B.08.02 GDR.pdf

SECTION 00 31 32

Geotechnical Data Report for

Comprehensive Everglades Restoration Plan Picayune Strand Restoration Project Southwest Protection Feature Levee

Prepared by

Geosystems Branch

Engineering Division acksonville District Corps of Engineers

11 May 2020

Picayune Strand Restoration Project Southwest Protection Feature Levee Collier County, Florida

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 PROJECT BACKGROUND

3 CHARACTER OF MATERIALS

3.1 Regional Geology

3.2 Materials Encountered

4 DEFINITIONS

4.1 Definitions of Basic Terms

4.2 Current Logging Terms

4.3 Previous Logging Terms

4.4 Testing and Procedure Methods

5 GEOTECHNICAL DATA

5.1 Summary of Field Investigations

5.2 Summary of Index Testing Data

5.3 Boring Log Notes

5.4 Inspection of Recovered Materials

5.5 Boring Logs

5.6 Hand Auger Logs

5.7 Test Pit Logs

5.8 Core Boring Testing Data

5.9 Hand Auger Testing Data

5.10 Test Pit testing data

5.11 Constant Head Permeability Report

List of Tables

Table 1. Available Boring Data Table 2. Available Test Pit Data Table 3. Available Hand Auger Data………………………………………………..……………….… Table 4: Index Testing Available for this Project

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Field Investigations Plate 3. Location of Field Investigations Plate 4. Location of Field Investigations Plate 5. Location of Field Investigations Plate 6. Location of Field Investigations

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GEOTECHNICAL DATA REPORT

1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of borings and test pits. The associated boring logs, Hand Auger logs, Test Pit logs and laboratory data are presented in paragraphs 5.5, 5.6, 5.7, 5.8, 5.9 and 5.10, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing [both recent and] historical knowledge of the project area. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques.

Items discussed in the character of materials paragraph may not appear explicitly on the boring logs. Based on historic knowledge of the project area, the character of materials paragraph includes items that supplement the data documented by the boring logs. When reviewing the boring logs, use all of the data on the logs, including the materials description, legend, and blow counts. When evaluating the subsurface conditions, use all of the data, including the character of materials paragraph and boring logs.

During the solicitation period, any questions that pertain to the information provided in this section should be addressed to the contract specialist identified in Block 9 of SF1442. After contract award, questions should be addressed to the appointed ACO/COR, which will coordinate with Geotechnical Branch.

2 PROJECT BACKGROUND

The objective of the Picayune Strand Restoration Project (PSRP) Southwest protection feature (SWPF) is to prevent flooding of the farm lands located near the southwestern property boundaries of the Picayune Strand Restoration project lands. To accomplish this goal, a new levee is planned along the project boundary adjacent to these farm lands. This levee will feature an access road on the crest and an adjacent conveyance canal. The primary purpose of the conveyance canal excavation will be to provide fill materials for levee construction. The conveyance canal will also serve to convey stormwater, farm discharges, and levee seepage flows from north to south towards U.S. Highway 41, where the water can pass beneath the existing road into the Collier-Seminole State Park lands or along US 41 to other stormwater discharge locations.

Note that the seepage flows through and under the new levee are expected to be minimal.

Therefore, the majority of the water in the canal will be from rainfall events or farm discharges.

Hence, the canal will likely be dry during the historically dry months of the year.

The area where the proposed SWPF levee will be constructed is currently densely wooded seasonal wetlands. The average ground elevations in this area generally range from about El. 4.0

ft. NAVD88 to El. 6.5 ft. NAVD88. The design levee crest elevation will be El. 10.5 ft. NAVD88.

The levee crest will be 14 feet wide. The levee will be approximately 7.5 miles in length. One 2-barrel culvert structure (Culvert No. 3) is planned to be constructed under/through the new levee.

Two other culverts (Culverts No. 1 & 2) will be constructed under the portion of the southernmost access road that connects U.S. 41 to the beginning of the levee alignment. Culvert No. 3 will drain farm discharge water flows from the conveyance canal under the levee and into a small sump hole within the PSRP. Once the sump hole fills with water, the water will overflow and sheet flow into the PSRP lands.

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3 CHARACTER OF MATERIALS

3.1 REGIONAL GEOLOGY

The predominant formation in the PSRP region is the Pliocene Tamiami Formation. The top of the Tamiami formation is encountered from 0 to 10 feet above mean sea level (MSL) throughout the majority of Collier County. The majority of the land in the PSRP has a thin layer of surficial soil overlying vuggy limestone to well-cemented limestone strata. The surficial soils, where present, generally consist of topsoil, fine quartz sands, silty fine sands, and clayey fine sands.

3.2 MATERIALS ENCOUNTERED

The materials encountered are primarily a few inches to over 15 feet feet of unconsolidated soils consisting of fine sands, silty fine sand, clayey fine sands, silt, clay, peat, roots and organic material overlying massive, fossiliferous, vuggy limestone. The limestone does outcrop at the surface in some locations.

Access to the site for drilling was difficult due to the heavy brush and trees throughout. Mulch is present in areas as a result of clearing a line to get the drilling equipment in through the brush and trees. Due to a high water table, the area is under water during periods of heavy rain.

In 2013 twenty-five (25) SPT Core Borings (CP13-PS6L-CB-0001, 0004, 0010, 0015, 0019, and 0022 through 0041) were drilled by USACE and were driven using the Standard Penetration Test (SPT) procedure with a 140 pound hammer with a 30-inch drop using a 2.0 foot split spoon (1 3/8-inch I.D. and 2-inch O.D.). 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. When refusal was encountered, the borings were continued with a 4-inch by 5 1/2-inch diameter core barrel until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

In 2016 Radise drilled twenty-four (24) SPT borings (CP13-PS6L-CB-0002, 0003, 0005 through 0009, 0011 through 0014, 0016 through 0018, 0020, 0021, and 0042 through 0048). The SPT Borings were drilled with a track mounted drilling rig equipped with an automatic hammer. Borings were advanced to depths of 16 and 50 feet below the existing ground surface (BGS). Seven 50-feet deep borings were conducted at the piezometer well cluster locations. Additionally, fourteen 16-feet deep borings were conducted along the alignment of the levee and seepage collection canal footprint. Split spoon samples were taken at continuous intervals until the boring termination depths of 16 and 50 feet below the existing ground surface.

