GDR_IP3_(1).pdf

SECTION 00 31 32

Geotechnical Data Report for

Herbert Hoover Dike Rehabilitation

Structure Replacements

S-291 (IP-3)

Reconstruction

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

April 10, 2015

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 291 (Culvert IP-3)

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 and 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-291 Plate 3. Location of CPT and Test Pit Investigations for S-291 Plate 4. Location of Canal Sediment Probes for S-291 and S-290

HHD Structure Replacements S-291 (IP-3) Reconstruction Glades County, FL

Section 00 31-322

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, 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 291 (culvert IP-3) will be performed at this site. This geotechnical data report presents all the lateral geologic information for this site, and will not be limited to the construction limits.

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

Reach 8 (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 Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-323 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 291 (Culvert IP-3)

The materials encountered for Structure 291 are represented through the borings, and probes plotted on Plates 2 through 4. Different from

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-324 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 1.5 feet with an average base elevation of 8.0 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 approximately 8.8 to -2.3 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 five feet thick. Elevations were not obtained for these three 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 11.5 feet is partially cemented, and forms a sporadic layer of soft to moderately hard, highly weathered sandstone that ranges from 0.0 to 5.0 feet thick.

Below the dense sand unit a continuous layer of clayey sand is encountered at average elevation of -19.0 feet. This layer averages 4.0 feet thick and is comprised of very fine quartz sand, of loose to very loose density, with shell and 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 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 2.0 to 10 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 -59 feet. This transition layer is comprised of loose to medium dense, very fine quartz sand, with sand to gravel size shell.

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-325

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 Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-326

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 Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-327

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 Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-328

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 Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-329

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-IP-3-R 654534 1002683 Structure 291

HHD13-S291-CB-1 654557 1002483

Structure 291

HHD13-S291-CB-2 654450 1002614

HHD13-S291-CB-3 654487 1002691

HHD13-S291-CB-4 654594 1002722

HHD13-S291-CB-5 654605 1002777

HHD13-S291-CB-6 654522 1002865

HHD15-S291-CB-1 654863 1002054

HHD15-S291-CB-2 654779 1002252

HHD15-S291-CB-3 654698 1002258

HHD15-S291-CB-4 654782 1002351

HHD15-S291-CB-5 654903 1002191

HHD15-S291-CB-6 654915 1002348

HHD15-S291-CB-7 654809 1002513

HHD15-S291-CB-8 654678 1002646

* 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-S291-CP-1 654860 1002060

Structure 291

HHD15-S291-CP-2 654773 1002265

HHD15-S291-CP-3 654691 1002268

HHD15-S291-CP-4 655001 1002245

HHD15-S291-CP-5 654975 1002281

HHD15-S291-CP-6 654692 1002573

HHD15-S291-CP-7 654669 1002729

HHD15-S291-CP-8 654775 1002360

HHD15-S291-CP-9 654627 1002632

* Coordinates presented correspond to the project coordinate system and datum

Table 3. Available Test Pit Data

Designation State Plane, FL-East, NAD83

Project Location X Y

HHD15-S-291-TP-1 654760 1002391

Structure 291

HHD15-S-291-TP-2 654694 1002538

* Coordinates presented correspond to the project coordinate system and datum

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3210

Table 4. Available Probing Data

Designation State Plane, FL-East, NAD83

Project Location X Y

1 654250 1002674

Structure 291

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

Structure 290 11 654295 1002442 12 654350 1002442 13 654413 1002432

Structure 291

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 24 654612 1002291 25 654528 1002739 26 654546 1002736 27 654566 1002736

* 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-S291-SS-1 654603 1002551

Structure 291

HHD15-S291-SS-2 654642 1002646

HHD15-S291-SS-3 654559 1002689

HHD15-S291-SS-4 654464 1002692

HHD15-S291-SS-5 654477 1002752

* Coordinates presented correspond to the project coordinate system and datum

Slug tests and Pore Pressure Dissipation (PPD) tests for the determination of hydraulic conductivity were obtained for this data set of the foundation soils. Slug tests were performed in open standpipe wells in the higher permeable sands above elevation -15 ft. PPD tests were performed with a cone penetrometer system in the lower permeable soils below elevation -18 ft. Analysis of the data utilized Bouwer- Rice, and Mayne 2002 respectively. For more detailed testing results, see paragraph 1.5.7.

Section 00 31-3211

Table 6: Hydraulic Conductivity Tests

Designation Elevation (NAVD-88,ft)

Hydraulic Conductivity (cm/s) Project

Location Slug PPD

HHD15-S291-CB-2 -5.2 to -10.2 2.6E-02

Structure

HHD15-S291-CB-4 -5.1 to -10.1 2.4E-02

HHD15-S291-CP-1

-18 ` 5.22E-06 -26 1.77E-04 -37 2.54E-04

-38.1 1.07E-04 -40 6.42E-05

-44.4 7.44E-05

HHD15-S291-CP-2

-21 5.63E-05 -27.8 1.34E-04 -40.5 1.77E-04

Structure

-44.9 1.77E-04 -50.8 1.34E-04

HHD15-S291-CP-3

-19.1 1.1E-05 -27.6 1.34E-04 -41.6 1.04E-04 -45.5 1.07E-04

Slug: Slug Test, PPD: Pore Pressure Dissipation Test

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 Org

Visual Shell wn GS

HHD13-S291-CB-1

6 SP

9 SP 2.65

16 SP-SM

26 SP-SM

U-1 ML 38 27 11 38.3 2.68

31 SC 35 19 16 34 32.8

35 SC 23 16 7 22.2

40 SC 27 15 12 23.3

HHD13-S291-CB-3

4 SP-SM

10 SP

26 SP-SM

34 SM 22 21 11 26.2

44 SC 37 18 19 35.5

HHD13-S291-CB-5

5 SP 33 17.6

9 SP 2.67

15 SP-SM

21 SP

28 SC 44 16 28 40.7

34 SM 20.5

36 SP-SM 56

40 SC 25 14 11 26.2

HHD15-S291-SS-1 1 SP

HHD15-S291-SS-2 1 SP-SM 17 2.82

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3212

Boring Designation

Sample Designation USCS LL PL PI

Org

Visual Shell wn GS

HHD15-S291-SS-3 1 SP

HHD15-S291-SS-4 1 SP

HHD15-S291-SS-5 1 SP

HHD15-S291-CB-1

9 SP-SM 36

15 SP

19 SP

27 CL 46 17 29 41.5

31 SM

35 SM

39 SM 27 24 3 27.3

HHD15-S291-CB-2 3 SP

HHD15-S291-CB-2

7 SP

15 SP

22 SP 2.65

32 SP

39 SM

HHD15-S291-CB-2 42 SM 20 18 2 26.5

HHD15-S291-CB-5 2 SM 4 24.3

HHD15-S291-CB-7 1 SM 0 0 NP 7

HHD15-S291-CB-8 7 SP-SM 46

HHD15-S291-TP-1 2 SP

HHD15-S291-TP-2 2 SM

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

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 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.

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3213

1.5.5 Recovered Materials

The material recovered from boring CB-IP-3-R is 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 31-3214

Plate 1. Vicinity Map

Section 00 31-3215

Plate 2. Location of Boring Investigations for S-291

Plate 3. Location of CPT and Test Pit Investigations for S-291

Section 00 31-3216

Plate 4. Location of Canal Sediment Probes for S-291 and S-290

Section 00 31-3217

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.

Section 00 31-3218

32.6

31.1

29.6

28.1

26.6

25.1

23.6

22.1

20.6

19.1

17.6

0.00.0

32.632.6

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, slightly damp, trace shell, tan to light brown

(SP)

At El. 29.6 Ft. trace organic stain, tan

At El. 21.6 Ft. light tan

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-IP-3-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-IP-3-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 3

05-27-94

32.6 Ft.

82 %

12.6 Ft.

NAD83

See Remarks

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

X = 654,535 Y = 1,002,684

NAVD88

Failing 1500

Corps of Engineers - CESAJ

60.0 Ft.

Jacksonville District

05-25-94

N/A

M. Marty Goff, Geologist

JUN 02

SAJ FORM 1836

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3219

16.1

14.6

13.1

11.6

10.1

8.6

7.1

5.6

4.1

2.6

1.1

-0.4

-1.9

16.5

19.5

21.0

22.5

24.0

WOH

16.1

13.1

11.6

10.1

8.6

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

At El. 16.1 Ft. potential base of FILL SAND, fine to medium-grained quartz, trace shell, wet, black organic stain, brown (SP)

At El. 14.6 Ft. fine-grained, little organic matter, staining

SAND clayey, fine to medium-grained quartz, organic staining, wet, black to dark gray (SC)

CLAY, soft, dark gray (CH)

SAND, clayey, fine-grained quartz, gray (SC)

SAND, fine to medium-grained quartz, trace shell, wet, tan (SP)

At El. 2.6 Ft. trace to little shells, tan

At El. -1.9 Ft. trace small clayey 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

32.6 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,535 Y = 1,002,684

CB-IP-3-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3220

-3.4

-4.9

-6.4

-7.9

-9.4

-10.9

-12.4

-13.9

-15.4

-16.9

-18.4

-19.9

-21.4

45.0

-12.4

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

CLAY, fat, soft, trace sand, trace shell, gray to green (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

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

32.6 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,535 Y = 1,002,684

CB-IP-3-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3221

-27.4

-22.9

-24.4

-25.9

-27.4

60.0

55.5

57.0

58.5

-22.9

-24.4

-25.9

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

Abbreviations:

WOH = Weight of Hammer.)>>

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

CLAY, soft, trace to little sand, trace shell, calcareous, occasional thin layer of limestone, white to gray (CL)

SILT, little sand, calcareous, soft white (MH)

SILT, little sand, trace shell, occasional thin layer of limestone, white (ML)

NOTES:

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

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

3. 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

32.6 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,535 Y = 1,002,684

CB-IP-3-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3222

22.0

20.5

19.0

17.5

16.0

14.5

13.0

11.5

10.0

8.5

7.0

0.0

4.5

9.8 9.9

0.0

22.022.0

17.5

12.2 12.1

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 fine-grained sand-sized shell, trace fine gravel-sized limestone, moist, 5Y 5/1 gray

At El. 20.5 Ft., trace organic matter, discontinue fine gravel-sized limestone

At El. 19.7 Ft., trace sand to gravel-sized shell, 10YR 6/1 gray

SAND, poorly-graded, mostly fine-grained sand-sized quartz, trace silt, moist, (Native?), white (SP)

At El. 14.5 Ft., 10Y 7/1 light greenish gray

SAND, clayey, mostly fine-grained sand-sized quartz, little clay, little silt, moist, light brown (SC) SAND, poorly-graded, mostly fine to medium-grained sand-sized quartz, trace silt, wet, light brown gray (SP)

At El. 8.0 Ft., mostly fine-grained sand-sized quartz, few fine to coarse-grained sand-sized shell, trace phosphate, 10Y 7/1 light greenish

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-S291-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-S291-CB-1

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

11.2 Ft.

South Atlantic

N/A

Charlie Brown

Herbert Hoover Dike

Structure 291 / Culvert IP-3 Replacement

05-30-14

22.0 Ft.

79 %

NAD83

See Remarks

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

X = 654,557 Y = 1,002,483

NAVD88

Failing 1500

Corps of Engineers - CESAM

70.5 Ft.

Jacksonville District

05-30-14

N/A

Bobby Norris, Geologist

JUN 02

SAJ FORM 1836

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3223

5.5

4.0

2.5

1.0

-0.5

-2.0

-3.5

-5.0

-6.5

-7.9 -8.0

-9.5

-10.4

-11.0

-12.5

50/0.4'

18.5

25.5

50/0.4'

3.5

-3.5

85+

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring

SPT Sampler

SPT Sampler

Advanced Boring w/ fishtail bit

SPT Sampler

SPT Sampler gray From El. 7.0 to 6.0 Ft., few silt

At El. 4.9 Ft., weak cementation, N 7/ light gray

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, few silt, few fine to coarse-grained sand-sized shell, trace phosphate, wet, weak cementation, N 7/ light gray (SP-SM)

At El. 1.0 Ft., trace fine to medium-grained sand-sized shell, occasional thin layers of slightly silty sand

SAND, poorly-graded, mostly fine-grained sand-sized quartz, trace silt, trace fine to medium-grained sand-sized shell, trace phosphate, wet, silt content varies with depth, 5Y 6/1 gray (SP)

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

22.0 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,557 Y = 1,002,483

HHD13-S291-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3224

U-1

U-2

-14.0

-15.5

-17.0

-18.5

-20.0

-21.5

-23.0

-24.5

-26.0

-27.5

-29.0

-30.5

-32.0

36.5

42.3

-14.5

-20.3

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

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

At El. -17.0 Ft., 5Y 5/1 gray

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

At El. -29.0 Ft., few sand to gravel-sized shell, few silt, few clay, trace phosphate, moderate cementation, occasional thin layers of sandstone, dicontinue interbedded layers of sandy clay, 10Y 6/2 light grayish olive

At El. -32.0 Ft., some fine to coarse-grained sand-sized shell, 10GY 7/1 light greenish 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

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

22.0 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,557 Y = 1,002,483

HHD13-S291-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3225

-48.5

-33.5

-35.0

-36.5

-38.0

-39.5

-41.0

-42.5

-44.0

-45.5

-47.0

-48.5

70.5

55.5

59.0

62.0

65.0

-33.5

-37.0

-40.0

-43.0

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

At El. -33.0 Ft., little sand to gravel-sized shell SAND, clayey, mostly fine to coarse-grained sand-sized shell, few fine-grained sand-sized quartz, 5GY 6/1 greenish gray (SC)

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

SAND, silty, some sand to gravel-sized shell, some fine to medium-grained sand-sized quartz, little silt, trace phosphate, wet, 5GY 6/1 greenish gray (SM)

SAND, clayey, mostly fine-grained sand-sized quartz, little silt, little clay, trace fine to coarse-grained sand-sized shell, trace phosphate, wet, very fine grained quartz, 10Y 4/2 grayish olive (SC)

NOTES:

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

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

3. Companion boring drilled to collect two 3-inch undisturbed sample in Feb-2015.

U-1, 1.95 foot recovery, 200 psi at 16 seconds for push, U-2, 1.95 foot recovery, 250 psi at 13 seconds for push.

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

22.0 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,557 Y = 1,002,483

HHD13-S291-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3226

4. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

6 7.5/9.0 SP*

9 12.0/13.5 SP*

16 22.5/24.0 SP-SM*

26 37.5/39.0 SP-SM*

U-1 /70.5 ML

31 45.0/46.5 SC

35 54.0/55.5 SC

40 69.0/70.5 SC

*Lab visual classification based on gradation curve

5. Additional Laboratory Testing

9 Specific Gravity U-1 Moisture Content U-1 Specific Gravity U-1 Atterberg 31 Moisture Content 31 Atterberg 35 Moisture Content 35 Atterberg 35 Percent Visual Shell 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

Herbert Hoover Dike

22.0 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,557 Y = 1,002,483

HHD13-S291-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3227

21.1

19.6

18.1

16.6

15.1

13.6

12.1

10.6

9.1

7.6

6.1

0.0

4.8

6.0

9.0

12.0

15.0

0.0

21.121.1

16.3

15.1

12.1

9.1

6.1

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 fine to coarse-grained sand-sized shell, few silt, trace organic matter, dry, 5Y 7/1 light gray At El. 20.1 Ft., few fine to coarse gravel-sized limestone, discontinue organic matter At El. 19.6 Ft., trace silt, discontinue shell, discontinue fine to coarse gravel-sized limestone

At El. 18.1 Ft., few silt, trace shell, moist

SAND, poorly-graded, mostly fine-grained sand-sized quartz, trace silt, dry, 10Y 8/1 light greenish gray (SP)

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

At El. 13.6 Ft., trace clay, brown

SAND, silty, mostly fine-grained sand-sized quartz, little silt, few fine to coarse-grained sand-sized shell, trace clay, wet, weak cementation, 5Y 5/2 olive gray (SM)

At El. 10.3 Ft., some fine to coarse-grained sand-sized shell, discontinue clay, occasional thin layer of limestone

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

At El. 7.6 Ft., trace shell

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-S291-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-S291-CB-2

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

12.5 Ft.

South Atlantic

N/A

Ricky Brown

Culvert IP-3 Rehabilitation

Structure 291 / Culvert IP-3 Replacement

12-20-13

21.1 Ft.

79 %

NAD83

See Remarks

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

X = 654,450 Y = 1,002,615

NAVD88

Failing 1500

Corps of Engineers - CESAM

70.5 Ft.

Jacksonville District

12-19-13

N/A

Bobby Norris, Geologist

JUN 02

SAJ FORM 1836

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3228

4.6

3.1

1.6

0.1

-1.4

-2.9

-4.4

-5.9

-7.4

-8.9

-10.4

-11.9

-13.4

19.5

26.0

1.6

-4.9

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, trace silt, trace phosphate, trace shell, wet, 5Y 6/1 gray (SP)

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

SAND, poorly-graded, mostly fine-grained sand-sized quartz, trace silt, trace phosphate, trace shell, wet, occasional thin layers of slightly silty sand, silt content varies with depth, 5Y 6/1 gray (SP)

At El. -13.4 Ft., frequency of slightly silty sand

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

Culvert IP-3 Rehabilitation

21.1 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,450 Y = 1,002,615

HHD13-S291-CB-2

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3229

-14.9

-16.4

-17.9

-19.4

-20.9

-22.4

-23.9

-25.4

-26.9

-28.4

-29.9

-31.4

-32.9

42.0

44.0

50.5

-20.9

-22.9

-29.4

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 layers increase with depth

SAND, clayey, some fine-grained sand-sized quartz, some clay, little silt, few fine to coarse-grained sand-sized shell, wet, very fine grained quartz, 10Y 4/1 dark greenish gray

(SC)

SAND, silty, mostly fine-grained sand-sized quartz, some silt, few fine to coarse-grained sand-sized shell, trace clay, wet, occasional thin layers of sandstone, very fine grained quartz, 5Y 7/1 light gray (SM) At El. -24.4 Ft., little silt, discontinue clay

At El. -26.9 Ft., some sand to gravel-sized shell, few clay, discontinue very fine grained quartz, 5GY 7/1 light greenish gray

SAND, silty, mostly fine to coarse-grained sand-sized shell, some fine-grained sand-sized quartz, discontinue clay (SM)

At El. -32.4 Ft., some sand to gravel-sized shell

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

Culvert IP-3 Rehabilitation

21.1 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,450 Y = 1,002,615

HHD13-S291-CB-2

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3230

-49.4

-34.4

-35.9

-37.4

-38.9

-40.4

-41.9

-43.4

-44.9

-46.4

-47.9

-49.4

70.5

63.0

-41.9

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

At El. -34.9 Ft., mostly fine to coarse-grained sand-sized shell, little fine-grained sand-sized quartz

SAND, clayey, mostly fine-grained sand-sized quartz, few silt, few clay, trace fine to coarse-grained sand-sized shell, trace phosphate, wet, very fine grained quartz, 10Y 6/1 greenish gray (SC)

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.

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

Culvert IP-3 Rehabilitation

21.1 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 654,450 Y = 1,002,615

HHD13-S291-CB-2

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3231

32.4

30.9

29.4

27.9

26.4

24.9

23.4

21.9

20.4

18.9

17.4

0.00.0

32.432.4

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 fine to coarse-grained sand-sized shell, few silt, trace organic matter, moist, 5Y 7/1 light gray

At El. 27.5 Ft., trace shell, discontinue organic matter, tan

At El. 19.8 Ft., trace silt, trace organic matter, moist, light brown

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-S291-CB-3

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-S291-CB-3

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

12.9 Ft.

South Atlantic

N/A

Charlie Brown

Culvert IP-3 Rehabilitation

Structure 291 / Culvert IP-3 Replacement

06-11-14

32.4 Ft.

80 %

NAD83

See Remarks

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

X = 654,487 Y = 1,002,692

NAVD88

Failing 1500

Corps of Engineers - CESAM

91.5 Ft.

Jacksonville District

06-10-14

N/A

Bobby Norris, Geologist

JUN 02

SAJ FORM 1836

HHD Structure Replacements S-291 (IP-3) Reconstruction

Section 00 31-3232

15.9

14.4

12.9

11.4

9.9

8.4

6.9

5.4

3.9

2.4

0.9

-0.6

-2.1

15.5

17.1

18.0

20.5

25.5

33.0

16.9

15.3

14.4

11.9

6.9

-0.6

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, trace silt, moist, 10Y 8/1 light greenish gray (SP)

SAND, clayey, mostly fine-grained sand-sized quartz, few clay, few silt, moist, 10Y 4/2 grayish olive (SC) SAND, silty, mostly fine-grained sand-sized quartz, little silt, trace clay, moist, brown (SM)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, few silt, wet, silt content varies with depth, light gray brown

(SP-SM)

SAND, poorly-graded, mostly fine-grained sand-sized quartz, few fine to coarse-grained sand-sized shell, trace silt, trace phosphate, wet, light gray (SP)

At El. 3.9 Ft., trace shell, weak cementation

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

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKS…