 780,678.0

SECTION 00 31 32 Page 10

Table 1 (cont'd). Available Boring Data

Project Boring No.

Top of Boring (El. ft)

PRVD02

State Plane, NAD83 (2011) Zone PRVI-5200

Northing Y (ft)

Easting X (ft)

CNT 2

Borings

CB19-PN2BR-01 14.0 867,933.8 779,169.2

CB19-PN2BR-02 13.9 867,988.9 779,278.4

CB19-PN2BR-03 14.1 868,042.9 779,209.0

CB19-PN2BR-04 14.4 867,953.5 779,223.3

Pre-2019 Borings near Project Limits

CB-PN15-1 17.5 867,310.5 779,782.9

CB-PN15-2 15.8 866,909.4 780,020.7

CB-PN15-3 7.6 866,366.2 780,966.3

CB-PN15-4 14.4 866,354.2 781,338.1

CB-PN15-5 10.8 868,650.2 778,525.3

CB-PN15-6 10.0 868,335.3 778,966.1

CB-PN15-7 17.1 867,877.5 779,353.3

CB-PN15-8 14.3 866,633.2 780,789.2

CB-PNB-4 24.1 869,704.7 777,915.9

CB-PNB-5 10.3 870,027.2 777,937.1

CB-PNB-5D 12.3 870,027.2 777,937.1

CB-PNB-6 23.5 869,989.4 778,185.1

CB-PNB-6D 23.3 869,989.4 778,185.1

CB-PNB-7 9.6 870,281.7 778,151.7

CB-PNB-7D 8.2 870,281.7 778,151.7

CB-PNB-8 9.7 868,652.5 778,560.6

CB-PNB-9 4.8 868,592.4 778,404.0

CB-PNB-10 14.3 868,755.4 778,665.1

CB-PNB-11 14.94 867,887.08 779,186.48

CB-PNB-11D 14.91 867,887.08 779,186.48

CB-PNB-12 5.4 867,944.93 779,273.94

SECTION 00 31 32 Page 11

Table 1 (cont'd). Available Boring Data

Project Boring No. Top of Boring (El. ft)

PRVD02

State Plane, NAD83 (2011) Zone PRVI-5200

Northing Y (ft)

Easting X (ft)

Pre-2019 Borings near Project Limits

(cont'd)

CB-PNB-13 14.73 867,924.47 779,302.91

CB-PNB-13D 11.29 867,924.47 779,302.91

CB-PNM-43 13.5 869,581.2 777,942.3

CB-PNM-44 8.3 869,085.8 778,104.7

CB-PNM-44D 8.6 869,085.8 778,104.7

CB-PNM-45 9.9 868,526 778,935.9

CB-PNM-45D 13.1 868,526 778,935.9

CB-PNM-46 12.33 867,518.13 779,312.44

CB-PNM-46D 11.24 867,518.13 779,312.44

CB-PNM-47 14.8 867,271 779,855.7

CB-PNM-47D 17.1 867,271 779,855.7

CB-PNM-48 9.1 866,624.6 780,706.7

CB-PNM-49 9.7 866,117.8 781,512.4

CB-PNM-55 7.5 866,770.3 780,282.6

CB-PNM-56 13.0 866,426.3 781,194.8

CB-PNB-61 14.02 868,010.78 779,150.61

CB-PNB-62 14.11 868,097.83 779,310.65

1.5.2 Field Methods and Boring Logs

Borings were advanced with a rotary wash and sampled with split spoons and selected Shelby tubes. Split spoons were driven using the Standard Penetration Test (SPT) procedure with a 140-pound hammer with a 30-inch drop. A 2.0-foot split spoon (1 3/8-inch I.D. and 2-inch O.D.) was used.

Borings were advanced in 18-inch intervals, or until refusal was encountered. Refusal is defined as a total of 50 blows of the hammer within any 6-inch increment, a total of 100 blows within any 1-foot increment, or no observed advance of the sampler after 10 successive blows of the hammer.

Applicable boring logs are presented in Attachment 1. While the Government's borings are representative of subsurface conditions at their respective locations and vertical reaches, local variations in the characteristics of the subsurface materials of this region are to be expected. Accordingly, prospective offerors shall form their own conclusions from the examination of the recovered materials prior to submission to their offer.

SECTION 00 31 32 Page 12

1.5.3 Laboratory Testing Data

Laboratory Test reports for individual tests are provided in Attachment 2.

Summaries of available lab data are presented in this section. Table 2 summarizes the index test results available for this project.

(This space intentionally left blank)

SECTION 00 31 32 Page 13

Table 2. Index Testing Available for this Project

SECTION 00 31 32 Page 14

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B L

S

S

.8

.7

C H

S

S

S

S

S

.6

.7

S C

S

S

S

S

S

S

S

C B L

S

S

S

S

.3

.9

C H

S

S

S

S

S

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u r e

C o n t e n t

A t t e r b e r g

L i m i t s

G r a d a t i o n

A n a l y s i s

C u

C c

U S C S

C l a s s

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 15

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B L

S

S

S

.1

.3

C H

S

S

S

S

.2

.9

S C

S

S

S

.9

.3

C H

C B L

S

.1

C H

S

S

S

S

C L

S

S

S

S

.2

C H

C B L

S

S

S

.4

C H

S

C u

C c

U S C S

C l a s s

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

A t t e r b e r g

L i m i t s

G r a d a t i o n

A n a l y s i s

.9

.6

.3

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 16

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B L

S

.3

.3

C H

S

S

S

S

C B L

S

S

.1

.3

.2

.0

C H

S

S

S

.1

.2

S C

S

C B L A

S

S

.3

.3

C H

S

S

S

S

.4

S C

S

.5

.1

C H

C B L

S

S

.4

S

S

S

.3

.2

S

S

.1

.1

S

S

S

.1

.1

S

S

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

A t t e r b e r g

L i m i t s

G r a d a t i o n

A n a l y s i s

C u

C c

U S C S

C l a s s

.8

.1

.8

.1

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 17

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B L

S

S

.2

.3

S

S

S

S

.8

.1

S C

S

S

S

C B L

S

S

S

S

U D

S M

S

S

S

S

U D

C H

S

S

S

.8

.3

G C

S

C u

C c

U S C S

C l a s s

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

A t t e r b e r g

L i m i t s

.7

.3

G r a d a t i o n

A n a l y s i s

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 18

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B L

S

S

U D

C H

S

S

S

.4

.3

C H

S

S

U D

C L

S

S

S

C B L

S

S

S

U D

M H

S

S

S

U D

M H

S

S

.2

.5

C L

S

.2

C H

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

A t t e r b e r g

L i m i t s

G r a d a t i o n

A n a l y s i s

C u

C c

U S C S

C l a s s

.9

.4

.3

.8

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 19

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B L

S

S

S

U D

S

S

S

S

.8

C H

S

U D

S

S

S

C B L

S

U D

.8

.2

C H

S

S

U D

.6

.4

C L

S

S

S

.3

.2

C H

S

S

C B L

S

U D

C L

S

S

S

U D

C L

S

S

S

S

N V

N P

N P

.2

.4

S M

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

A t t e r b e r g

L i m i t s

G r a d a t i o n

A n a l y s i s

C u

C c

U S C S

C l a s s

.8

.3 -

.7

.7

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 20

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B W

S

.5

.5

S W

S

.1

.5

C B W

S

.7

.5

C B W

S

S

.7

.6

C H

C B W

S A

S

.7

.6

C H

C B W

S

.4

.9

C L

S

.1

.7

.8

.0

S C

S

C B B R

S

S

.2

.9

C H

S

S

S

.7

.9

C H

S

S

S

.8

.1

.8

.5

S C

S

S

S

S

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

A t t e r b e r g

L i m i t s

G r a d a t i o n

A n a l y s i s

C u

C c

U S C S

C l a s s

.6

.6

.3

.5

.6

Table 2 (Cont'd). Index Testing Available for this Project

SECTION 00 31 32 Page 21

W51DQV25RA002

F r o m

T o

L L

P L

P I

G r a v e l

S a n d

S i l t

C l a y

C B B R

S

.3

.8

C H

S

S

.1

C H

S

S

.1

.5

C H

S

S

S

.5

.7

C H

S

S

C B B R

S

S

.9

.6

C H

S

S

S

.6

.5

.9

.4

S C

S

.6

.5

.6

.9

S C

S

S

.9

.9

.2

C L

S

S

S

.6

.8

.1

.1

S M

C B B R

S

.5

.6

C H

S

S

S

.6

.1

C L

S

S

S

.2

.7

.2

C L

A t t e r b e r g

L i m i t s

C u

C c

U S C S

C l a s s

B o r i n g

N o

S a m p l e

N o

D e p t h f t

M o i s t u n t e n t

.3

.1

.8

G r a d a t i o n

A n a l y s i s

Triaxial test results are summarized in Table 3. One dimensional consolidation parameters are summarized in Table 4. A summary of rock strength tests from the 2019 drilling program is shown in Table 5.

Table 3. Summary of Project Triaxial Test Results

(1) Depth below the concrete liner. BR-04 was drilled on top of the sidewalk in the middle deck of the Roosevelt bridge. The SPT started and all samples were collected starting at the bottom of the concrete liner (located approximately 18 feet below top of sidewalk).

(2) Only 2 out of 3 specimens used for cohesion and friction values

SECTION 00 31 32 Page 22

W51DQV-24-R-0001

Cohesion, C (psf)

Phi

Angle, ɸ

Cohesion, C’ (psf)

Phi

Angle, ɸ’

Cohesion, C (psf)

Phi

Angle, ɸ

L-02-01 9.0 - 11.5 -2.6 CH 406 15 91 26 - -

L-02-02 11.5 - 14.0 -5.1 CH - - - - 688 0

L-02-03 36.0 - 38.5 -29.6 CH - - - - 2349 0

L-03-01 10.0 - 12.5 -3 CH 510 13 43 31 1171 0

L-04-01 4.0 - 6.5 6.3 CH - - - - 1212 0

L-04-04 30.0 - 32.5 -19.8 CH 202 13 3 22 - -

L-04-05 32.5 - 35.0 -22.3 CL - - - - 3881 0

L-05-01 20.0 - 22.5 -6.3 CH 377 13 408 20 781 0

L-06-02 11.5 - 14.0 2.6 CH 475 14 258 25 - -

L-09-02 8.0 - 10.0 -1.1 CH 276 12 203 22 - -

L-09-03 20.0 - 22.0 -3.1 - - - - 1505 0

L-09-04 10.0 - 12.0 -13.1 CL 300 16 300 0 - -

L-10-01 24.0-26.0 -5 SM 357 17.5 3 36.7 938 0

L-10-02 46.0-48.0 -27 CH 720

(2)

(2)

(2)

22.5

(2) 666 0

L-11-01 10.0-12.0 -3.9 CH - - - - 576 0

L-11-02 34.0-36.0 -27.9 CL 1224 14.6 147 33.5 2313 0

L-12-01 12.0-14.0 2.6 MH 323 19.1 305 26.5 1693 0

L-12-02 25.0-27.0 -10.4 MH 370 13.6 291 25.3 1114 0

L-13-01 20.0-22.0 -4 CH - - - - 884 0

L-13-02 53.0-55.0 -37 CH 629 15.1 546 25.2 1816 0

L-14-01 9.0-11.0 4.6 CH 500 17 445 18.8 665 0

L-14-03 24.0-26.0 -10.4 CL - - - - 961 0

L-15-01 8.0-10.0 5.9 CL 780 15.5 245 30.9 - -

L-15-02 11.0-13.0 2.9 (CL) - - - - 292 0

L-15-03 27.0-29.0 -13.1 CL - - - - 1134 0

BR-01-08 14.0 - 16.0 -1 CH 238 16 252 26 - -

BR-04-05 8.0 - 10.0

(1) -12.6 CH - - - - 670 0

BR-04-08 14.0 - 16.0

(1) -18.6 SC - - - - 968 0

Boring No.

and Sample

No.

Sample Depth

(ft)

USCS

Class.

C-U Triaxial Test U-U Triaxial Test

Total Stress

(R‑Case)

Effective Stress

(S‑Case)

Total Stress

(Q‑Case)Average

El. (ft)

Table 4. Summary of 2019 Consolidation Test Results

Table 5. Rock Testing from 2019 Drilling Program

Boring No. and Sample No.

Sample Depth (ft) Average El.

(ft)

Peak Compressive Strength (psi)

CB19-PNBR-04, S-2 66.0 - 70.0(1) -71.6 1,425

CB19-PNBR-04, S-3 70.0 - 70.4(1) -73.8 1,741

CB19-PNBR-04, S-4 83.0 - 88.0(1) -89.1 2,298

CB19-PNBR-04, S-5 78.0 - 83.0(1) -84.1 316

Note: Depth below the concrete liner. BR-04 was drilled on top of the sidewalk in the middle deck of the Roosevelt bridge. The SPT started and all samples were collected starting at the bottom of the concrete liner (located approximately 18 feet below top of sidewalk).

Corrosivity testing (ASTM G51, G57, C1580, and D512) of selected soil samples was conducted to evaluate the resistivity to corrosion. A summary of corrosivity test results is provided below in Table 6. Chloride and sulfide concentrations were determined using the EPA 300.0 A method for ion chromatography.

Table 6. Summary of Corrosivity Testing

SECTION 00 31 32 Page 23

W51DQV25RA002

L03-1 10 - 12.5 -3 CH 0.279 0.038 0.894 2.3

L05-1 20 - 22.5 -6.3 CH 0.455 0.044 1.24 2

L06-2

11.5 -

14.0

2.6 CH 0.385 0.044 1.17 1.2

Cr e0

Precons.

Pressure

(tsf)

Boring and

Sample No.

Sample

Depth (ft)

Average

El. (ft)

USCS

Class.

Cc

Reading Multiplier

S-4 6.0 – 8.0 7 6.8 1.2 1,000 1,200

S-7 12.0 – 14.0 1 6.9 1.65 1,000 1,650

S-11 20.0 – 22.0 -7 5.1 4.35 1,000 4,350

S-16 30.0 – 32.0 -17 7.2 1.8 1,000 1,800

S-31 60.0 – 62.0 -47 7.7 1.6 1,000 1,600

S-2 4.0 – 6.0 8.9 7.4 6.4 100 640

S-15 30.0 – 32.0 -17.1 7.8 8 100 800

S-21 42.0 – 44.0 -29.1 7.4 1.3 1,000 1,300

S-39 78.0 – 80.0 -65.1 7.4 9.8 100 980

Resistivity

OHM-CM

CB19-PN2B-01

CB19-PN2B-02

Boring No. Sample No.

Sample Depth

(ft)

Average El.

(ft) G51 pH

G57 Resistivity

Table 7. Summary of Chloride and Sulfate Concentrations

Boring No. Sample No.

Sample Depth

(ft) Average El.

(ft) Chloride

Mg/Kg Sulfate

Mg/Kg

CB19-PN2B-01

S-4 6.0 - 8.0 7.0 23.1 10.5

S-7 12.0 - 14.0 1.0 54.1 210

S-11 20.0 - 22.0 -7.0 29.9 52.0

S-16 30.0 - 32.0 -17.0 23.6 70.7

S-31 60.0 - 62.0 -47.0 22.7 61.2

CB19-PN2B-02

S-2 4.0 - 6.0 8.9 14.7 19.7

S-15 30.0 - 32.0 -17.1 68.4 24.6

S-21 42.0 - 44.0 -29.1 46.0 13.5

S-39 78.0 - 80.0 -65.1 24.2 1343

1.5.4 Recovered Materials

The material recovered from borings is not available.

SECTION 00 31 32 Page 24

CB19-PN2D2E-L-01

CB19-PN2D2E-L-02

CB19-PN2D2E-W-01

CB20-PN2D2E-L10

CB20-PN2D2E-L11

CB-PN14-1

CB-PN14-2 CB-PNB-6

CB-PNB-4

CB-PNM-43

CB-PNM-44

CB-PNB-5

CB-PNB-7

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community, Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and the GIS user community

U.S. Army Corps of Engineers Jacksonville District

Rio Puerto Nuevo Project Channel Contract 2D/2E

Boring Location Map STA 90+00 to STA 105+00

FIGURESources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, 0 100 200 300

Feet

Pr oje ct

Ci ty:

(i

.e.

