W912EP-17-R-0008_GDR.pdf

SECTION 00 31 32

Geotechnical Data Report

For

Herbert Hoover Dike

Rehabilitation Project

Reach 1 Cutoff Wall Extension

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

September 15, 2016

Table of Contents

1.1 SCOPE

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

1.3.2 Materials Encountered

1.3.2.1 Reach 3 Embankment Fill

1.3.2.2 Reach 3 Foundation

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 Testing Data

1.5.8 Piezometer Data

List of Tables

Table 1. Available Boring Data Table 2: Index Testing Available for this Project Table 3. Available Laboratory Rock Testing Data

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Field Investigations Plate 3. Location of Field Investigations (Con’t) Plate 4. Location of Field Investigations (Con’t) Plate 5. Location of Field Investigations (Con’t)

HHD Rehabilitation Reach 1 Cutoff Wall Extension Palm Beach 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. The associated boring logs, laboratory data, and piezometer data are presented in paragraphs 1.5.6, 1.5.7, and 1.5.8, 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

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 cutoff wall into its foundation and replacing aged culvert structures.

A seepage cutoff wall will be constructed from the top of the embankment into the HHD foundation within the limits of Reach 3. This geotechnical data report presents all geologic information for the length of this project, and is not limited to the construction limits.

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

Reach 3 of Herbert Hoover Dike is located in the northwest corner of Palm Beach County, on the southern shore of Lake Okeechobee, in the Everglades physiographic region. The regional geology of Palm Beach County for the Quaternary and upper Tertiary Systems range in age from Recent to Pleistocene to Miocene age sediments. The Recent to Late Pleistocene age surficial sediments are undifferentiated and cover the

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-3 county with an average 2-foot thickness. From the Florida East Coast to the Everglades area, the surficial sediments consist of fine to medium quartz sands and shell. Towards the Everglades, the sand pinches out and rich organic soils and peat occur; thicknesses range from 2 feet to 7 feet. Below the sands and peat, the Mid to Early Pleistocene Anastasia Formation is present. The Anastasia differs in composition as a whole from coquina to pure sand, but in this region, it is composed of semi-consolidated fine quartz and carbonate sands, shell beds, and thin discontinuous layers of sandy limestone or sandstone. The Anastasia ranges in thickness from 200 feet at the coast to 20 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 marine sands, shell beds, limestone, or sandstone. The formation ranges in thickness from 50 to 20 feet. These deposits lie unconformably over the upper Miocene/Pliocene sediments of the Caloosahatchee and Tamiami Formations. The Caloosahatchee and Tamiami sediments are comprised of shelly sand, silty shelly sand, and sandy marl with occasional thin, interbedded limestone and sandstone layers. These sediments vary in thickness from 10 feet to 140 feet throughout the region, and have an overall trend to thin in the Everglades.

The Hawthorn Group sediments of Middle Miocene age, lies unconformably below the Upper Miocene/Pliocene sediments, which underlie all of Martin and Palm Beach Counties. The Hawthorn Group is composed of dark green to white phosphatic clay containing silt and quartz sands: interbedded with layers of sandy limestone and chert. Its formational contact occurs at approximately 175 feet below land surface on the eastern shore of the lake and dips to 400 feet near the coast. The thickness of the Hawthorn Group ranges from 350 to 550 feet.

1.3.2 Materials Encountered

1.3.2.1 Reach 3 Embankment Fill

The materials encountered for Reach 3 (Reach 1 Cutoff Wall Extension) are represented through the borings plotted on Plates 2 through 5. The initial material encountered in the borings drilled on land is embankment fill; this fill material was placed hydraulically during the initial construction, which originated from excavation of the adjacent navigation channel. Later, when the dike was raised and widened, the material was mechanically placed. The thickness of the fill averages 30 feet at the crest and thins on the flanks. The embankment material is generally a heterogeneous mixture of loose (lightly compacted) to dense, fine to medium grained quartz/carbonate, silty sands, with shells, organic soils, and peat. The organic soils and peat used as fill (typically above the base of the embankment), are different than the in-situ soils in that, the organic fill lacks uniformity. Other materials encountered in the fill are limestone and sandstone gravel, cobbles, and occasional boulders (+12”) at varying quantities, and distribution within the embankment. As an exception, areas of high concentration of limestone cobbles and boulders are found within the embankment. These coarse areas vary in length and thickness, and can have either voids between the cobbles, or can be filled with a matrix of sand and gravel.

These coarse areas of fill are highly permeable and may be difficult to hold a vertical face. At the base of the embankment, it is common to find a sporadic 2 to 3-foot thick layer of soft, medium plasticity sandy

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-4 silt or sandy clay. This layer is a result of settlement of fine material from the embankment construction and dredging operations.

Debris from past construction activities are expected to be buried within the embankment. The debris can be of any size and length and can be composed of the following materials: metallic, wooden, masonry, trash, etc.

