P S_GDR_IP-1 2__final_final_version_april_12.pdf

SECTION 00 31 32

Geotechnical Data Report for

Herbert Hoover Dike Rehabilitation

Structure Replacements

S-292 (IP-1) and S-290 (IP-2)

Reconstruction

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

April 10, 2016

Table of Contents

1.1 SCOPE

1.2 PROJECT BACKGROUND

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

1.3.1.1 Embankment Fill

1.3.1.2 Structure 292 (Culvert IP-1)

1.3.1.3 Structure 290 (Culvert IP-2)

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 GEOMECHANICAL DATA

1.5.1 Summary of Field Investigations

1.5.2 Summary of Index Testing Data

1.5.3 Summary of Additional Laboratory Testing Data

1.5.4 Boring Log Notes

1.5.5 Recovered Materials

1.5.6 Boring Logs

1.5.7 Laboratory & Field Testing Data

List of Tables

Table 1. Available Boring Data Table 2. Available Cone Penetrometer Data Table 3. Available Test Pit Data Table 4. Available Probing Data Table 5. Available Surficial Samples Data Table 6. Hydraulic Conductivity Tests Table 7: Index Testing Available for this Project

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Boring Investigations for S-292 Plate 3. Location of Canal Sediment Probes for S-292 Plate 4. Location of Boring Investigations for S-290 Plate 5. Location of CPT and Test Pit Investigations for S-290 Plate 6. Location of Canal Sediment Probes for S-290 & S-291

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction Glades County, FL

Section 00 31 32-2

1.1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of borings, cone penetrometers, test pits, and sediment probes.

The associated boring logs and laboratory and field data are presented in paragraphs 1.5.6 and 1.5.7, 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.

1.2 PROJECT BACKGROUND

The Herbert Hoover Dike (HHD) is an earthen embankment that completely encompasses Lake Okeechobee, located in south central Florida. To reduce seepage pathways, restoration of the embankment is being achieved by constructing a seepage barrier into the foundation and replacing aged culvert structures.

Total replacement of Structure 292 (culvert IP-1) and Structure 290 (culvert IP-2) will be performed at these two sites. This geotechnical data report presents all the lateral geologic information for these two structure sites, and will not be limited to the construction limits.

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

Reach 6 (Indian Prairie Canal) of Herbert Hoover Dike is located in the east-central portion of Glades County, which borders the northwestern shore of Lake Okeechobee in the Okeechobee Plain physiographic region.

The regional geology of Glades County for the Quaternary and upper Tertiary Systems range in age from Recent to Pleistocene to Miocene age

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-3 sediments. The Recent to late Pleistocene Age sediments are undifferentiated and cover the county with an average 5-foot thickness.

From the west and northwest moving towards the lake to the Everglades area, the sediments are terraces of fine to medium quartz sands and shell. Closer to the lake nearing the Everglades area, the sand becomes mixed with organics with occasional layers of peat, with thicknesses ranging from 0 to 8 feet. Below the sands and peat, the mid to early Pleistocene Anastasia Formation is present. In this region the Anastasia is composed of semi-consolidated marine fine quartz sands, shell beds, and thin discontinuous layers of sandy limestone or sandstone. The Anastasia ranges in thickness from approximately 200 feet at the east coast and thins to approximately 15-feet at the edge of the Everglades, where it then pinches out or merges with the Ft.

Thompson Formation. The Ft. Thompson is prevalent in the Everglades and its composition varies throughout, but is primarily composed of alternating fresh water and marine sands, shell beds, limestone, or sandstone. The formation ranges in thickness from 2 to 25 feet. These deposits lie unconformably with the upper Miocene/Pliocene sediments of the Caloosahatchee and Tamiami Formations. The Caloosahatchee is primarily composed of unconsolidated sand, sandy silt/clay layers, which have an abundance of shell materials, with an occasional layer of limestone or sandstone. In the Everglades, the Caloosahatchee can range in thickness from 15 to 30 feet. Tamiami sediments are comprised of silty, shelly quartz sands and silty shell beds with occasional thin interbedded layers of limestone and sandstone.

The Tamiami Formation below the Kissimmee River occurs approximately 50 feet below land surface with a nominal thickness at the eastern portion of the Highlands Ridge to a maximum thickness of approximately 100 feet at the western edge of the county near the Kissimmee River.

The Hawthorn Group of middle Miocene Age, lies unconformably below the upper Miocene/Pliocene sediments which underlie the county. The uppermost portion sediments are considered to be Post-Miocene in age.

The sediments are typically dark green to bright green to white montmorillonitic clay, white to cream dense sandy phosphatic limestone, fine to pebble size quartz sand, phosphorite pebbles, and phosphatic clay. As the depths of the sediments increase, its mixture may alter from clastic to increased percentages of carbonate units. Its formational contact may occur at depths of approximately 85 to 100 feet below land surface and may be as thick as 350 feet.

1.3.1.1 Embankment Fill

The thickness of the embankment averages less than 20 feet at the crest and thins toward the flanks. The embankment material is a heterogeneous mixture of loose to medium consistency, fine to medium-grained, clean to silty, quartz sand (SP to SM) with whole and broken shell and limestone/sandstone gravel, cobbles, and occasional boulders. Other materials encountered in minor amounts are thin scattered layers organics, and clay/silt. The limestone/sandstone materials have varying percentages and distribution within the embankment.

1.3.1.2 Structure 292 (Culvert IP-1)

The materials encountered for Structure 292 are represented through the borings, and probes plotted on Plates 2 and 3. Different from

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-4 embankment fill, the materials in the adjacent channels are not native, but were naturally deposited by lake processes. Investigations show that soft sediment had settled in the channels post excavation.

Typically the sediment is a very soft, sandy, organic rich silty material with high water content. Fifteen (15) probes were performed in the lakeside outlet channel and Indian Prairie Canal. The outlet channel has an average soft sediment thickness of less than 1.0 foot with an average base elevation of 5.9 feet (NAVD-88). The soft sediments in the canal ranges from approximately 1.3 to 5.3 feet in thickness with a base elevation that ranges from approximately 2.9 to -6.2 feet (typically deeper in the middle of the channel). Three (3) probes were performed in the landside channel just off the concrete sill and soft sediments are found to be up to four feet thick. Elevations were not obtained for these three probes.

The top of natural ground consists of semi-continuous, organic-stained, sandy soil and peat that is encountered at an average elevation of 15.0 feet. This material consists of loose, fine to medium-grained, clean to silty, quartz sand and peat with varying amounts of silt and organics that is best delineated by its dark brown to black color. This layer averages 1 foot thick.

Below the black sand layer is a thick unit of homogeneous, light greenish gray, clean to slightly silty, fine, loose to very dense, quartz sand with shell. The shell content varies horizontally and vertically, with sand to gravel-sized whole and broken shell. Found throughout this unit are occasional layers of silty to clayey fine quartz sand. The upper three feet of this layer is partially cemented and contains semi-continuous layers of soft to moderately hard sandstone. On average, this sand unit is 30 feet thick.

Below the dense sand unit a continuous layer of fat clay is encountered at average elevation of -14.3 feet. This clay layer is of medium stiff consistency, high plasticity, with variable fine quartz sand and shell content that averages 7.5 feet thick. The fat clay layer transitions at average elevation of -22 feet into layers of lean sandy silt/clay, and silty/clayey fine sand with shell with an average thickness of 17 feet. This transition layer is comprised of loose to medium dense, very fine quartz sand, and sand to gravel size shell. The upper 10 feet of this transition zone has weak cementation throughout. Higher degrees of cementation are found in the form of moderately hard, fossiliferous sandstone/limestone layers from a few inches thick up to approximately 3 feet thick.

At average elevation -39 feet a second continuous layer of fines are encountered consisting of both high and low plasticity clay and silt.

This fines layer averages 7.5 feet thick, has a medium stiff to stiff consistency, with variable concentrations of very fine quartz sand and shell. Similar to the clay layer descried above, this layer also transitions at average elevation of -46.5 feet into layers of silty and clayey fine sand with shell to the deepest boring of elevation -59 feet.

This transition layer is comprised of loose to medium dense, very fine quartz sand, with sand to gravel size shell. The upper 5 feet of this transition zone has weak cementation throughout. Higher degrees of cementation are found in the form of moderately hard, fossiliferous sandstone layers from a few inches thick up to, approximately 3.5 feet thick.

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-5

1.3.1.3 Structure 290 (Culvert IP-2)

The materials encountered for Structure 290 are represented through the borings, test pits, cone penetrometers, and sediment probes plotted on Plates 4 through 6. Different from embankment fill, the materials in the adjacent channels are not native, but were naturally deposited by lake processes. Investigations show that soft sediment had settled in the channels post excavation. Typically the sediment is a very soft, sandy, organic rich silty material with high water content. Twenty four

(24) probes were performed in the lakeside outlet channel and Indian Prairie Canal for both structures 290 and 291. The outlet channel has an average soft sediment thickness of 4.0 feet with an average base elevation of 7.7 feet (NAVD-88). The soft sediments in the canal ranges from approximately 0.0 to 2.5 feet in thickness with a base elevation that ranges from 8.8 to -2.3 feet (typically deeper in the middle of the channel). Four (4) probes were performed in the landside channel of S- 290 just off the concrete sill and soft sediments are found to be up to five feet thick. Elevations were not obtained for these four probes.

The top of natural ground consists of semi-continuous, organic-stained, sandy soil and organic silt that is encountered at an average elevation of 16.5 feet. This material consists of loose, fine to medium-grained, clean to silty, quartz sand and organic silt with varying amounts of silt and organics that is best delineated by its dark brown to black color. This layer averages 1 foot thick.

Below the black sand layer is a thick unit of homogeneous, light greenish gray, clean to slightly silty, fine, medium to very dense, quartz sand with shell that averages 30 feet thick. The shell content varies horizontally and vertically, with sand to gravel-sized whole and broken shell. Near the top of this unit are occasional thin layers of silty to clayey fine quartz sand. The upper five feet of this sand layer at average elevation 13.5 feet is partially cemented, and forms a semi-continuous layer of soft to moderately hard, highly weathered sandstone that ranges from 0.0 to 5.0 feet thick.

Below this sand unit a continuous layer of clayey sand is encountered at average elevation of -20.0 feet. This layer averages 2.5 feet thick and is comprised of very fine quartz sand, of loose to very loose density, with shell and is occasionally interbedded with sandy fat clay. The above clayey sand layer transitions into layers of silty/clayey to slightly silty fine sand with shell with an average thickness of 17 feet. This transition layer is comprised of medium density, fine to very fine quartz sand, with 5% to 75% sand to gravel size shell. The upper 5 feet of this transition zone has weak cementation where thin layers of sandstone one to two inches in thickness and/or nodules are found throughout.

At average elevation -40 feet a second continuous layer of clayey sand is encountered. This layer ranges from approximately 3.0 to 12 feet thick and is comprised of very fine quartz sand, loose to very loose density, with shell. Similar to the clayey sand layer descried above, this layer also transitions into layers of silty and clayey fine sand with shell to the deepest boring of elevation -60 feet. This transition layer is comprised of loose to medium dense, very fine quartz sand, with sand to gravel size shell.

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-6

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

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.

1.4.2 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.

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).

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-7

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.

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.

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-8

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

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 D422 Hydrometer Analysis ASTM D422 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

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-9

Test/Procedure Method 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 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

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-10

1.5 GEOMECHANICAL DATA

1.5.1 Summary of Field Investigations

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

Table 1. Available Boring Data

Designation State Plane, FL-East, NAD83

Project Location X Y

CB-PC-1-R 661663 994538

Structure 292

HHD13-S292-CB-1 661849 994476

HHD13-S292-CB-2 661754 994487

HHD13-S292-CB-3 661554 994488

HHD13-S292-CB-4 661534 994550

HHD13-S292-CB-5 661656 994588

HHD13-S292-CB-6 661711 994609

CB-IP-2-R 654204 1002466

Structure 290

HHD13-S290-CB-1 654407 1002357

HHD13-S290-CB-2 654291 1002396

HHD13-S290-CB-3 654076 1002448

HHD13-S290-CB-4 654320 1002492

HHD13-S290-CB-5 654207 1002546

HHD13-S290-CB-6 654062 1002552

HHD15-S290-CB-1 654702 1001972

HHD15-S290-CB-2 654509 1002080

HHD15-S290-CB-3 654553 1002167

HHD15-S290-CB-4 654382 1002120

HHD15-S290-CB-5 654618 1001789

HHD15-S290-CB-6 654431 1001920

HHD15-S290-CB-7 654256 1002167

HHD15-S290-CB-8 654175 1002301

* Coordinates presented correspond to the project coordinate system and datum

Table 2. Available Cone Penetrometer Data

Designation State Plane, FL-East, NAD83

Project Location X Y

HHD15-S290-CP-1 654709 1001961

Structure 290

HHD15-S290-CP-2 654542 1002071

HHD15-S290-CP-3 654550 1002174

HHD15-S290-CP-4 654548 1001794

HHD15-S290-CP-5 654392 1001982

HHD15-S290-CP-6 654216 1002240

HHD15-S290-CP-7 654117 1002391

HHD15-S290-CP-8 654260 1002234

HHD15-S290-CP-9 654164 1002366

* Coordinates presented correspond to the project coordinate system and datum

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-11

Table 3. Available Test Pit Data

Designation State Plane, FL-East, NAD83

Project Location X Y

HHD15-S-292-TP-1 661692 994450

Structure 292

HHD15-S-292-TP-2 661659 994638

HHD15-S-290-TP-1 654314 1002177

Structure 290

HHD15-S-290-TP-2 654232 1002274

* Coordinates presented correspond to the project coordinate system and datum

Table 4. Available Probing Data

Designation State Plane, FL-East, NAD83

Project Location X Y

1 661743 994536

Structure 292

2 661771 994536 3 661834 994536 4 661671 994708 5 661680 994758 6 661725 994768 7 661825 994587 8 661843 994627 9 661843 994678 10 661942 994486 11 661969 994506 12 661992 994533 13 662015 994405 14 662036 994433 15 662069 994455 16 661606 944534 17 661606 994509 18 661606 994522 1 654250 1002674

Structure 290

2 654277 1002695 3 654313 1002715 4 654322 1002553 5 654368 1002563 6 654395 1002604 7 654359 1002503 8 654404 1002513 9 654422 1002543 10 654250 1002462 11 654295 1002442 12 654350 1002442 13 654413 1002432 14 654440 1002442 15 654458 1002483 16 654485 1002513 17 654513 1002563 18 654512 1002614 19 654494 1002351 20 654516 1002382 21 654548 1002392 22 654557 1002250 23 654585 1002281

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-12

State Plane, FL-East, NAD83

Project Location X Y

24 654612 1002291

Structure 290 28 654155 1002495 29 654153 1002483 30 654149 1002472 31 654144 1002459

* Coordinates presented correspond to the project coordinate system and datum

Table 5. Available Surficial Samples Data

Designation State Plane, FL-East, NAD83

Project Location X Y

HHD15-S292-SS-1 661657 994423

Structure 292

HHD15-S292-SS-2 661728 994470

HHD15-S292-SS-3 661663 994486

HHD15-S292-SS-4 661625 994573

HHD15-S292-SS-5 661678 994607

HHD15-S290-SS-1 654176 1002317

Structure 290

HHD15-S290-SS-2 654249 1002376

HHD15-S290-SS-3 654219 1002424

HHD15-S290-SS-4 654177 1002535

HHD15-S290-SS-5 654219 1002581

* Coordinates presented correspond to the project coordinate system and datum

Constant head recharge tests, slug tests, and Pore Pressure Dissipation (PPD) tests for the determination of hydraulic conductivity were obtained for this data set of the foundation soils. The constant head recharge tests were performed in an open borehole for all soils, the slug tests in open standpipe wells in the higher permeable sand above elevation -15 ft. PPD tests were performed with a cone penetrometer system in the low permeable soils below elevation -18 ft. Analysis of the data utilized USBR Method E-18, Penman 1960(S-292) or Bouwer-Rice(S- 290), and Mayne 2002 respectively. For more detailed testing results, see paragraph 1.5.7.

Table 6. Hydraulic Conductivity Tests

Designation Elevation (NAVD-88,ft)

Hydraulic Conductivity (cm/s) Project Location CHR Slug PPD

HHD13-S292-CB-4

8.1 to 5.1 9.36E-05

Structure

0.1 to -2.9 9.50E-04 -7.9 to -10.9 5.42E-03 -16.9 to -19.9 9.98E-04 -25.9 to -27.9 1.88E-04 -29.9 to -32.9 5.23E-04 -4.0 to -12.9 1.55E-03

HHD13-S290-CB-1

11.2 to 8.2 1.13E-03

Structure

-3.3 to -5.8 4.96E-04 -22.3 to -25 1.13E-03

-28.3 to -31.2 5.98E-03 HHD15-S290-CB-2 -6.5 to -11.5 2.0E-02 HHD15-S290-CB-4 -6.7 to -11.7 2.3E-02

HHD15-S290-CP-1

-19.6 1.03E-05 -39.6 8.79E-05

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-13

Designation Elevation (NAVD-88,ft)

Hydraulic Conductivity (cm/s) Project Location CHR Slug PPD

HHD15-S290-CP-1 -47 6.42E-05

Structure

HHD15-S290-CP-2

-38.3 1.34E-04 -47 4.05E-05

HHD15-S290-CP-3

-20.3 8.59E-06 -44.6 1.34E-04

CHR: Constant Head Recharge; Slug: Slug Test; PPD: pore pressure dissipation

1.5.2 Summary of Index Testing Data

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

Table 7: Index Testing Available for this Project

Boring Designation

Sample Designation USCS LL PL PI

Or g

Visual Shell wn GS

HHD13-S292-CB-1

1 SM 10 41.9

6 SM 70 46 24 9 59.1

10 SP-SM 2.79

12 SP 24 2.61

21 SP-SM 2.77

27 CH 76 32 44

29 ML 23 21 2

34 SC 31 17 14

37 CL 32 21 11

40 SC 40 25 15

HHD13-S292-CB-2 U-1 CH 69 24 45 55.1 2.69

HHD13-S292-CB-3

U-1 CH 61 25 36 48.7 2.72

22 CH 74 22 52 32.2 2.54

28 SM

35 SM 36 25 11 18

36 SM 72 35 37 43.1

40 SM

HHD13-S292-CB-4

3 SM 16

6 SC 29 16 13 20.7

14 SP 2.53

22 SM 37 25 12 31.6

26 CH 66 30 36 47.4

28 SC 51 22 29 34.2

31 SC-SM 24 18 6 26.5

35 SC 35 19 16 34.8 2.59

37 CH 72 27 45 52.4

40 SM 42 28 14

HHD13-S292-CB-5

4 SP-SM 2.63

10 SP

34 CH 72 25 47 48.5

39 SM 30.4

42 SM 55 30 25

HHD13-S292-CB-6 30 CL 36 23 13 35.6

HHD15-S292-SS-1 1 SP-SM

HHD15-S292-SS-2 1 SP-SM 2.2 2.71

HHD15-S292-SS-3 1 SP-SM

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-14

Boring

Sample Designation USCS LL PL PI

Or g

Visual Shell wn GS

HHD15-S292-SS-4 1 SP

HHD15-S292-SS-5 1 SP

HHD16-S292-TP-1

1 SP-SM 7.3

2 SP-SM 8.9

3 SP-SM 10.2

4 SP 7.1

HHD16-S292-TP-2

1 SP 5.4

2 SC 27 15 12 21

HHD13-S290-CB-1

5 SP

8 SP-SM 33 18.1

19 SP-SM

29 SC 37 18 19 31.9

31 ML 30 29 1 33.3

36 SM 45

40 SC-SM 26 20 16 24.2

HHD13-S290-CB-3

4 SP

29 SP

33 SM

HHD13-S290-CB-5

3 SP

8 SP

45 SM 44 28 16 33.6

HHD13-S290-CB-6

7 SP-SM 44

12 SP-SM

24 SP-SM

31 SC 28 20 8 25.3

34 SC 37 18 19 32 29.1

37 SP-SM 54

39 SM 25 21 4 27.5

HHD15-S-290-SS-1 1 SP

HHD15-S-290-SS-2 1 SP 1.3 2.64

HHD15-S-290-SS-3 1 SP

HHD15-S-290-SS-4 1 SP

HHD15-S-290-SS-5 1 SP

HHD15-S290-CB-1

21 SP

28 SM 24 22 2 26.3

39 SC-SM 26 21 5 27.1 2.66

HHD15-S290-CB-2

5 SP

8 SP-SM

HHD15-S290-CB-3

8 SP 41 2.69

17 SP

28 SC 37 21 16 31.1

40 SC 28 16 12 25.9 2.69

HHD15-S290-CB-4

3 SP

8 SP

34 SC 29 20 9 29.1

HHD15-S290-CB-7

5 SC 32 16 16 20.6

12 SP

HHD15-S290-TP-1 2 SP

USCS: Unified Soil Classification System; LL: liquid limit; PL: plastic limit; PI: Plastic Index; Org %: Organic Content; wn: moisture content;

Gs: specific gravity

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-15

1.5.3 Summary of Additional Laboratory Testing Data

Consolidation testing results were obtained for this data set. For testing results, see paragraph 1.5.7.

1.5.4 Boring Log Notes

Borings were driven using the Standard Penetration Test (SPT) procedure Utilizing ASTM D1586 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.

Cone Penetrometers were advanced using a track mounted penetrometer system. The truck has a static weight of 22 tons and pushes a 10 cm2 base cone at a rate of 120 cm/s. Testing procedures follow ASTM D5778- 87.

Test pits were excavated using a Bobcat E-80 rubber track backhoe with a three cubic foot toothed bucket.

The surficial samples were sampled with a post-hole digger and shovel.

1.5.5 Recovered Materials

The material recovered from borings CB-PC-1-R, and CB-IP-2-R are not available.

The material recovered from the remainder of the borings are available for inspection by prospective offerors at the Corps of Engineers District warehouse listed below:

Address: 3077 Talleyrand Avenue Jacksonville, Florida

Hours: 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 904-232-1607 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) the project title; (2) the specific borings or entire set which are to be viewed; (3) the date, time, and duration of the visit; the name of the person(s) and company to view the borings; and (5) a 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.

Section 00 31 32-16

Plate 1. Vicinity Map

Plate 2. Location of Boring Investigations for S-292

S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-17

Plate 3. Location of Canal Sediment Probes for S-292

Plate 4. Location of Boring Investigations for S-290

Section 00 31 32-18

Plate 5. Location of CPT and Test Pit Investigations for S-290

Plate 6. Location of Canal Sediment Probes for S-290 & S-291

Section 00 31 32-19

1.5.6 Boring Logs

Applicable boring logs, test pit logs, CPT soundings, and sediment probes 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.

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-20

32.5

31.0

29.5

28.0

26.5

25.0

23.5

22.0

20.5

19.0

17.5

0.00.0

32.532.5

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, SAND, fine to medium-grained quartz, trace shell, trace roots and organics, orange to tan (SP)

From El. 30.4 to 30.0 Ft. dark brown due to presence of fine organics, damp

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

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

VERTICAL

OF

CB-PC-1-R

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

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-PC-1-R

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

L.C. Gregory

Herbert Hoover Dike

Tributary Culvert - Indian Prairie Canal Culvert 1

05-23-94

32.5 Ft.

76] %

12.4 Ft.

NAD83

See Remarks

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

X = 661,664 Y = 994,539

NAVD88

Failing 1500

Corps of Engineers - CESAJ

49.5 Ft.

Jacksonville District

05-18-94

N/A

M. Marty Goff, Geologist

JUN 02

SAJ FORM 1836

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-21

16.0

14.5

13.0

11.5

10.0

8.5

7.0

5.5

4.0

2.5

1.0

-0.5

-2.0

16.5

16.0

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

At El. 16.0 Ft. potential base of FILL SAND, fine to medium-grained quartz, trace shell, damp, dark orange staining (SP)

At El. 14.5 Ft. fine-grained quartz, slightly wet, tan

At El. 12.5 Ft. wet

At El. 11.5 Ft. gray

At El. 10.0 Ft. trace hard sandy calcareous nodules

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

Herbert Hoover Dike

32.5 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,664 Y = 994,539

CB-PC-1-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 3

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-22

-17.0

-3.5

-5.0

-6.5

-8.0

-9.5

-11.0

-12.5

-14.0

-15.5

-17.0

49.5

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

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

At El. -3.5 Ft. small clay nodules

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. Revised boring log: Boring log updated to reflect current project horizontal and vertical datum, corrected minor omissions/errors, and revised lithology.

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

Herbert Hoover Dike

32.5 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,664 Y = 994,539

CB-PC-1-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 3

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-23

18.9

17.4

15.9

14.4

12.9

11.4

9.9

8.4

6.9

5.4

3.9

0.0

5.2

6.0

7.5

10.7

0.0

18.918.9

13.7

12.9

11.4

8.2

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, sandy, mostly fine-grained sand-sized quartz, few silt, trace organic matter, trace fine to coarse-grained sand-sized shell, moist, light brown

At El. 17.4 Ft., few silt

SAND, silty, mostly fine-grained sand-sized quartz, some silt, few organic matter, trace clay, moist, (Organic), black (SM) PEAT, soft, few silt, moist, fibrous, brown (PT)

SAND, silty, mostly fine-grained sand-sized quartz, some silt, few organic matter, wet, 5Y 3/2 dark olive gray (SM)

At El. 9.9 Ft., few plant material

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, few silt, trace organic matter, wet, tan (SP-SM)

At El. 6.9 Ft., 10Y 7/1 light greenish gray

At El. 5.4 Ft., discontinue organic matter

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

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

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

VERTICAL

OF

HHD13-S292-CB-1

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

HHD13-S292-CB-1

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

10.4 Ft.

South Atlantic

N/A

Charlie Brown

Herber Hoover Dike

Sturcture 292 / Culvert IP-1 Replacement

06-24-14

18.9 Ft.

84 %

NAD83

See Remarks

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

X = 661,850 Y = 994,477

NAVD88

Failing 1500

Corps of Engineers - CESAM

70.5 Ft.

Jacksonville District

06-23-14

N/A

Bobby Norris, Geologist

JUN 02

SAJ FORM 1836

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-24

2.4

0.9

-0.6

-2.1

-3.6

-5.1

-6.6

-8.1

-9.6

-11.1

-12.6

-14.1

-15.6

16.5

28.5

2.4

-9.6

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SAND, poorly-graded, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, trace silt, trace phosphate, wet, 5Y 6/1 gray (SP)

At El. -0.6 Ft., trace fine to medium-grained sand-sized shell

At El. -8.1 Ft., occasional thin layers of slightly silty sand

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, few silt, wet, 5GY 6/1 greenish gray (SP-SM)

At El. -15.1 Ft., silt content increases with depth

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

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herber Hoover Dike

18.9 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,850 Y = 994,477

HHD13-S292-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-25

H ig hl y

W ea th e re d

-17.1

-18.6

-20.1

-21.6

-23.1

-24.6

-26.1

-27.6

-29.1

-30.6

-32.1

-33.6

-35.1

36.0

42.0

45.0

48.0

51.0

54.0

-17.1

-23.1

-26.1

-29.1

-32.1

-35.1

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

CLAY, fat, medium plasticity, firm, some silt, few fine-grained sand-sized quartz, trace fine to coarse-grained sand-sized shell, moist, 10Y 5/2 dark greenish gray (CH)

SILT, inorganic-L, low plasticity, little fine-grained sand-sized quartz, trace clay, strong reaction with HCl, moist, moderate cementation, Indurated, decomposed limestone, 5GY 8/1 light greenish gray (ML)

At El. -25.1 Ft., occasional sandstone nodules

LIMESTONE, sandy, soft, highly weathered, honeycombed 60-70% rock with poorly cemented clayey/silty sand, 5GY 7/1 light greenish gray

SAND, clayey, some fine-grained sand-sized quartz, little silt, little clay, few fine to coarse-grained sand-sized shell, trace phosphate, wet, moderate cementation, thin layers of sanstone and nodules, 5GY 7/1 light greenish gray (SC)

SAND, clayey, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell (SC)

SAND, silty, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, little silt, trace clay, wet, 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

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herber Hoover Dike

18.9 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,850 Y = 994,477

HHD13-S292-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-26

-51.6

-36.6

-38.1

-39.6

-41.1

-42.6

-44.1

-45.6

-47.1

-48.6

-50.1

-51.6

70.5

59.0

63.0

-40.1

-44.1

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

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

5GY 6/1 greenish gray (SM)

At El. -38.1 Ft., little fine to coarse-grained sand-sized shell

CLAY, lean, some fine-grained sand-sized quartz, little silt, trace fine-grained sand-sized shell, wet, very fine grained quartz, occasional layers of silty/clayey sand, 10Y 4/2 grayish olive

(CL)

SAND, clayey, mostly fine-grained sand-sized quartz, little silt, little fine to medium-grained sand-sized shell, little clay, trace phosphate, wet, weak cementation, occasional nodule of sandstone, 10Y 4/2 grayish olive (SC)

At El. -48.1 Ft., few clay, few silt, 10Y 5/2 dark greenish 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.

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

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

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herber Hoover Dike

18.9 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,850 Y = 994,477

HHD13-S292-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-27

4 4.5/6.0 SM*

6 7.5/9.0 SM

10 13.5/15.0 SP-SM*

12 16.5/18.0 SP*

21 30.0/31.5 SP-SM*

27 39.0/40.5 CH

29 42.0/43.5 ML

34 51.0/52.5 SC

37 60.0/61.5 CL

40 69.0/70.5 SC

*Lab visual classification based on gradation curve

4. Additional Laboratory Testing

4 Moisture Content 4 Percent Organic 6 Moisture Content 6 Atterberg 6 Percent Organic 10 Specific Gravity 12 Specific Gravity 12 Percent Visual Shell 21 Specific Gravity 27 Moisture Content 27 Atterberg 29 Moisture Content 29 Atterberg 34 Moisture Content 34 Atterberg 37 Moisture Content 37 Atterberg 40 Moisture Content 40 Atterberg

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

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herber Hoover Dike

18.9 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,850 Y = 994,477

HHD13-S292-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-28

18.8

17.3

15.8

14.3

12.8

11.3

9.8

8.3

6.8

5.3

3.8

0.0

5.4

6.0

10.8

0.0

18.818.8

13.4

12.8

8.0

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, sandy, mostly fine-grained sand-sized quartz, few silt, trace organic matter, moist, 5Y 7/1 light gray

At El. 17.3 Ft., discontinue organic matter

At El. 15.5 Ft., few silt, trace organic matter

PEAT, some silt, wet, fibrous, 5Y 3/2 dark olive gray (PT) SAND, silty, mostly fine-grained sand-sized quartz, little silt, few organic matter, wet, (Organic), 5Y 3/2 dark olive gray (SM)

At El. 11.3 Ft., trace organic matter, silt content descreases with depth

At El. 9.8 Ft., trace clay, iron staining, brown

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, few fine to coarse-grained sand-sized shell, few silt, trace phosphate, wet, 5Y 6/1 gray (SP-SM)

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

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

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

VERTICAL

OF

HHD13-S292-CB-2

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

HHD13-S292-CB-2

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

13.1 Ft.

South Atlantic

N/A

Charlie Brown

Herbert Hoover Dike

Sturcture 292 / Culvert IP-1 Replacement

06-26-14

18.8 Ft.

83 %

NAD83

See Remarks

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

X = 661,755 Y = 994,488

NAVD88

Failing 1500

Corps of Engineers - CESAM

70.5 Ft.

Jacksonville District

06-25-14

N/A

Bobby Norris, Geologist

JUN 02

SAJ FORM 1836

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-29

2.3

0.8

-0.7

-2.2

-3.7

-5.2

-6.7

-8.2

-9.7

-11.2

-12.7

-14.2

-15.7

17.0

28.0

32.1

33.5

NR

1.8

-9.2

-13.3

-14.7

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SAND, poorly-graded, mostly fine-grained sand-sized quartz, few fine to coarse-grained sand-sized shell, trace silt, trace phosphate, wet, 5Y 6/1 gray (SP) At El. 0.8 Ft., trace fine to coarse-grained sand-sized shell

At El. -2.2 Ft., occasional slightly silty sand layer

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, few silt, trace fine to coarse-grained sand-sized shell, trace phosphate, wet, 5Y 6/1 gray (SP-SM)

SAND, clayey, mostly fine-grained sand-sized quartz, little silt, little clay, few fine to coarse-grained sand-sized shell, wet, 10Y 5/2 dark greenish gray (SC)

CLAY, fat, medium plasticity, firm, some silt, little fine-grained sand-sized quartz, trace fine to coarse-grained sand-sized shell, moist, 10Y 5/2 dark greenish gray (CH)

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

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

18.8 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 661,755 Y = 994,488

HHD13-S292-CB-2

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structures Replacments S-292 (IP-1) and S-290 (IP-2) Reconstruction

Section 00 31 32-30 hl y

W ea th er ed

U-1 -17.2

-18.7

-20.2

-21.7

-23.2

-24.7

-26.2

-27.7

-29.2

-30.7

-32.2

-33.7

-35.2

42.0

45.0

47.0

50.0

54.0

WOH

-23.2

-26.2

-28.2

-31.2

-35.2

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

Advan…