AT

L, DA

L, HO

U)

Di v/G ro up i.e

. G

IS,

EN

V, WA

TE

R, TR

A, TR

A P

LA

NN

IN

G)

La st sa ve d b y:

JV

AZ

QU

EZ

sa ve d d ate : M arc h 1

8, 9:4 2 A

M Fil e L oc ati on arc ad is-us .co m\ Of fic eD ata \D all as

-T X\.

LEGEND

Surveyed Boring

Previous Boring

Channel Centerline

Channel Bank Major Station Minor Station

1 inch = 4,167 feet

CB19-PN2D2E-L-03

CB19-PN2D2E-L-04

CB19-PN2D2E-W-02

CB-PNB-10

CB-PNB-8

CB-PN15-6

CB-PNM-45

CB-PN15-5

CB-PNB-9

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community, Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and the GIS user community

U.S. Army Corps of Engineers Jacksonville District

Rio Puerto Nuevo Project Channel Contract 2D/2E

Boring Location Map STA 105+00 to STA 115+00

FIGURESources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, 0 100 200 300

Feet

Pr oje ct

Ci ty:

(i

.e.

AT

L, DA

L, ro up i.e

. G

IS,

EN

V, WA

TE

R, TR

A, TR

A P

LA

NN

sa ve d b y:

JV

AZ

sa ve d d ate : M arc h 1

8, 9:5 1 A

M Fil e L oc ati on arc ad is-us .co m\ Of fic eD ata \D all as

-T X\.

LEGEND

Surveyed Boring

Previous Boring

Channel Centerline

Channel Bank Major Station

CB19-PN2D2E-L-05CB19-PN2D2E-W-03

CB19-PN2B-01

CB19-PN2B-02

CB19-PN2B-03

CB20-PN2D2E-L12

CB20-PN2D2E-L13

CB-PN-15-1

CB-PNM-47

CB-PNM-46

CB-PNB-11

CB-PNB-12

CB-PNB-13

CB-PN15-7

CB-PNB-61

PB-CNB-62

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community, Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and the GIS user community

U.S. Army Corps of Engineers Jacksonville District

Rio Puerto Nuevo Project Channel Contract 2D/2E

Boring Location Map STA 115+00 to STA 130+00

FIGURESources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, 0 100 200 300

Feet

Pr oje ct

Ci ty:

(i

.e.

AT

L, DA

L, ro up i.e

. G

IS,

EN

V, WA

TE

R, TR

A, TR

A P

LA

NN

sa ve d b y:

JV

AZ

sa ve d d ate : M arc h 1

8, 0:0 8 A

M Fil e L oc ati on arc ad is-us .co m\ Of fic eD ata \D all as

-T X\.

LEGEND

Surveyed Boring

Previous Boring

Channel Centerline

Channel Bank Major Station

CB19-PN2D2E-W-04

CB19-PN2D2E-L-06

CB19-PN2D2E-L-07a

CB19-PN2D2E-L-08

CB19-PN2D2E-W-05

CB20-PN2D2E-L09

CB20-PN2D2E-L14

CB20-PN2D2E-L15

CB-PNM-55

CBPN-15-2

CB-PNM-49

CB-PN15-4

CB-PNM-56

CB-PN-15-3

CB-PN15-8CB-PNM-48

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community, Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors, and the GIS user community

U.S. Army Corps of Engineers Jacksonville District

Rio Puerto Nuevo Project Channel Contract 2D/2E

Boring Location Map STA 130+00 to STA 150+00

FIGURESources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, 0 100 200 300

Feet

Pr oje ct

Ci ty:

(i

.e.

AT

L, DA

L, ro up i.e

. G

IS,

EN

V, WA

TE

R, TR

A, TR

A P

LA

NN

sa ve d b y:

JV

AZ

sa ve d d ate : A pri l 2

1, 6:3 1 P

M Fil e L oc ati on arc ad is-us .co m\ Of fic eD ata \D all as

-T X\.

LEGEND

Surveyed Boring

Previous Boring

Channel Centerline

Channel Bank Major Station

Appendix A

Boring Logs

Attachment A.1

Boring Logs

0.0

8.0

0.0

7.97.9

-0.1

7.9

5.9

3.9

1.9

-0.1

-2.1

-4.1

-6.1

FILL, clayey, medium plasticity, firm, few fine gravel-sized stone, dry, dark brown

At El. 4.9 Ft., high plasticity, tan gray brown

At El. 2.9 Ft., gray tan brown

CLAY, fat, high plasticity, firm, dry, brown gray (CH)

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

VERTICAL

OF

CB19-PN2D2E-L-01

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB19-PN2D2E-L-01

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Maycol Caban

Puerto Nuevo Main Channel Design

09-27-19

7.9 Ft.

73 %

-22.7 Ft. at time of drilling

NAD83

See Remarks

State Plane, PR/VI (U.S. Ft.)

X = 778,249 Y = 869,551

PRVD02

CME-55

Suelos / Geo Cim

98.2 Ft.

Jacksonville District

09-25-19

N/A

Armando Flores, Geotechnical Engineer

(Continued)

JUN 02

SAJ FORM 1836

30.0

-22.1

-8.1

-10.1

-12.1

-14.1

-16.1

-18.1

-20.1

-22.1

-24.1

-26.1

At El. -7.1 Ft., red gray

At El. -9.1 Ft., red-brown gray

At El. -11.1 Ft., brown gray

At El. -15.1 Ft., hard, trace fine-grained sand-sized sand, brown gray

At El. -17.1 Ft., firm, gray

At El. -19.1 Ft., hard, trace organics, no odor, tan gray

At El. -21.1 Ft., firm, few fine gravel-sized stone, trace silt, wet, brown gray

CLAY, lean, medium plasticity, firm, some silt, some clay, wet, gray tan (CL)

At El. -25.1 Ft., trace fine gravel-sized stone, little silt, some clay, gray brown-red

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.9 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,249 Y = 869,551

CB19-PN2D2E-L-01

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 6

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

36.0

42.0

44.0

46.0

50.0

54.0

-28.1

-34.1

-36.1

-38.1

-42.1

-46.1

-28.1

-30.1

-32.1

-34.1

-36.1

-38.1

-40.1

-42.1

-44.1

-46.1

At El. -27.1 Ft., few fine-grained sand-sized sand, little silt, brown gray

SAND, clayey, fine-grained sand-sized sand, medium dense, trace fine gravel-sized stone, little clay, wet, brown gray (SC)

At El. -31.1 Ft., brown

At El. -33.1 Ft., little clay, little silt

SAND, silty, fine-grained sand-sized sand, loose to medium dense, wet, brown (SM)

SILT, inorganic-L, low plasticity, firm, wet, brown (ML)

CLAY, lean, medium plasticity, firm to hard, little silt, wet, brown (CL)

At El. -41.1 Ft., hard, few fine-grained sand-sized sand, little silt

SAND, clayey, medium to fine-grained sand-sized sand, medium dense, wet, brown

(SC)

CLAY, fat, high plasticity, firm, wet, tan-brown black (CH)

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DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.9 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,249 Y = 869,551

CB19-PN2D2E-L-01

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 6

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

62.0

66.0

70.0

50/0.2'

50/0.4'

-54.1

-58.1

-62.1

-48.1

-50.1

-52.1

-54.1

-56.1

-58.1

-60.1

-62.1 -62.3

-64.1

-64.5

-66.1

At El. -51.1 Ft., brown

At El. -53.1 Ft., few silt

CLAY, lean, medium plasticity, firm, few medium to fine-grained sand-sized sand, wet, brown (CL)

At El. -57.1 Ft., trace limestone

SILT, inorganic-L, low plasticity, hard, few limestone, wet, brown (ML)

At El. -61.1 Ft., little limestone, light brown

LIMESTONE, very hard, weathered, little silt, little clay, wet, light gray

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DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.9 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,249 Y = 869,551

CB19-PN2D2E-L-01

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 6

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

50/0.2'

50/0.3'

76.0

78.0

82.0

84.0

86.0

88.0

50/0.4'

50/0.3'

50/0.4'

50/0.3'

-68.1

-70.1

-74.1

-76.1

-78.1

-80.1

70+

-68.1

-70.1

-72.1

-74.1

-75.4

-76.1

-76.5

-78.1

-80.1

-80.8

-82.1

-82.9

-84.1 -84.4

-86.1

-86.5

At El. -67.1 Ft., hard

CLAY, fat, high plasticity, hard, some limestone, wet, light brown (CH)

CLAY, lean, medium plasticity, very hard, little limestone, some silt, moist, brown-light brown (CL)

At El. -73.1 Ft., firm, trace limestone, trace medium to fine-grained sand-sized sand, little silt, wet, brown

SAND, silty, fine-grained sand-sized sand, very dense, wet, light brown (SM)

CLAY, lean, low plasticity, very hard, some limestone, wet, light brown-tan (CL)

CLAY, fat, high plasticity, very hard, trace limestone, wet, tan gray (CH)

SILT, inorganic-L, low plasticity, very hard, some limestone, wet, light gray (ML)

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RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.9 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,249 Y = 869,551

CB19-PN2D2E-L-01

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 6

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

-90.3

50/0.4'

98.2

96.0

50/0.2'

-88.1

-90.3

-88.1

-89.0

-90.1 -90.3

140# hammer w/30" drop used with 2.0' split spoon (1-3/8" I.D. x 2" O.D.).

Abbreviations:

NR = Not Recorded.

CLAY, lean, low plasticity, very hard, some limestone, wet, gray-light gray brown (CL)

At El. -90.2 Ft., some rock fragments, trace saprolite, weathered, moist, gray

NOTES:

1. USACE Jacksonville is the custodian for these original files.

2. Soils are field visually classified in accordance with the Unified Soils Classification System.

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DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.9 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,249 Y = 869,551

CB19-PN2D2E-L-01

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 6

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

0.0

8.0

0.0

7.77.7

-0.3

7.7

5.7

3.7

1.7

-0.3

-2.3

-4.3

-6.3

FILL, clayey, medium plasticity, firm, trace fine gravel-sized stone, dry, brown-tan

At El. 4.7 Ft., brown gray

CLAY, fat, high plasticity, firm, dry, gray brown (CH)

At El. -3.3 Ft., soft to firm, brown gray

At El. -5.3 Ft., firm, tan gray

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OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

VERTICAL

OF

CB19-PN2D2E-L-02

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB19-PN2D2E-L-02

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Maycol Caban

Puerto Nuevo Main Channel Design

09-23-19

7.7 Ft.

71 %

-16.3 Ft. at time of drilling

NAD83

See Remarks

State Plane, PR/VI (U.S. Ft.)

X = 778,272 Y = 869,234

PRVD02

CME-55

Suelos / Geo Cim

50.0 Ft.

Jacksonville District

09-23-19

N/A

Armando Flores, Geotechnical Engineer

(Continued)

JUN 02

SAJ FORM 1836

16.0

20.0

22.0

24.0

30.0

32.0

-8.3

-12.3

-14.3

-16.3

-22.3

-24.3

-8.3

-10.3

-12.3

-14.3

-16.3

-18.3

-20.3

-22.3

-24.3

-26.3

At El. -7.3 Ft., trace organics, no odor, wet, brown gray

SAND, clayey, fine-grained sand-sized sand, loose, dry, gray brown (SC)

At El. -11.3 Ft., medium dense

CLAY, fat, high plasticity, firm, little fine-grained sand-sized sand, dry, brown gray (CH)

SAND, clayey, fine-grained sand-sized sand, loose to medium dense, moist, brown gray

(SC)

CLAY, fat, high plasticity, firm, trace calcareous nodules, wet, brown-tan gray

(CH)

At El. -19.3 Ft., trace silt

At El. -21.3 Ft., hard, brown

SAND, clayey, fine-grained sand-sized sand, loose, trace silt, wet, brown (SC)

CLAY, fat, high plasticity, hard, few fine-grained sand-sized sand, wet, brown-tan gray (CH)

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DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.7 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,272 Y = 869,234

CB19-PN2D2E-L-02

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

-42.3

50/0.4'

50.0

42.0

44.0

48.0

-34.3

-36.3

-40.3

-42.3

-28.3

-30.3

-32.3

-34.3

-36.3

-38.3

-39.2

-40.3

140# hammer w/30" drop used with 2.0' split spoon (1-3/8" I.D. x 2" O.D.).

Abbreviations:

NR = Not Recorded.

At El. -27.3 Ft., firm, few fine-grained sand-sized sand, few silt, brown

At El. -29.3 Ft., tan brown-black

At El. -31.3 Ft., tan black

At El. -33.3 Ft., few limestone, tan-brown

SILT, inorganic-L, nonplastic, hard, some limestone, trace medium to fine-grained sand-sized sand, wet, tan-light gray (ML)

CLAY, lean, medium plasticity, hard, some silt, trace medium to fine gravel-sized stone, brown tan (CL)

At El. -39.3 Ft., very hard, tan brown

SILT, inorganic-L, low plasticity, very hard, some limestone, few clay, brown, light gray

(ML)

NOTES:

1. USACE Jacksonville is the custodian for these original files.

2. Soils are field visually classified in accordance with the Unified Soils Classification System.

3. Companion boring drilled a 5 feet away to collect 4 undisturbed sample from 9.0 to 11.5 feet depth for the first sample, 11.5 to 14.0 feet depth for the second sample, 36.0 to

38.5 feet depth for the third samples and

38.5 to 41.0 feet depth for the fourth sample.

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DEPTH

RQD

OR

UD

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LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.7 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,272 Y = 869,234

CB19-PN2D2E-L-02

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

Sample was collected with a 3 inch thin wall Shelby tube.

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Puerto Nuevo Main Channel Design

7.7 Ft.

State Plane, PR/VI (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 778,272 Y = 869,234

CB19-PN2D2E-L-02

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

PRVD02

JUN 02

SAJ FORM 1836-A

0.0

10.0

0.0

8.38.3

-1.7

8.3

6.3

4.3

2.3

0.3

-1.7

-3.7

-5.7

FILL, clayey, medium plasticity, firm, trace brick, dry, dark brown

At El. 5.3 Ft., trace coarse gravel-sized stone, trace brick, brown gray

At El. 3.3 Ft., high plasticity

At El. 1.3 Ft., brown tan

At El. -0.7 Ft., tan brown gray

CLAY, fat, high plasticity, firm, dry, gray brown (CH)

At El. -4.7 Ft., trace fine-grained sand-sized sand, brown dark gray

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REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

VERTICAL

OF

CB19-PN2D2E-L-03

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB19-PN2D2E-L-03

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Maycol Caban

Puerto Nuevo Main Channel Design

10-03-19

8.3 Ft.

72 %

-7.7 Ft. at time of drilling

NAD83

See Remarks

State Plane, PR/VI (U.S. Ft.)

X = 778,496 Y = 868,933

PRVD02

CME-55

Suelos / Geo Cim

99.2 Ft.

Jacksonville District

10-01-19

N/A

Armando Flores, Geotechnical Engineer

(Continued)

JUN 02

SAJ FORM 1836

16.0

22.0

24.0

26.0

28.0

32.0

-7.7

-13.7

-15.7

-17.7

-19.7

-23.7

-7.7

-9.7

-11.7

-13.7

-15.7

-17.7

-19.7

-21.7

-23.7

-25.7

At El. -6.7 Ft., few medium to fine-grained sand-sized sand, gray brown-brown gray

CLAY, lean, medium plasticity, firm, some fine gravel-sized stone, wet, brown gray

(CL)

At El. -10.7 Ft., hard, gray brown

At El. -12.7 Ft., firm, brown gray

CLAY, fat, high plasticity, hard, wet, brown gray (CH)

CLAY, lean, medium plasticity, hard, wet, brown (CL)

SAND, clayey, fine-grained sand-sized sand, medium dense, medium to low plasticity, wet, brown (SC)

CLAY, fat, high plasticity, hard, wet, brown

(CH)

CLAY, lean, medium to high plasticity, hard, some fine-grained sand-sized sand, wet, brown (CL)

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DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

B…