Borings CP13-PS6L-HA-0001 through 0025 and 0027 through 0040 were sampled with a Hand Auger. A total of thirty-nine (39), Hand Auger borings were drilled for this study to depths ranging from 0 to 6.8 feet below the existing ground surface. Hand Auger borings CP13-PS6L-HA-0001, HA-002, HA-004, HA-0005, HA-0012 through 0014, HA-0025, HA-0027 through HA-0031, HA-0033, HA-0035, and HA-0037 through HA-0040 were performed in 2013 by USACE. HA-0026 was not drilled. Hand Auger borings CP13-PS6L-0003, HA-0006,HA-0007 through HA-0011, HA-0015 through HA-0024, HA-0032, HA-0034 and HA-0036 were performed in 2016 by Radise. Hand Auger borings were advanced until auger refusal penetration occurred on top of the underlying upper cemented limestone layer. The Hand Auger borings were performed using manual Hand Auger equipment. Grab samples of soil were obtained at selected depths in each Hand Auger boring and placed in moisture proof containers for transportation to our laboratory. The depth at which groundwater was encountered was measured in each boring at the time of drilling. Following completion of the field drilling and testing activities, the shallow boreholes were backfilled with on-site soils.

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Test Pits C13-PS6L-TP-0007 through 0014 were excavated with a backhoe in 2013 by USACE.

Excavations range of 5 to 12 feet below ground surface. The Test Pits were excavated and logged at designated locations along the SWPF seepage canal alignment. The main purpose of the test pits was to identify potential sources and suitability of borrow material for the construction of the proposed embankments. Test pits were excavated using a small, low ground pressure rubber-tired excavator. Test pits were advanced though the surficial soils to the surface of the underlying bedrock for visual inspection and geotechnical classification of the encountered soils overlying the cemented limestone layer.

Test Pits CP13-PS6L-TP-0001 through 0006 were excavated in 2016 by Radise ranging from 0.25-4 feet below ground surface. The Test Pits were excavated and logged at designated locations along the SWPF seepage canal alignment. The main purpose of the test pits was to identify potential sources and suitability of borrow material for the construction of the proposed embankments. Test Pits were excavated using a small, low ground pressure rubber-tired excavator. Test Pits were advanced though the surficial soils to the surface of the underlying bedrock for visual inspection and geotechnical classification of the encountered soils overlying the cemented limestone layer.

4 DEFINITIONS

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

4.1 DEFINITIONS OF BASIC TERMS

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.

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.

4.2 CURRENT LOGGING TERMS

Definition of terms used on boring logs dated since 2000:

Banded - 0.02' (6 mm) to 0.1' (3.0 cm).

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-Sized – 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 3/4 of an inch in diameter.

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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.

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.

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).

Unweathered - No evidence of any mechanical or chemical alteration.

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.

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.

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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.

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

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 Methods (Minimum 4) 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 Field (Set of 6) ASTM C31 Making and Curing Concrete Test Specimens in the Lab (Set of 4) 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

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Test/Procedure Method 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 Triaxial Compression Test for Rock with Strain Gages or LVDTs (per confining pressure) ASTM D2664

Triaxial compression: Consolidated Undrained (CU) Triaxial Compression Test R Test with Pore Pressure Measurements (per confining pressure)

ASTM D4767

Triaxial compression: Unconsolidated Undrained (UU) Triaxial Compression Test Q Test with Pore Pressure Measurements (per confining pressure)

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 Rock up to 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

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5 GEOTECHNICAL DATA

5.1 SUMMARY OF FIELD INVESTIGATIONS

The tables below summarizes the field investigations data set available for this project.

Table 1. Available Boring Data

Designation State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

CP13-PS6L-CB-0001 455036 630419 Picayune Strand SWPF CP13-PS6L-CB-0002 455992 630407 Picayune Strand SWPF CP13-PS6L-CB-0003 456941 630384 Picayune Strand SWPF CP13-PS6L-CB-0004 457871 630401 Picayune Strand SWPF CP13-PS6L-CB-0005 458816 630396 Picayune Strand SWPF CP13-PS6L-CB-0006 459755 630399 Picayune Strand SWPF CP13-PS6L-CB-0007 460645 630345 Picayune Strand SWPF CP13-PS6L-CB-0008 460688 629222 Picayune Strand SWPF CP13-PS6L-CB-0009 460685 628135 Picayune Strand SWPF CP13-PS6L-CB-0010 460688 627063 Picayune Strand SWPF CP13-PS6L-CB-0011 460683 625979 Picayune Strand SWPF CP13-PS6L-CB-0012 460718 624852 Picayune Strand SWPF CP13-PS6L-CB-0013 461564 624836 Picayune Strand SWPF CP13-PS6L-CB-0014 462394 624839 Picayune Strand SWPF CP13-PS6L-CB-0015 463223 624845 Picayune Strand SWPF CP13-PS6L-CB-0016 463216 623941 Picayune Strand SWPF CP13-PS6L-CB-0017 463170 623068 Picayune Strand SWPF CP13-PS6L-CB-0018 463173 622164 Picayune Strand SWPF CP13-PS6L-CB-0019 464288 622141 Picayune Strand SWPF CP13-PS6L-CB-0020 464271 621037 Picayune Strand SWPF CP13-PS6L-CB-0021 464242 619981 Picayune Strand SWPF CP13-PS6L-CB-0022 464241 619983 Picayune Strand SWPF CP13-PS6L-CB-0023 463016 618856 Picayune Strand SWPF CP13-PS6L-CB-0024 462990 617770 Picayune Strand SWPF CP13-PS6L-CB-0025 462993 616673 Picayune Strand SWPF CP13-PS6L-CB-0026 463000 615583 Picayune Strand SWPF CP13-PS6L-CB-0027 463004 614481 Picayune Strand SWPF CP13-PS6L-CB-0028 462960 613388 Picayune Strand SWPF CP13-PS6L-CB-0029 462106 613337 Picayune Strand SWPF CP13-PS6L-CB-0030 461190 613359 Picayune Strand SWPF CP13-PS6L-CB-0031 460329 613327 Picayune Strand SWPF CP13-PS6L-CB-0032 460345 612442 Picayune Strand SWPF CP13-PS6L-CB-0033 460374 611549 Picayune Strand SWPF CP19-PS6L-CB-0034 460350 610677 Picayune Strand SWPF CP13-PS6L-CB-0035 459451 610805 Picayune Strand SWPF CP13-PS6L-CB-0036 458504 610645 Picayune Strand SWPF CP13-PS6L-CB-0037 457575 610632 Picayune Strand SWPF CP13-PS6L-CB-0038 457565 609879 Picayune Strand SWPF CP13-PS6L-CB-0039 457553 608902 Picayune Strand SWPF CP13-PS6L-CB-0040 457543 608066 Picayune Strand SWPF CP13-PS6L-CB-0041 456479 608034 Picayune Strand SWPF