1.3.2.2 Reach 3 Foundation

The top of natural ground consists of organic materials that occur at an average elevation of 8.0 feet NAVD88. These organic materials consist primarily of soft silt, silty sands, clayey sands, and peat, and are best delineated by their dark brown to black color. The organic soils are found to be continuous, undulate, and vary in thickness throughout the length of the project, with an average thickness of 4.0 feet. Below the organic layer, and at an average elevation of 4.0 feet, a thin clay/silt unit can be found with an intermittent limestone caprock. The caprock is usually less than 1.0 foot thick, is discontinuous, and can be classified as a hard, cemented clay and silt layer. This caprock may only show up as high blow counts at the base of the organic layer and may not always be described as rock on the boring logs.

Directly below the organics or caprock where present, the dominant material consists of gray, lean sandy silts, clays, and clayey/silty sands with shells and thin layers of limestone. This layer can also be described as a heavily weathered to decomposed limestone interbedded with firm silt, clay, and sand. This unit is primarily an indurated to semi-indurated carbonate material that has a very fine texture with a soft to stiff consistency, or, medium to dense. Discontinuous layers of less-weathered hard to soft limestone are found within this unit and can range from 1.0 inch to 5.0 feet thick and may account for up to 20% of this unit. This fines unit is encountered at an average elevation of 4.0 feet with an average thickness of 11.0 feet. Near station 2840+00, interbedding with sand becomes more frequent and thins to an average of 5 feet thick at the west end of Reach 3.

Below the fines unit, at an average elevation of -4.0 feet, are loose to medium dense carbonate sands, and whole and broken shell with high percentages of silt and clay. This variably cemented sand layer is found interbedded with semi-continuous layers(both vertically and laterally) of moderately hard to hard fossiliferous limestone that ranges in thickness from 6.0 inches to 8.0 feet. This carbonate sand layer attains a thickness of approximately 25.0 feet at the east end of Reach 3. At the west end of Reach 3, the sand layer thins to an average thickness of 10 feet, as the base of the layer rises to an average elevation of -10 feet.

Continuous quartz sandstone is encountered directly below the sand layer. The sandstone is gray to dark gray, fossiliferous, hard to moderately hard, moderately weathered, porous, and medium to thick-bedded. The sandstone grades to a silty sand and becomes more vuggy and interbedded with depth, where the loose sand-filled vugs are accounting for 20% to 40% of the rock mass. This rock unit averages 10.0 feet thick and becomes progressively thinner to the west. At the east end of Reach 3, this rock unit is encountered between elevations -20 to -25.0 feet and is found at higher elevations to the west. At the west end of Reach 3, the top of the sandstone is at an average elevation -8.0 feet, where

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-5 it is an average 5 feet thick. Testing of 30 rock cores for unconfined compressive strength was conducted within Reach 3. The resulting strengths range from 538 to 13,683 PSI, with an average of 3,867 PSI.

At any given location, rock strengths can vary and may exceed results presented here.

Fine sand is encountered below the sandstone at the east end of Reach 3 at an average elevation -35.0 feet and grades to an average elevation -

15.0 feet to the west end of Reach 3. The sand consists of a semi-homogeneous, gray, fine, clean to silty quartz sand with shell. The shell content varies both horizontally and vertically from 5% to 50% sand to gravel-sized, whole and broken shell. The sand unit is generally medium dense to dense with SPT blow counts from the thirties to refusal, indicative of a higher degree of cementation and consolidation. An occasional thin layer of sandstone is present. The upper 5 feet of this unit represents a gradational boundary from sandstone into fine sand.

Hard sandstone layers or nodules can account for up to 30% (decreasing with depth) of the sand mass. This sand unit extends below the terminal depth of the cutoff wall. The tip of the cutoff wall will terminate in either the above described sandstone or the upper portion of this sand layer.

Local Ground Water

Ground water lies within a few feet of the ground surface along the flanks of the embankment. Ground water levels are very dynamic, and responsive to changes in the level of the lake. Changes in lake levels, recent rain events, wind patterns, barometric pressure, and agricultural pumping can induce sudden changes in the local ground water levels.

Typically, toe ditch water levels are equal to the local ground water levels. Water levels noted on the boring logs shall not be taken as the current water levels. Historical piezometer data for Reach 3 are presented in paragraph 1.5.8.

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.

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-6

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).

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.

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-7

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.

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

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-8

Test/Procedure Method 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 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

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-9

Test/Procedure Method

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

1.5 GEOMECHANICAL DATA

1.5.1 Summary of Field Investigations

The table below summarize the field investigations data set available for this project.

Table 1. Available Boring Data

Designation State Plane, FL-East, NAD83

Project Location X Y

CB-HHDR301-1A-R 746694 857640

Reach 3

CB-HHDR301-1B-R 746826 857585

CB-HHDR301-1C-R 746916 857528

CB-HHDR301-2A-R 744945 855263

CB-HHDR301-2B-R 745064 855171

CB-HHDR301-2C-R 745146 855112

CB-HHDR301-3A-R 742925 853386

CB-HHDR301-3B-R 742986 853252

CB-HHDR301-3C-R 742941 853142

CB-HHDR301-4A-R 739941 853625

CB-HHDR301-4B-R 739934 853469

CB-HHDR301-4C-R 739949 853374

CB-HHDR301-5A-R 734731 855705

CB-HHDR301-5B-R 734664 855604

CB-HHDR301-5C-R 734672 855493

CB-HHDR301-6A-R 730493 858219

CB-HHDR301-6B-R 730447 858145

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-10

Designation State Plane, FL-East, NAD83

Project Location X Y

CB-HHDR301-6C-R 730399 858077

Reach 3

CB-HHDR301-7A-R 725531 859875

CB-HHDR301-7B-R 725517 859738

CB-HHDR301-7C-R 725527 859645

CB-HHDR301-8A-R 721169 859790

CB-HHDR301-8B-R 721183 859658

CB-HHDR301-8C-R 721202 859557

HHD08-R3-CB-1A 748377 859952

HHD08-R3-CB-1B 748488 859874

HHD08-R3-CB-1C 748564 859809

HHD08-R3-CB-2A 736229 854805

HHD08-R3-CB-2B 736170 854701

HHD08-R3-CB-2C 736115 854617

HHD08-R3-CB-3A 732182 857261

HHD08-R3-CB-3B 732117 857151

HHD08-R3-CB-3C 732067 857056

HHD08-R3-CB-4A 728482 859334

HHD08-R3-CB-4B 728403 859203

HHD08-R3-CB-4C 728369 859134

HHD08-R3-CB-5A 723370 859834

HHD08-R3-CB-5B 723374 859695

HHD08-R3-CB-5C 723377 859597

HHD08-R3-RB-6 740234 853463

HHD08-R3-RB-7 730240 858275

HHD09-R3-CB-1A 747678 859018

HHD09-R3-CB-1B 747791 858923

HHD09-R3-CB-1C 747880 858862

HHD09-R3-CB-2A 745439 855948

HHD09-R3-CB-2B 745567 855860

HHD09-R3-CB-2C 745654 855807

HHD09-R3-CB-3A 744563 854743

HHD09-R3-CB-3B 744671 854634

HHD09-R3-CB-3C 744778 854562

HHD09-R3-CB-4A 743713 853674

HHD09-R3-CB-4B 743822 853529

HHD09-R3-CB-4C 743868 853402

HHD09-R3-CB-5A 740926 853554

HHD09-R3-CB-5B 740902 853412

HHD09-R3-CB-5C 740889 853281

HHD09-R3-CB-6A 738777 853859

HHD09-R3-CB-6B 738742 853708

HHD09-R3-CB-6C 738704 853592

HHD09-R3-CB-7A 733837 856266

HHD09-R3-CB-7B 733756 856157

HHD09-R3-CB-7C 733698 856083

HHD09-R3-CB-8A 731344 857771

HHD09-R3-CB-8B 731263 857664

HHD09-R3-CB-8C 731222 857582

HHD09-R3-CB-9A 726625 859893

HHD09-R3-CB-9B 726626 859752

HHD09-R3-CB-9C 726626 859669

HHD09-R3-CB-10A 724365 859868

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-11

State Plane, FL-East, NAD83

Project Location X Y

HHD09-R3-CB-10B 724370 859716

Reach 3

HHD09-R3-CB-10C 724369 859631

HHD09-R3-CB-11A 720193 859777

HHD09-R3-CB-11B 720184 859629

HHD09-R3-CB-11C 720185 859521

HHD10-R3-PW-1 746265 856310

HHD10-C4A-CB-1 737586 854147

HHD10-C4A-CB-3 738006 854043

HHD15-PS2-CB-4 748627 860072

HHD15-R3-CB-1 748147 859405

HHD15-R3-CB-2 747324 858278

HHD15-R3-CB-3 746411 857013

HHD15-R3-CB-4 744261 854068

HHD15-R3-CB-5 741948 853312

HHD15-R3-CB-6 739520 853523

HHD15-R3-CB-7 736919 854247

HHD15-R3-CB-8 735475 855119

HHD15-R3-CB-9 734619 855637

HHD15-R3-CB-10 733079 856566

HHD15-R3-CB-11 729339 858723

HHD15-R3-CB-12 727554 859599

HHD15-R3-CB-13 722359 859676

HHD15-S354-CB-1 719439 859622

HHD16-R3-CB-1 747532 858396

HHD16-R3-CB-2 746130 856462

* Coordinates presented correspond to the project coordinate system and datum

Constant head recharge tests for determination of hydraulic conductivity were obtained for this data set. For testing results, see paragraph 1.5.7.