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Designation State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

CP13-PS6L-CB-0042 460637 629767 Picayune Strand SWPF CP13-PS6L-CB-0043 463102 622505 Picayune Strand SWPF CP13-PS6L-CB-0044 463610 618892 Picayune Strand SWPF CP13-PS6L-CB-0045 462965 613921 Picayune Strand SWPF CP13-PS6L-CB-0046 463009 616404 Picayune Strand SWPF CP13-PS6L-CB-0047 460391 612668 Picayune Strand SWPF CP13-PS6L-CB-0048 457548 610022 Picayune Strand SWPF

* Coordinates presented correspond to the project coordinate system and datum

Table 2. Available Test Pit Data

Designation State Plane, FL-East, NAD83 Project Location X Y CP13-PS6L-TP-0001 456940 630354 Picayune Strand SWPF

CP13-PS6L-TP-0002 458814 630347 Picayune Strand SWPF

CP13-PS6L-TP-0003 460691 628682 Picayune Strand SWPF

CP13-PS6L-TP-0004 460687 626524 Picayune Strand SWPF

CP13-PS6L-TP-0005 461960 624807 Picayune Strand SWPF

CP13-PS6L-TP-0006 463139 623503 Picayune Strand SWPF CP13-PS6L-TP-0007 464210 620510 Picayune Strand SWPF CP13-PS6L-TP-0008 462938 617190 Picayune Strand SWPF CP13-PS6L-TP-0009 462958 615030 Picayune Strand SWPF CP13-PS6L-TP-0010 461607 613386 Picayune Strand SWPF CP13-PS6L-TP-0011 460323 612036 Picayune Strand SWPF CP13-PS6L-TP-0012 459000 610669 Picayune Strand SWPF CP13-PS6L-TP-0013 457523 609356 Picayune Strand SWPF CP13-PS6L-TP-0014 456479 608081 Picayune Strand SWPF

* Coordinates presented correspond to the project coordinate system and datum

Table 3. Available Hand Auger Data

Designation State Plane, FL-East, NAD83 Project Location X Y CP13-PS6L-HA-0001 455507 630416 Picayune Strand SWPF CP13-PS6L-HA-0002 456452 630409 Picayune Strand SWPF CP13-PS6L-HA-0003 457397 630403 Picayune Strand SWPF CP13-PS6L-HA-0004 458342 630398 Picayune Strand SWPF CP13-PS6L-HA-0005 459287 630394 Picayune Strand SWPF CP13-PS6L-HA-0006 460232 630390 Picayune Strand SWPF CP13-PS6L-HA-0007 460688 629762 Picayune Strand SWPF CP13-PS6L-HA-0008 460688 628682 Picayune Strand SWPF CP13-PS6L-HA-0009 460688 627603 Picayune Strand SWPF CP13-PS6L-HA-0010 460688 626524 Picayune Strand SWPF CP13-PS6L-HA-0011 460688 625445 Picayune Strand SWPF

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Designation State Plane, FL-East, NAD83 Project Location X Y CP13-PS6L-HA-0012 461130 624832 Picayune Strand SWPF CP13-PS6L-HA-0013 461970 624850 Picayune Strand SWPF CP13-PS6L-HA-0014 462810 624868 Picayune Strand SWPF CP13-PS6L-HA-0015 463236 624407 Picayune Strand SWPF CP13-PS6L-HA-0016 463200 623517 Picayune Strand SWPF CP13-PS6L-HA-0017 463165 622628 Picayune Strand SWPF CP13-PS6L-HA-0018 463738 622166 Picayune Strand SWPF CP13-PS6L-HA-0019 464298 621601 Picayune Strand SWPF CP13-PS6L-HA-0020 464259 620522 Picayune Strand SWPF CP13-PS6L-HA-0021 464220 619443 Picayune Strand SWPF CP13-PS6L-HA-0022 463593 618883 Picayune Strand SWPF CP13-PS6L-HA-0023 462987 618318 Picayune Strand SWPF CP13-PS6L-HA-0024 462990 617222 Picayune Strand SWPF CP13-PS6L-HA-0025 462994 616124 Picayune Strand SWPF CP13-PS6L-HA-0027 463001 613931 Picayune Strand SWPF CP13-PS6L-HA-0028 462544 613361 Picayune Strand SWPF CP13-PS6L-HA-0029 461667 613355 Picayune Strand SWPF CP13-PS6L-HA-0030 460789 613349 Picayune Strand SWPF CP13-PS6L-HA-0031 460339 612878 Picayune Strand SWPF CP13-PS6L-HA-0032 460358 612002 Picayune Strand SWPF CP13-PS6L-HA-0033 460376 611125 Picayune Strand SWPF CP13-PS6L-HA-0034 459925 610657 Picayune Strand SWPF CP13-PS6L-HA-0035 458991 610659 Picayune Strand SWPF CP13-PS6L-HA-0036 458011 610484 Picayune Strand SWPF CP13-PS6L-HA-0037 457545 610228 Picayune Strand SWPF CP13-PS6L-HA-0038 457555 609346 Picayune Strand SWPF CP13-PS6L-HA-0039 457565 608465 Picayune Strand SWPF CP13-PS6L-HA-0040 457012 608035 Picayune Strand SWPF

* Coordinates presented correspond to the project coordinate system and datum

* CP13-PS6L-HA-0026 was not drilled

5.2 SUMMARY OF INDEX TESTING DATA

The table below summarizes the index testing available for this project.

Table 4: Index Testing Available for this Project

Boring Designation

Sample Designation USCS LL PL PI Org

% wn Munsell #200

CB-0001 1.5-3’ SP - - - - 19.4 2.5Y 8/2

CB-0001 12-13.5” SM - - - - 28.3 2.5Y 8/1

CB-0002 0-2' SP - - - - 7.1 -

CB-0002 4.7-6' SP-SC 25 16.6 8.4 4.3 17.4 -

CB-0003 2-4' SP - - - - 23 2.2

CB-0003 4-5' SP - - - 2.4 27.3 -

CB-0004 3-4’ SP - - - - 18.1 2.5Y 6/3

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Boring

Sample Designation USCS LL PL PI Org

% wn Munsell #200

CB-0004 12-13.5 SM - - - - 21.6 2.5Y 8/1

CB-0005 0-2' SP - - - - 9.9 2.5

CB-0005 2-4' SC-SM 21 14.8 6.2 - 25.8 -

CB-0005 4-5' SM 20 NP NA - 22 -

CB-0006 0-2' SP - - - - 18.9 3.1

CB-0006 4-6' SP - - - 1.0 20.2 -

CB-0006 6-8' SC 24 16.4 7.6 - 20.9 -

CB-0006 8-10' SP-SM - - - 1.8 20.4 -

CB-0007 0-2' SP - - - - 19 2.3

CB-0007 4-6' SM - - - 0.8 11.4 -

CB-0007 10-12' SC 26 13.5 12.5 - 21.6 -

CB-0007 12-14' SC-SM 24 17 7 - 19.2 -

CB-0008 4-6' SP - - - - 23.7 2.8

CB-0008 6-8' SP-SC 20.2 13.5 6.7 - 19 -

CB-0009 4-6' SP-SM - - - - 19.9 8.4

CB-0009 6-8' SP-SM - - - 1.1 19.3 -

CB-0010 0-1.5’ SP - - - 4 39.9 2.5Y 3/2

CB-0010 6-6.5” SP-SM - - - 19.2 2.5 6/4

CB-0011 6-8' SC 23.8 23.8 9.5 - 26.1 -

CB-0012 2-4' SP - - - - 20.7 2.6

CB-0012 6-8' SM - - - 1.6 23.2 -

CB-0012 8-10' SM 17 17 NA - 21.8 -

CB-0013 0-2' SP - - - - 11.5 2.4

CB-0013 4-6' SM - - - - 21 -

CB-0013 6-8' SM 18.9 18.9 NA - 27.9 -

CB-0014 0-2' SP - - - - 12.8 2.4

CB-0014 4-6' SP - - - 0.1 21.3 -

CB-0014 6-8' SM 23 23 8 2.1 22.8 -

CB-0015 3-4.5’ SP-SM - - - 3 18.5 2.5Y 4/2

CB-0016 4-5' SM 20.2 20.2 NA - 20.7 -

CB-0017 2-4' SM - - - - 17.7 17.6

CB-0018 2-4' SP - - - 3.4 24.4 -

CB-0018 4-6' SP-SC 24 24 7 - 21.5 -

CB-0019 4.5-6’ SP-SM - - - - 21.0 2.5 7/1

CB-0020 10-12' SC 24 24 10.5 - 22.4 -

CB-0021 0-2' SP - - - - 18.5 4.4

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Sample Designation USCS LL PL PI Org

% wn Munsell #200

CB-0021 6-8' SP-SM - - - - 19.3 -

CB-0021 8-10' SM 21 21 NA - 11.2 -

CB-0021 10-12' SC 24 24 7.9 - 17.6 -

CB-0022 3-4.5’ SP-SM - - - - 19.2 2.5Y 5/2

CB-0022 9-10.5’ SC - - - - 17.6 2.5Y 6/2

CB-0023 0-1.5’ SP - - - - 44.3 2.5Y 4/1

CB-0023 3-4.5’ SP-SM - - - - 19.1 2.5Y 7/2

CB-0024 4.5-6’ SP-SM - - - - 18.6 2.5Y 6/2

CB-0024 9-10.5’ SC - - - - 17.6 2.5Y 7/1

CB-0024 13.5-15’ SC - - - - 28.8 2.5Y 7/1

CB-0025 3-4.5’ SP - - - - 21.0 2.5Y 6/3

CB-0026 1.5-3’ SP - - - - 22.7 2.5Y 6/6

CB-0026 4.5-6’ SP-SM - - - - 22.6 2.5Y 5/2

CB-0027 1.5-3’ SM - - - - 23.6 10Y 5/1

CB-0028 6-7.5’ SC 31 21 10 - 20.7 2.5Y 5/3

CB-0028 13.5-15’ SC 65 26 39 - 44.4 10Y 7/1

CB-0029 4.5-6’ SP 0 0 NP - 20.2 10Y 6/1

CB-0029 7.5-9’ SC 45 21 24 - 22.5 5GY 6/1

CB-0030 6-7.5’ SC 26 19 7 - 20.4 5GY 6/1

CB-0031 3-4.5’ SP - - - 2 19.8 2.5Y 3/2

CB-0031 7.5-9’ SP-SC - - - - 26.3 2.5Y 4/1

CB-0032 1.5-3’ SP - - - 0 19.1 2.5Y 7/2

CB-0033 4.5-6’ SP-SM - - - - 34.5 2.5Y 4/1

CB-0033 9-10.5’ SM - - - - 19.2 10Y 7/1

CB-0034 9-10.5’ SC 27 18 9 - 22.2 2.5Y 4/2

CB-0035 3-4.5’ SP 10YR 2/2

CB-0036 7.5-9 SM - - - - - 5Y 6/2

CB-0037 1.5-3’ SP - - - - 23.3 5Y 6/1

CB-0037 10.5-12’ SM - - - - 16.7 5Y 6/2

CB-0038 3-4.5’ SP - - - - 21.0 5Y 7/2

CB-0038 9-10.5’ SM 0 0 NP - 18.8 5Y 7/1

CB-0039 1.5-3’ SP - - - - 21.8 2.5Y 6/4

CB-0039 9-10.5’ SC 30 15 15 - 16.9 2.5Y 6/3

CB-0039 12-13.5’ SC - - - - - 2.5Y 8/3

CB-0040 6-7.5’ SC - - - - 21.9 2.5Y 8/3

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Sample Designation USCS LL PL PI Org

% wn Munsell #200

CB-0040 10.5-12’ SC 31 14 17 - 16.8 2.5Y 7/1

CB-0041 1.5-3’ SP - - - - 27.0 2.5Y 4/3

CB-0041 10.5-12’ SC - - - - 17.7 2.5Y 7/2

CB-0042 0-2' SP - - - 0.9 18.5 -

CB-0042 2-4' SP - - - 0.2 21.3 2.6

CB-0042 10-12' SM - - - - 19.4 -

CB-0042 12-14' SM 17 NP NA - 18.5 -

CB-0043 0-2' SP - - - 0.2 4.3 -

CB-0043 4-6' SM - - - - 20.3 12.2

CB-0043 6-8' SM 16 NP NA - 20 -

CB-0043 8-10' SM - - - - 22.2 -

CB-0044 0-2' SP - - - 0.8 19.8 1.5

CB-0044 8-10' SM 16 NP NA - 17.1 -

CB-0045 0-2' SP - - - 1.6 32.9 -

CB-0045 2-4' SP - - - - 21.2 2.4

CB-0045 4-6' SM - - - - 22 -

CB-0045 6-8' SM - - - - 21.1 -

CB-0046 4-6' SM - - - 0.3 17.3 -

CB-0046 6-8' SM - - - - 14.3 -

CB-0046 10-12' SC 50 14.7 35.3 - 25 -

CB-0047 0-2' SP - - - - 16.4 2.0

CB-0047 4- 6' SP-SM 21 NP NA 0.8 18.3 -

CB-0047 6-8' SP-SM - - - - 21 -

CB-0048 0-2' SP - - - - 21.9 2.2

CB-0048 2-4' SP - - - - 21.4 3.0

CB-0048 6-8' SP - - - - 20.7 3.9

CB-0048 8-10' SC 23 14.8 8.2 - 17.5 -

CB-0048 10-12' SM 19 NP NA - 22 -

HA-0001 1.3-1.6’ SP - - - 4 0.4 2.5Y 8/2

HA-0002 1.5-2’ SP - - - - 3.2 2.5Y 8/1

HA-0003 0-2' SP - - - 0.1 17.4 1.8

HA-0003 3-6.5' SP-SM - - - - 21.3 11.4

HA-0004 3.2-3.7’ SC 53 22 31 - 44.6 2.5Y 3/2

HA-0004 6.5-6.8’ SM - - - - 36.5 2.5Y 6/2

HA-0005 1.3-1.6’ SP - - - - 4.8 2.5Y 5/6

HA-0006 0-2.5' SP - - - 0.4 6.8 1.7

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Sample Designation USCS LL PL PI Org

% wn Munsell #200

HA-0006 3.5-7.5' SP - - - - 21 1.6

HA-0007 2-3.5' SP - - - 0.1 23 1.8

HA-0007 3.5-7' SP - - - - 23.1 -

HA-0008 0-1.5' SP - - - 0.6 25.2 -

HA-0009 5-5.8' SP-SM - - - 1.2 21.9 11.7

HA-0010 0-0.8' SP - - - 2.6 35.6 -

HA-0011 0-3' SP - - - 0.1 21.1 1.3

HA-0011 5-5.5' SM 16 NP NA - 19.7 12.2

HA-0012 0.6-1.1’ SP - - - - 6.6 2.5Y 5/6

HA-0012 2.8-3.1’ SP - - - - 19.8 2.5Y 8/2

HA-0013 1.3-1.6’ SP - - - - 7.2 2.5Y 6/1

HA-0014 1.3-1.7’ SP - - - - 6.2 2.5Y 8/2 -

HA-0015 2.5-5.75' SP - - - 2.4 20.7 -

HA-0016 4-4.5' SP-SM 18 NP NA - 17.3 -

HA-0017 2.5-3.8' SP - - - 2.7 24 -

HA-0018 0-2.5' SP - - - 0.7 12 3.3

HA-0018 2.5-5.5' SP - - - - 17.8 1.8

HA-0019 2-5' SM - - - - 15.3 -

HA-0020 0-3.5' SP - - - - 20.8 1.5

HA-0020 3.5-6.5' SP - - - - 20.7 1.2

HA-0021 5.5-7' SP-SM 19 NP NA - 20.8 -

HA-0022 0-4' SP - - - - 21.7 2.2

HA-0022 4-6' SP - - - - 21.9 1.9

HA-0023 0-2.5' SP - - - - 19.1 2.7

HA-0023 2.5-4' SP - - - - 19.3 1.8

HA-0024 0-2' SP - - - - 16.3 3.6

HA-0024 3.2-4.5' SP - - - - 21.4 1.7

HA-0025 2.4-2.7’ SP - - - - 20.5 2.5Y 7/2

HA-0027 0-3.5’ SP - - - - 21.6 2.5Y 7/3

HA-0028 1.3-1.8’ SP - - - - 35.1 2.5Y 5/6

HA-0029 2.5-3’ SP - - - - 23.0 2.5Y 5/2

HA-0030 3.5-4.0’ SP - - - - 24.0 2.5Y 6/1

HA-0031 3-3.3’ SP - - - - 22.5 2.5Y 3/1

HA-0032 4.5'-6.5' SP-SC 21 15 6 - 21.7 -

HA-0035 2-2.7’ SP - - - - 21.9 2.5Y 3/1

HA-0040 2.4-3.4’ SP - - - - 20.3 10Y 5/1

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Sample Designation USCS LL PL PI Org

% wn Munsell #200

HA-0040 3.8-4.3’ SP - - - - 17.1 2.5Y 3/1

TP-0001 0.25-3.5' SP - - - 0.8 13.5 3.3

TP-0002 0.2-4' SP - - - 0.5 6.5 1.9

TP-0003 5-5.6' SP-SM 16.3 NP NA 0.8 24 5.6

TP-0004 0.4-4' SP - - - 0.2 11.9 1.2

TP-0005 0.3-4' SP - - - 0.2 13.3 1.6

TP-0006 1.3-4' SP - - - 0.1 15 1.3

TP-0007 6-12’ SC - - - - 19.2 10YR 4/3

TP-0008 3-6’ SP - - - - 22.8 10YR 6/8

TP-0009 1.3-7.5’ SP - - - - 21.7 10YR 6/3

TP-0010 3-6’ SP - - - 1 21.3 10YR 3/1

TP-0011 0-6.2’ SP-SM - - - - 25.2 10YR 6/1

TP-0012 0-6.2’ SP - - - - 14.5 10YR 6/1

TP-0014 0.8-5’ SP - - - 1 21.9 10YR 5/1

USCS: Unified Soil Classification System; LL: liquid limit; PL: plastic limit; PI: Plastic Index; Org %: Organic Content; wn: moisture content; Gs: specific gravity; #200 : Percent passing # 200 sieve size

5.3 BORING LOG NOTES

Borings CP13-PS6L-CB-0001, 0004, 0010, 0015, 0019, and 0022 through 0041 were drilled in 2013 and were driven using the Standard Penetration Test (SPT) procedure with a 140 pound hammer with a 30-inch drop using a 2.0 foot split spoon (1 3/8-inch I.D. and 2-inch O.D.). 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.

When refusal was encountered, the borings were continued with a 4-inch by 5 1/2-inch diameter core barrel until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

Borings CP13-PS6L-CB-0002, 0003, 0005 through 0009, 0011 through 0014, 0016 through 0018, 0020, 0021, and 0042 through 0048 were drilled in 2016. The SPT borings were drilled with a track mounted drilling rig equipped with an automatic hammer. Borings were advanced to depths of 16 and 50 feet below the existing ground surface (BGS). Seven 50-feet deep borings were conducted at the piezometer well cluster locations. Additionally, fourteen 16-feet deep borings were conducted along the alignment of the levee and seepage collection canal footprint. Split spoon samples were taken at continuous intervals until the boring termination depths of 16 and 50 feet below the existing ground surface.

Test pits C13-PS6L-TP-0007 through 0014 were excavated with a backhoe in 2013 to a range of 5 to 12 feet below ground surface. The test pits were excavated and logged at designated locations along the SWPF seepage canal alignment. The main purpose of the test pits was to identify potential sources and suitability of borrow material for the construction of the proposed embankments. Test pits were excavated using a small, low ground pressure rubber-tired

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00 31 32 Page 16 excavator. Test pits were advanced though the surficial soils to the surface of the underlying bedrock for visual inspection and geotechnical classification of the encountered soils overlying the cemented limestone layer.

Test pits CP13-PS6L-TP-0001 through 0006 were excavated in 2016 ranging from 0.25-4 feet below ground surface. The test pits were excavated and logged at designated locations along the SWPF seepage canal alignment. The main purpose of the test pits was to identify potential sources and suitability of borrow material for the construction of the proposed embankments. Test pits were excavated using a small, low ground pressure rubber-tired excavator. Test pits were advanced though the surficial soils to the surface of the underlying bedrock for visual inspection and geotechnical classification of the encountered soils overlying the cemented limestone layer.

Borings CP13-PS6L-HA-0001 through 0025 and 0027 through 0040 were sampled with a Hand Auger. A total of thirty-nine (39), Hand Auger borings were drilled for this study to depths ranging from 0 to 6.8 feet below the existing ground surface. Hand Auger borings CP13-PS6L-HA-0001, HA-002, HA-004, HA-0005, HA-0012 through 0014, HA-0025, HA-0027 through HA-0031, HA-0033, HA-0035, and HA-0037 through HA-0040 were performed in 2013 by USACE. HA-0026 was not drilled. Hand Auger borings CP13-PS6L-0003, HA-0006,HA-0007 through HA-0011, HA-0015 through HA-0024, HA-0032, HA-0034 and HA-0036 were performed in 2016 by Radise.

Hand auger borings were advanced until auger refusal penetration occurred on top of the underlying upper cemented limestone layer. The auger borings were performed using manual hand auger equipment. Grab samples of soil were obtained at selected depths in each hand auger boring and placed in moisture proof containers for transportation to our laboratory. The depth at which groundwater was encountered was measured in each boring at the time of drilling.

Following completion of the field drilling and testing activities, the shallow boreholes were backfilled with on-site soils.

5.4 INSPECTION OF RECOVERED MATERIALS

The material recovered from borings marked with a checkmark in Table 1 is available for inspection by prospective offerors at the Corps of Engineers District warehouse. The address and hours of operation for the warehouse are listed below:

Address:

Hours:

3077 Talleyrand Avenue Jacksonville, 32206 Florida 7:00 am to 2:30 pm

The recovered materials will be available for inspection during normal business hours as noted above, except Federal holidays, during the entire bid period. Prospective offerors shall notify the project geologist at (904) 232-3750 or Chief, Geology and Explorations Section at 904-232-1617 at least four (4) working days before the visit.

The following information will be required to schedule the visit:

(1) Project title;

(2) Specific borings or entire set which are to be viewed;

(3) Date, time, and duration of the visit;

(4) Name of the person(s) and company to view the borings; and

(5) Point of contact and phone number regarding the visit.

Prospective offerors shall record their material examination visit in a record book maintained at the inspection site.

It is strongly suggested that prospective offerors view the samples before submitting their bid.

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DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

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Plate 6

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ED ED

ED

ED

!H !H

!H

!H !H !H !H !H

!H

!H

!H

!H

CP13-PS6L-HA-0009

CP13-PS6L-HA-0008

CP13-PS6L-HA-0007

C P1

3-

PS

6L -H

A -0

C P1

3-

PS

6L -H

A -0

C P1

3-

PS

6L -H

A -0

C P1

3-

PS

6L -H

A -0

C P1

3-

PS

6L -H

A -0

C P1

3-

PS

6L -H

A -0

CP13-PS6L-CB-0010

C P1

3-

PS

6L -C

B -0

C P1

3-

PS

6L -C

B -0

CP13-PS6L-CB-0042

CP13-PS6L-CB-0009

CP13-PS6L-CB-0008

C P1

3-

PS

6L -C

B -0

C P1

3-

PS

6L -C

B -0

C P1

3-

PS

6L -C

B -0

C P1

3-

PS

6L -C

B -0

C P1

3-

PS

6L -C

B -0

CP13-PS6L-TP-0003

CP

-P S6

L-

TP

-0

CP

-P S6

L-

TP

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GEOTECHNICAL

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LOCATIONS

DEPARTMENT OF THE ARMY

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CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

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ED Test Pit

!H Core Boring

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ED

!H

!H

!H

!H

ED

!H

!H

!H !H !H

!H

!H

!H

!H

!H

!H

!H

CP13-PS6L-CB-0011

CP13-PS6L-HA-0020

CP13-PS6L-HA-0019

C

P13-PS6L-H

A -0018

CP13-PS6L-HA-0017

CP13-PS6L-HA-0016

CP13-PS6L-HA-0015

C

P13-PS6L-H

A -0014

C

P13-PS6L-H

A -0013

C

P13-PS6L-H

A -0012

CP13-PS6L-HA-0011

CP13-PS6L-HA-0010

CP13-PS6L-TP-0007

CP13-PS6L-CB-0022

CP13-PS6L-CB-0019

C913-PS6L-CB-0015

CP13-PS6L-CB-0043

CP13-PS6L-CB-0020

CP13-PS6L-CB-0018

CP13-PS6L-CB-0017

CP13-PS6L-CB-0016

C

P13-PS6L-C

B -0014

C

P13-PS6L-C

B -0013

C

P13-PS6L-C

B

-0012 CP13-PS6L-TP-0006

C

P13-PS6L-TP-0005

CP13-PS6L-TP-0004

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Legend Geotechnical Samples &< Hand Auger

ED Test Pit

!H Core Boring

Levee Alignment ¯

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JACKSONVILLE, FLORIDA

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!H

!H

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ED

ED

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CP13-PS6L-HA-0026

CP13-PS6L-HA-0025

CP13-PS6L-HA-0024

CP13-PS6L-HA-0023

C P1

3-

PS

6L -H

A -0

CP13-PS6L-HA-0021

CP13-PS6L-HA-0020

CP13-PS6L-TP-0009

CP13-PS6L-TP-0008

CP13-PS6L-TP-0007

CP13-PS6L-CB-0026

CP13-PS6L-CB-0025

CP13-PS6L-CB-0024

C P1

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PS

6L -C

B -0

CP13-PS6L-CB-0022

CP13-PS6L-CB-0046

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CP13-PS6L-CB-0021

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JACKSONVILLE, FLORIDA

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!H!H!H!H

!H

!H

!H

ED

ED

ED

!H

!H

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CP13-PS6L-HA-0035

CP13-PS6L-HA-0033

CP13-PS6L-HA-0032

CP13-PS6L-HA-0031

CP

-P S6

L-

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CP

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CP

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L-

HA

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CP13-PS6L-HA-0027

CP13-PS6L-TP-0011

CP

-P S6

L-

TP

-0

CP13-PS6L-TP-0009

CP13-PS6L-CB-0035

CP13-PS6L-CB-0033

CP13-PS6L-CB-0032

CP

-P S6

L-

CB

-0

CP

-P S6

L-

CB

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CP13-PS6L-CB-0028

CP13-PS6L-CB-0027

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CP13-PS6L-CB-0047

CP13-PS6L-CB-0045

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DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

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!H

!H!H

!H

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C

P13-PS6L-H

A -0040

CP13-PS6L-HA-0039

CP13-PS6L-HA-0038

CP13-PS6L-HA-0037

C

P13-PS6L-H

A -0036

C

P13-PS6L-H

A -0035

C

P13-PS6L-H

A -0034

CP13-PS6L-HA-0033

C

P13-PS6L-TP-0014

CP13-PS6L-TP-0013

C

P13-PS6L-TP-0012

C

P13-PS6L-C

B -0041

C

P13-PS6L-C

B -0040

CP13-PS6L-CB-0039

CP13-PS6L-CB-0038

CP13-PS6L-CB-0037

C

P13-PS6L-C

B -0035

CP19-PS6L-CB-0034

C

P13-PS6L-C

B -0036

CP13-PS6L-CB-0048

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DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

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ED Test Pit

!H Core Boring

Levee Alignment

Picayune Strand Restoration Project Southwest Protection Feature Levee

00 31 32 Page 23

5.5 BORING LOGS

Applicable boring logs are presented on the following pages.

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 of their offer.

Picayune Strand Restoration Project Southwest Protection Feature Levee

00 31 32 Page 24

50+/0.1'

RQD

RQD

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring

PQ

DT = 14 mins HP = 175 psi

PQ

DT = 10 mins HP = 175 psi

SPT Sampler

SPT Sampler

SPT Sampler

SAND, poorly-graded, mostly fine to medium-grained sand-sized quartz, trace organic matter, 5Y 4/2 olive gray (SP)

At 1.5 Ft., discontinue organic matter, 10YR 7/3 very pale brown

At 4.1 Ft., limestone fragments

LIMESTONE, fossiliferous, hard, moderately weathered, vuggy, gray

SAND, silty (SM)

15.0

0.0

4.7

12.0

0.0

M od er at el y

W ea th er ed

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

INCLINED

DIVISION INSTALLATION

VERTICAL

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

VERTICAL

OF

CP13-PS6L-CB-0001

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CP13-PS6L-CB-0001

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

NAD83

See Remarks

State Plane, FLE (U.S. Ft.)

X = 455,036 Y = 630,419

NAVD88

Failing 314

Depth -0.5 Ft.

N/A

Corps of Engineers - CESAM

15.0 Ft.

Jacksonville District

07-13-13

South Atlantic

N/A

Charlie Brown

Picayune Strand Restoration Project - 6L's Protection Features

6L's Protection Features

07-13-13

Not Determined

60 %

John Baehr, Geologist

SAJ FORM 1836

JUN 02

(Continued)

Picayune Strand Restoration Project Southwest Protection Feature Levee

00 31 32 Page 25

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. Borehole backfilled with 3 bags of cement.

4. Constant Head Test = 13.04 gallons/min Open Hole 4.0 to 15.0 ft

5. Negative ground water elevation value denotes water level in feet above existing ground at time of drilling.

6. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

2 1.5/15.0 SP*

5 12.0/15.0 SM*

*Lab visual classification based on gradation curve

SAMPLE LABORATORY

DEPTH SOIL TESTING RESULT UNIT

1.5 Water Content 19 %

1.5 Unit Weight / pcf

12.0 Water Content 28 %

12.0 Unit Weight / pcf

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

A core barrel designation ending in "Q" indicates wireline.

Abbreviations:

INSTALLATION

LOCATION COORDINATES

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OFDRILLING LOG (Cont. Sheet)

ELEVATION TOP OF BORING

Boring Designation

Picayune Strand Restoration Project - 6L's Protection Features

Not Determined

State Plane, FLE (U.S. Ft.)

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 455,036 Y = 630,419

CP13-PS6L-CB-0001

NAD83 NAVD88

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

SAJ FORM 1836-A

JUN 02

Picayune Strand Restoration Project Southwest Protection Feature Levee

00 31 32 Page 26

9. TOTAL DEPTH OF HOLE 16 ft

S P

S P

-S C

16. DATE HOLE

1-1-12-16

14. TOTAL NUMBER CORE BOXES

UNDISTURBED13. TOTAL NO. OF OVERBURDEN

SAMPLES TAKEN

2-3/8 Inch Dia. Tricone Roller Bit

7. THICKNESS OF OVERBURDEN

8. DEPTH DRILLED INTO ROCK

10. SIZE AND TYPE OF BIT

CME 45C AUTOMATIC HAMMER

12/13/2016 12/13/2016

STARTED

White, 5Y 8/1, Vuggy LIMESTONE

Brown, 10YR 4/3, fine to medium SAND, trace organics

White, 10YR 8/1, Well-Cemented

LIMESTONE

26-50/2

3-4-8

11-13-18-12

4-4-5-6

6-5-3-3

3-2-3-5

6-5-11-12

MC=17.4 -200=9.4

OC=4.3 LL=25.0

PL=16.6 PI=8.4

Note:

1. MC-Moisture Content(%)

2. -200-Passing #200 US Sieve (%)

3. OC-Organic Content (%)

4. LL-Liquid Limit (%)

5. PL-Plastic Limit(%)

6. PI-Plasticity Index (%)

7. REC-Core Recovery (%)

8. RQD-Rock Quality Designation (%)

2.5

4.7

Brown, 10YR 5/3, SAND with clay, trace organics

160805

+3.7

+1.5

+0.2

REC=17

RQD=0

MC=7.1 -200=4.4

-9.8

E

LE

V e +6.2

DRILLING LOGDRILLING LOG

j 0.0 f

LE

G

E N

D

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)

17. ELEVATION TOP OF HOLE 6.2 ft

CLASSIFICATION OF MATERIALS

(Description)

USCS

Poorly-graded Sand with Clay da

Limestone ib c g h

S A

M P

LE

N

O

USCS

Poorly-graded Sand h:

\ra di se w or k\

\1

5_ sf w m d-pi ca yu ne s tra nd

-n or th st ar ph as e i -g eo

\g in t\r ev is ed w ith m un se ll co lo r\p ic ay un e st ra nd fe et

.g pj

SHEET 1 OF 1

D E

P

TH

U S

C S

S A

M P

LE

TY

P E

SPT SAMPLE

Sample Type

CORE

SAMPLE

5. NAME OF DRILLER

19. GEOLOGIST/ENGINEERS REPRESENTATIVE

PICAYUNE STRAND RESTORATION

COMPLETED

DISTURBED

North: 630407.9 East: 455992.7

18. TOTAL CORE RECOVERY FOR BORING

3. DRILLING AGENCY

VERTICAL

6. DIRECTION OF HOLE

1. PROJECT

2.0 ft

12. MANUFACTURER'S DESIGNATION OF DRILL

2. COORDINATES

INCLINED

4. RADISE PROJECT NUMBER

DEG. FROM HORZ.

11. DATUM FOR ELEVATION SHOWN

NAVD 88

RADISE International

T. FICKLING

KA

PENETRATION RESISTANCE

(N)

15. GROUNDWATER DEPTH

BLOWS/

6 INCHES

20 40 60 80 100

HOLE NUMBER: CP13-PS6L-CB-0002

Picayune Strand Restoration Project Southwest Protection Feature Levee

00 31 32 Page 27

12/13/2016

P

STARTED

17. ELEVATION TOP OF HOLE 6.2 ft

9. TOTAL DEPTH OF HOLE 16 ft

8. DEPTH DRILLED INTO ROCK

7. THICKNESS OF OVERBURDEN

2-3/8 Inch Dia. Tricone Roller Bit

UNDISTURBED

1-0-1-1

14. TOTAL NUMBER CORE BOXES

10. SIZE AND TYPE OF BIT

12/13/2016

CME 45C AUTOMATIC HAMMER

160805

Brown, 10YR 4/3, fine to medium SAND, trace organics

1-1-1-1

1-50/1

2-2-3

2-1-2-1

2-2-2-1

2-3-5-7

2-2-2-2

White, 10YR 8/1, Well-Cemented

LIMESTONE

6.7

Note:

1. MC-Moisture Content(%)

2. -200-Passing #200 US Sieve (%)

3. OC-Organic Content (%)

4. REC-Core Recovery (%)

5. RQD-Rock Quality Designation (%)

REC=23

RQD=0

13. TOTAL NO. OF OVERBURDEN

SAMPLES TAKEN

+1.7

-0.5

4.5

White, 5Y 8/1, Vuggy LIMESTONE

MC=23.0 -200=2.2

MC=27.3 OC=2.4

-9.8

LE

G

E N

D

DRILLING LOGDRILLING LOG

j 0.0

CLASSIFICATION OF MATERIALS

(Description) a

REMARKS

(Drilling time, water loss, depth weathering, etc., if significant)D

E P

TH

E

LE

V

16. DATE HOLE

d

USCS

Poorly-graded Sand

+6.2 eb c g hf i

S A

M P

LE

TY

P E

Limestone h:

\ra di se w or k\

\1

5_ sf w m d-pi ca yu ne s tra nd

-n or th st ar ph as e i -g eo

\g in t\r ev is ed w ith m un se ll co lo r\p ic ay un e st ra nd fe et

.g pj

S A

M P

LE

N

O

SHEET 1 OF 1

U S

C S

SPT…