1.5.2 Summary of Index Testing Data

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

Table 2: Index Testing Available for this Project

Boring Designation

Sample Designation USCS LL PL PI Org

Visual Shell

CO3

% wn GS

HHD08-R3-CB-1A

U-1 MH 163 71 92 11.5 123.3 2.48

10 MH 143 80 63 11.6 102.4

13 MH 2.7

5A MH

26A SM

HHD08-R3-CB-1B

6 SM

25 MH 65 34 31 42.4

HHD08-R3-CB-1C

U-1 MH 54 31 23 52.1 2.63

5A CL 38 20 18 29

10A SM 2.67

HHD08-R3-CB-2A

U-1 SM 55 32 23 85.5 2.58

19 SM 2.66

HHD08-R3-CB-2B 3 SM 2.69

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-12

Boring

Sample Designation USCS LL PL PI

Org

Visual Shell

CO3

% wn GS

HHD08-R3-CB-2B

7 SM

U-1 OH 130 107 23 14.8 116.6 2.44

2A CH 66 32 34 46

9A SC 34

HHD08-R3-CB-2C

U-1-2 PT 597 540 57 86.7 430.1 1.57

6 PT 85.9

11A SC 70

14A SM 39

12 SP 2.52

HHD08-R3-CB-3A

9 CH 84 55 29 64.7

3A SC

5A CH 34 2.8

14A SP-SM

21A SP-SM

HHD08-R3-CB-3B

2 SM

U-1 OH 192 112 80 30.2 211 2.19

49 MH 3

HHD08-R3-CB-3C

6 PT 82.3

7 PT 38.7 245 2.07

HHD08-R3-CB-4A

U-1 CL 47 21 26 48.6 2.71

1A SM 32 26 6 52.1 2.63

4A SM 82

11 SP-SM

15 SM 21 2.68

23 SP-SM 42

27 SM 2.7

41 SM

HHD08-R3-CB-4B

9 SM 12.4

15 PT 72.6 265.9 1.87

U-1 CH 69 29 40 51.2 2.67

HHD08-R3-CB-4C U-1 OH 301 152 149 57.2 258 1.92

HHD08-R3-CB-5A

12 ML 46 30 16 27.3

16 SM 2.91

18 SC 80

25 SM 2.63

31 SM 33

35 SM 70

38 SP-SM

47 SM

HHD08-R3-CB-5B

6 SM 31 24 7

U-1 PT 414 303 111 82.7 279.6 1.59

18 PT 73.5 1.71

HHD08-R3-CB-5C U-1 MH 91 43 48 82.4 2.6

HHD08-R3-RB-6

4 SM

8 OL 48.7

9 SM 2.82

10 SC

11 SP-SM

12 SM 2.74

13 SP-SM 28

14 SP-SM 2.68

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-13

Sample Designation USCS LL PL PI

Org

Visual Shell

CO3

% wn GS

HHD08-R3-RB-6

15 SP-SM

16 SM 56

50 SP-SM 2.64

57 SP-SM 2.67

63 SP-SM

71 SM 0 0 NP

79 ML 2.61

83 SC 58 25 33

HHD08-R3-RB-7

4 SM

7 OL 53 29 24 16

8 SM 42 27 15

9 SC 2.86

10 SP-SM 2.75

11 SP-SM 49

12 SP-SM 60 2.74

13 SP-SM

14 SM

15 SM

16 SP-SM 2.72

HHD09-R3-CB-1A

6 PT 83.2

Soil Core SM 61 2.8

10 GP-GM

21 SM

HHD09-R3-CB-1B

5 SM

11 SM

19 MH 58 48 10

23 ML 37 30 7

26 SC-SM 2.76

Soil Core SC-SM 23 19 4

33 SP-SM

35 SP-SM 2.81

HHD09-R3-CB-1C 17 SM 78

HHD09-R3-CB-2A

5 PT 235 184 51

U-1 PT 483 364 119 84.6 442.8 1.58

6 PT 75.3

Soil Core SC 78

12 SM 25 2.66

25 SP-SM

HHD09-R3-CB-2B

11 SM 31 24 7

Soil Core SC 2.74

20 SP-SM

24 SM

HHD09-R3-CB-3A

8 PT 84.4 1.69

U-1 PT 698 405 293 83.8 532.2 1.68

10 OH 167 88 79 30.2 2.16

Soil Core SC 2.79 Soil Core CL 26 18 8 Soil Core SM 88 2.76

13 SP-SM

20 SP-SM

HHD09-R3-CB-3B 7 SM 2.79

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-14

Sample Designation USCS LL PL PI

Org

Visual Shell

CO3

% wn GS

HHD09-R3-CB-3B

13 SM

18 CL 49 25 24

22 ML 30 28 2 2.69

26 SM

38 SP-SM

HHD09-R3-CB-4A 7 OH 19.7 2.12

HHD09-R3-CB-4B

5 SC

10 SC 36 24 12

Soil Core GP-GM 0 0 NP Soil Core SC 2.71 Soil Core SC 86 Soil Core SC 2.76

23 SP-SM 2.68

26 SP-SM 67

30 SP-SM

36 SP-SM

HHD09-R3-CB-4C U-1 CH 55 29 26 41.9 2.71

HHD09-R3-CB-5A

6 CH 67 29 38

11 OH 134 70 64 18

14 SC 86 2.71

HHD09-R3-CB-5B

3 SC 2.66

11 SC

15 MH 62 32 30 47.4

19 ML 36 26 10

23 CL 30 18 12

Soil Core SC 70 2.68

27 SP-SM 2.67

30 SP-SM

42 SP-SM 2.69

HHD09-R3-CB-5C 3 OH 29

HHD09-R3-CB-6A 7 OH 318 154 164 51.2 2.82 1.87

HHD09-R3-CB-6B

6 GC 31 22 9 2.71

11 SC 2.63

17 OH 31.7 2.06

20 SM 33 25 8 2.72

Soil Core GM NP NP NP Soil Core CL 87 Soil Core SC 33 22 8

22 SM

25 SM 72.2

35 SP-SM 74

HHD09-R3-CB-7A

7 MH 471 276 195 7.5 421.3

9 OH 137 68 69 24.4 161.3

Soil Core CL 48 28 20 2.65 Soil Core SC 68 Soil Core SC 28 20 8 83 2.75

17 SP 13

26 SP-SM

30 SC

HHD09-R3-CB-7B

3 GM

10 SM 2.59

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-15

Sample Designation USCS LL PL PI

Org

Visual Shell

CO3

% wn GS

HHD09-R3-CB-7B 16 MH 71 37 34

HHD09-R3-CB-7C

15 GP

17 SP-SM

HHD09-R3-CB-8A

Soil Core SC 38 19 19 Soil Core SC 84 2.70

18 SP-SM 55.3

23 SP-SM

28 SC 52.1

30 SC

HHD09-R3-CB-8B

6 SC

9 SC 2.68

15 MH 70 57 13 65.7

18 CL 2.66

32 SP-SM

HHD09-R3-CB-8C

2 OH 44 167.4 2.06

4 PT 80.9 506.9

26 SC 49.2

HHD09-R3-CB-9A

7 PT 69.1 379.3 1.77

11 SM 36 26 10 2.65

Soil Core SC 2.69

15 SP-SM 10

17 SM 32 18.8 2.71

23 SC

26 SP-SM

33 SM

HHD09-R3-CB-9B

5 SM

12 SC

18 OH 52.2

19 CL 34 23 11

27 SM 2.67

43 SC

HHD09-R3-CB-10A

10 CL 43 22 21 2.7

13 SC 87

HHD09-R3-CB-10B

5 SC

7 SM

16 SC

18 OH 47.7 162.6

Soil Core SC 50.4

27 SM 2.64

31 SC

36 SP-SM

42 SP-SM

HHD09-R3-CB-10C

8 OH 264 125 139 32.8

20 SC 29.6

HHD09-R3-CB-11B

5 SP-SM 18.1 2.67

9 SC 16.3

15 PT 84.9 307.4

19 SC 94 35.4 2.61

22 SC 46 18 28 26.5

31 SC 32.4

36 SP-SM 51.3 22

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-16

Sample Designation USCS LL PL PI

Org

Visual Shell

CO3

% wn GS

HHD09-R3-CB-11B

41 SP-SM 29.8

48 SM 29

HHD10-R3-PW-1

4 ML 40 34 6 52.3

6 SC 2.66

9 SM

11 SC 30

17 SC 2.68

23 SP-SM 23

28 SC 60

34 SM 16 15 1

42 SP-SM

44 SM

53 SM 2.67

58 SM

65 SM 26.2

72 ML 42 29 13 39.5

HHD10-C4A-CB-1

3 SM 14

7 OH 94 50 44 10 79.3

12 SC 62 26 36

15 SM 33.7 2.84

HHD10-C4A-CB-3

3 SM 32.2

7 OH 185 111 74 19 160.6

15 SM 31 26 5 40

19 SM 9

22 SP-SM

HHD15-PS2-CB-4

3 SM 16.8

10 SM 38 25 13 24.7

20 SM 49 35 14 35.3

25 CL 47 26 21 54.5

HHD15-R3-CB-1 Forthcoming

HHD15-R3-CB-2 N/A

HHD15-R3-CB-3 N/A

HHD15-R3-CB-4 N/A

HHD15-R3-CB-5 N/A

HHD15-R3-CB-6 N/A

HHD15-R3-CB-7 N/A

HHD15-R3-CB-8 N/A

HHD15-R3-CB-9 N/A

HHD15-R3-CB-10 N/A

HHD15-R3-CB-11 N/A

HHD15-R3-CB-12 N/A

HHD15-R3-CB-13 N/A

HHD15-S354-CB-1 N/A

HHD16-R3-CB-1 N/A

HHD16-R3-CB-2 N/A

N/A N/A N/A N/A N/A N/A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-17

Sample Designation USCS LL PL PI

Org

Visual Shell

CO3

% wn GS

N/A N/A

USCS: Unified Soil Classification System; LL: liquid limit; PL: plastic limit; PI:

Plastic Index; Org %: Organic Content; CO3%: Carbonate Content; wn: moisture content; Gs: specific gravity

1.5.3 Summary of Additional Laboratory Testing Data

The table below summarize laboratory testing on rock available for this project. Testing result data sheets are included in paragraph 1.5.7.

Table 3. Available Laboratory Rock Testing Data

Boring Number Depth (feet)

Unconfined Compressive Strength (psi)

Unit Weight (pcf)

CB-HHDR301-1B-R 52.8-53.3 2015.41 130.8

CB-HHDR301-1C-R 34.4-35.6 6619.11 148.6

CB-HHDR301-1C-R 38.6-39.3 1425.6 129.4

CB-HHDR301-2A-R 39.2-39.8 4361.04 144.3

CB-HHDR301-2D-R 33.5-34.1 11431.78 154.2

CB-HHDR301-3C-R 36.63-37 5499.18 148.8

CB-HHDR301-4A-R 39-39.4 8075.94 149.5

CB-HHDR301-7C-R 26-27.3 3672.59 141.6

CB-HHDR301-8A-R 24.5-25.3 4323.91 145.6

HHD08-R3-CB-1A 41.6-42.6 3197.23 155.6

HHD08-R3-CB-2C 16-16.9 1140.37 132.2

HHD08-R3-CB-2C 39.5-40.4 907.60 134.3

HHD08-R3-CB-3A 33.1-34.1 2577.66 147.7

HHD08-R3-CB-4B 49.2-49.8 3522.47 143.7

HHD08-R3-CB-5C 26.3-27.3 1504.30 145.7

HHD09-R3-CB-1Aa 37-38 747.05 117 HHD09-R3-CB-1Ab 39.5-40.5 7184.71 150

HHD09-R3-CB-2B 60-60.9 1533.69 117.5

HHD09-R3-CB-2B 68-69 1995.07 141.8

HHD09-R3-CB-3B 66-67.1 5602.42 146.6

HHD09-R3-CB-4B 62.8-63.8 13683.11 159.4

HHD09-R3-CB-5B 63.1-64 2561.54 138.9

HHD09-R3-CB-6A 36.2-37 538.64 106.8

HHD09-R3-CB-7C 29.3-30.3 1966.16 141.1

HHD09-R3-CB-8C 32.8-33.6 2574.81 126.3

HHD09-R3-CB-9B 49.4-50.3 1247.57 138

HHD09-R3-CB-11B 47.4-48.3 1826.98 130.2

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-18

Boring Number Depth (feet)

Unconfined Compressive Strength (psi)

Unit Weight (pcf)

HHD10-C4A-CB-3 41.8-42.5 2100.75 137

HHD15-PS2-CB-4 45.9-46.5 2145.02 115.5

HHD15-PS2-CB-4 65.9-66.6 10034.45 155.2

HHD15-R3-CB-? n/a n/a n/a HHD15-R3-CB-? n/a n/a n/a

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

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

1.5.4 Boring Log Notes

All but two borings 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 or NX core barrels until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

Borings HHD08-R3-RB-6 and 7 were drilled with roto-sonic methods. The upper 17 feet were sampled with a 4” by 10’ long sampling barrel. From 17 to 137 feet, samples were collected with a 4” by 5’ long sampling barrel with a polycarbonate liner to retain the sample. Below 137 feet, the former method was used to advance the boring.

1.5.5 Recovered Materials

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

Address: 3077 Talleyrand Avenue Jacksonville, 32206 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; (4) the name of

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-19 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.

Plate 1. Vicinity Map

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-20

Plate 2. Location of Field Investigations

Reach 1 Cutoff Wall Extension

Section 00 31 32-21

Plate 3. Location of Field Investigations (Con’t)

Reach 1 Cutoff Wall Extension

Section 00 31 32-22

Plate 4. Location of Field Investigations (Con’t)

Reach 1 Cutoff Wall Extension

Section 00 31 32-23

Plate 5. Location of Field Investigations (Con’t)

Reach 1 Cutoff Wall Extension

Section 00 31 32-24

1.5.6 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.

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-25

16.3

14.8

13.3

11.8

10.3

8.8

7.3

5.8

4.3

2.8

1.3

0.0

6.0

10.0

12.5

15.0

0.0

16.316.3

10.3

6.3

3.8

1.3

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, SILT, inorganic-L, low plasticity, some calcareous fine angular grains, trace calcareous angular gravel, strong reaction to HCl, moist, light gray (ML)

At El. 12.3 Ft. trace limestone cobbles (SP)

SILT, organic-L, low plasticity, high peat content, no reaction to HCL, moist to wet, dark brown. (OL)

LIMESTONE, soft, decomposed, amphantic with hard limestone lenses, gray.

SILT, inorganic-L, medium plasticity, firm, trace clay, trace carbonate sand, trace shells, strong reaction to HCl, moist, weakly cemented, gray

(ML)

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-HHDR301-1A-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-HHDR301-1A-R

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

L.C. Gregory

Herbert Hoover Dike

Reach 3

05-02-01

16.3 Ft.

53 %

11.3 Ft.

NAD83

See Remarks

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

X = 746,694 Y = 857,640

NAVD88

CME-45

Corps of Engineers - CESAJ

53.5 Ft.

Jacksonville District

04-24-01

N/A

Chris Papiernik, Geologist

JUN 02

SAJ FORM 1836

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-26

-0.2

-1.7

-3.2

-4.7

-6.2

-7.7

-9.2

-9.7

-11.7

-13.2

-14.2

-14.7

-16.2

-17.7

15.5

16.5

21.0

24.5

26.0

27.0

29.5

31.5

BOX

0.8

-0.2

-4.7

-8.2

-9.7

-10.7

-13.2

-15.2

RQD

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

NX Diamond Set Bit DT = 15 mins HP = 300 psi

SPT Sampler

SPT Sampler

Advanced Boring

SPT Sampler

SPT Sampler

SPT Sampler

LIMESTONE, moderately hard, gray

SAND, poorly graded, mostly carbonate shells, trace silt and clay, strong reaction to HCl, non-cohesive, light brown. (SP)

LIMESTONE, moderately hard, moderately weathered, fine grained, weakly cemented, little shell content, gray

From El. -1.7 to -2.2 Ft. soft silty layer

CLAY, fat, high plasticity, firm, trace silt and shells, weak reaction to HCl, moist, gray to green. (CH)

SILT, inorganic-L, low plasticity, firm, trace shell and clay, trace calcareous angular sand, strong reaction to HCl, moist, light gray. (ML)

LIMESTONE, hard, moderately weathered, fine grained, thin bedded, fossiliferous, gray.

SAND, poorly graded, mostly fine angular carbonate, trace clay and silt, trace shells, strong reaction to HCl, moist, light gray. (SP)

LIMESTONE, soft to hard, highly weathered and decomposed, amphantic, zones of hard thin limestone, gray.

From El. -14.7 to -15.7 Ft. high silt and clay content SAND, poorly graded, mostly fine angular carbonate grains, trace silt and clay, trace large shells, strong reaction to HCl, wet, gray (SP)

From El. -17.7 to -18.0 Ft. hard limestone lenses

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

16.3 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 746,694 Y = 857,640

CB-HHDR301-1A-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-27

-37.2

-19.2

-20.7

-22.2

-23.7

-25.7

-30.7

-32.7

-37.2

BOX

53.5

36.0

37.0

38.5

45.0

BOX

-19.7

-20.7

-22.2

-28.7

RQD

RQD

RQD

RQD

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

Abbreviations:

SPT Sampler

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit DT = 90 mins HP = 200 psi

4 x 5-1/2" Diamond Set Bit DT = 65 mins HP = 200 psi

4 x 5-1/2" Diamond Set Bit DT = 95 mins HP = 200 psi

4 x 5-1/2" Diamond Set Bit DT = 30 mins HP = 200 psi

4 x 5-1/2" Diamond Set Bit DT = 47 mins HP = 200 psi

LIMESTONE, hard, moderately weathered, fine grained, fossiliferous, gray

SAND, poorly graded, mostly fine carbonate angular grains, trace clay and silt, trace shells, strong reaction to HCl, wet, occasional limestone lenses, gray. (SP)

LIMESTONE, hard, slightly weathered, fine grained, medium bedded, fossiliferous, upper vertical 1/2' highly weathered, dark gray

From El. -23.7 to -26.7 Ft. 1/2" thick vertical clay and sand seam

At El. -26.9 Ft. sand content increasing, very pitted

SANDSTONE, very hard, highly weathered, fine grained, medium bedded, fossiliferous, calcareous, pitted, many voids, gray

From El. -29.8 to -30.3 Ft. very broken, occasional seams of heavily weathered sandstone and loose sand seams.

NOTES:

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

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

16.3 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 746,694 Y = 857,640

CB-HHDR301-1A-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-28

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

3. Water Levels:

04/23/01 +9.7 ft NGVD-29 04/24/01 +9.7 ft NGVD-29 04/25/01 +9.6 ft NGVD-29 04/26/01 +9.6 ft NGVD-29 05/01/01 +9.5 ft NGVD-29 05/01/01 +9.5 ft NGVD-29

4. Revised Boring Log: Boring log updated to reflect current project horizontal and vertical datum, correct minor omissions/errors.

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

16.3 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 746,694 Y = 857,640

CB-HHDR301-1A-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-29

42.7

41.2

39.7

38.2

36.7

35.2

33.7

32.2

30.7

29.2

27.7

0.00.0

42.742.7

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, SAND, silty, poorly sorted, fine to coarse grained, some silt, calcareous, few gravel, strong reaction to HCl, dry, brown (SM)

At El. 41.2 Ft. FILL, SAND, clayey, poorly sorted, trace quartz, mostly calcareous, some clay, little silt, strong reaction to HCl, dry, tan

(SC)

At El. 32.2 Ft. becoming moist

At El. 30.7 Ft. FILL, CLAY, lean, plastic, soft, little sand grained, few shells, moist, brown

(CL)

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-HHDR301-1B-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-HHDR301-1B-R

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

Larry Wooters

Herbert Hoover Dike

Reach 3

05-09-01

42.7 Ft.

72 %

25.1 Ft.

NAD83

See Remarks

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

X = 746,826 Y = 857,585

NAVD88

Failing 1500

Corps of Engineers - CESAJ

60.5 Ft.

Jacksonville District

05-07-01

N/A

Steve Myers, Geologist

JUN 02

SAJ FORM 1836

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-30

26.2

24.7

23.2

21.7

20.2

18.7

17.2

15.7

14.2

12.7

11.2

9.7

8.2

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. 24.2 Ft. becoming gray with some sand, no shells

At El. 21.7 Ft. gray-brown

At El. 18.2 Ft. FILL, SAND, poorly sorted fine to coarse calcareous, some gravel, trace silt and clay, moist, tan (SP)

At El. 9.7 Ft. many shells fragments

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

42.7 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 746,826 Y = 857,585

CB-HHDR301-1B-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-31

6.7

5.2

3.7

2.2

0.7

-0.8

-2.3

-3.8

-5.3

-6.8

-8.3

-9.8

35.5

40.5

41.3

43.5

49.5

52.5

BOX

7.2

2.2

1.4

-0.8

-6.8

-9.8

RQD

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

NX Diamond Set Bit DT = 21 mins

At El. 7.7 Ft. laminated with peat

CLAY, plastic, soft, calcareous (CH)

At El. 5.7 Ft. laminated with peat

PEAT, firm, dry, black (PT)

LIMESTONE, micritic, hard, dry beds of medium-grained calcareous sand, intersperced, tan

SAND, clayey, poorly graded, fine to coarse grained, calcareous, little clay and silt, strong reaction to HCl, wet, slight sulfer odor, tan (SC)

At El. -5.3 Ft. many shells, clay content increasing

CLAY, lean, medium plastic, soft, many shell fragments, moist, light gray (CL)

LIMESTONE, hard, fossiliferous, tan

At El. -11.6 Ft. LIMESTONE, soft, poorly cemented with some clay, large shells, gray

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

42.7 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 746,826 Y = 857,585

CB-HHDR301-1B-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-32

-17.8

-14.8

-17.8

BOX

60.5

59.3

BOX

-16.6

RQD

RQD

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

Abbreviations:

NX Diamond Set Bit DT = 21 mins

NX Diamond Set Bit DT = 4 mins

At El. -14.0 Ft. LIMESTONE, hard, fossiliferous, micrite

At El. -14.8 Ft. LIMESTONE, soft, shell fragments, uncemented

SAND, silty, poorly sorted, calcareous, fine to medium grained, some silt, mostly shell fragments, no reaction to HCL, wet, white (SM)

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. Lake Water Level:

05/07/01 +9.5 ft NGVD-29 05/08/01 +9.4 ft NGVD-29

4. Revised Boring Log: Boring log updated to reflect current project horizontal and vertical datum, correct minor omissions/errors, and revise 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

42.7 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 746,826 Y = 857,585

CB-HHDR301-1B-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-33

11.1

9.6

8.1

6.6

5.1

3.6

2.1

0.6

-0.9

-2.4

-3.9

0.0

1.0

6.0

9.0

11.0

15.0

0.0

11.111.1

10.1

5.1

2.1

0.1

-3.9

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Fill, SILT, organic-L, low plasticity, some peat, no reaction to HCl, moist, dark brown (OL)

SILT, organic-L, low plasticity, some peat, no reaction to HCl, moist, dark brown (OL)

LIMESTONE, soft, decomposed, amphantic, fossiliferous, upper 1/2" hard, moderately weathered limestone

SAND, poorly graded, mostly shell grains, trace silt, strong reaction to HCl, wet, tan (SP)

From El. 1.3 to 0.9 Ft. limestone lenses

LIMESTONE, moderately hard, moderately weathered, fine grained, weakly cemented, little shell, gray

From El. -1.4 to -1.9 Ft. decomposed limestone

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-HHDR301-1C-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-HHDR301-1C-R

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

L.C. Gregory

Herbert Hoover Dike

Reach 3

05-08-01

11.1 Ft.

51 %

8.2 Ft.

NAD83

See Remarks

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

X = 746,916 Y = 857,528

NAVD88

CME-45

Corps of Engineers - CESAJ

54.0 Ft.

Jacksonville District

05-03-01

N/A

Chris Papiernik, Geologist

JUN 02

SAJ FORM 1836

HHD Rehabilitation Reach 1 Cutoff Wall Extension

Section 00 31 32-34

-5.4

-6.9

-8.4

-9.9

-10.4

-11.4

-12.9

-14.0

-14.4

-15.4

-16.9

-18.4

-19.9

-20.7

-21.4

-21.9

50/0.3'

21.0

22.3

24.0

26.0

27.8

29.5

31.5

BOX

BOX

BOX

33/0.1'

-9.9

-11.2

-12.9

-14.9

-16.7

-18.4

-20.4

89+

RQD

RQD

RQD

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT…