00_31_32.20_GDR_CANAVERAL_HARBOR.pdf

Canaveral Harbor, Florida Sand Bypass System, Phase V W912EP-18-B-0009

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

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GEOTECHNICAL DATA REPORT

CANAVERAL HARBOR

-- See Attached Geotechnical Data Report --

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SECTION 00 31 32.20

SECTION 00 31 32.20

Geotechnical Data Report

Canaveral Harbor

Table of Contents

1.1 SCOPE

1.2 CHARACTER OF MATERIALS

1.2.1 Local Geology

1.2.2 Materials Encountered

1.2.2.1 Pipeline Trench Area

1.3 DEFINITIONS

1.3.1 Definitions of Basic Terms

1.3.2 Current Logging Terms

1.3.3 Previous Logging Terms

1.3.4 Testing and Procedure Methods

1.4 GEOMECHANICAL DATA

1.4.1 Summary of Field Investigations

1.4.2 Summary of Index Testing Data

1.4.3 Boring Log Notes

1.4.4 Recovered Materials

1.4.5 Boring Logs

1.4.6 Laboratory Testing Data

List of Tables

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

List of Plates

Plate 1. Canaveral Harbor Pipeline Trench Project Area Vicinity Map Plate 2. Core Boring and Vibracore Location Map

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Sand Bypass System, Phase V

W912EP-18-B-0009

SECTION 00 31 32.20

Geotechnical Data Report

Canaveral Harbor

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 and laboratory data are presented in paragraphs 1.4.5 and 1.4.6, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing historical data 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 CHARACTER OF MATERIALS

1.2.1 Local Geology

Canaveral Harbor is located on the east coast of Florida. It is a man-made harbor that has restricted hydrodynamic flow due to the presence of the Canaveral Lock and Dam at its riverine inlet from the west. As a result, settling of fine silts/clays is the primary source of sedimentation in the harbor basin areas. Tidal influence, cross and longshore sediment transports are the primary sources of shoal material that occur in the channel cuts.

1.2.2 Materials Encountered

Materials shown within the previous design depth of 46+1 MLLW on the boring logs have been removed by previous dredging. Material below this datum is insitu with the upper layers being disturbed from previous dredging episodes.

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1.2.2.1 Pipeline Trench Area

The materials within the Pipeline Trench Area consist primarily of soft to firm silts, clays, shell, and fine to medium poorly-graded silty or clayey quartz sands.

1.3 DEFINITIONS

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

1.3.1 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.

1.3.2 Current Logging Terms

Definition of terms used on boring logs dated since 2000:

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

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

Cavity - Voids greater than the diameter of the core.

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

Coarse Grained Sand-Sized – Less than 10 percent of fine and medium grained sand sizes are present.

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

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

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

Dipping (Dip) - 20 to 45 degrees.

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

Fine Grained - Grain diameter between 0.004" (0.1 mm) and 0.016" (0.4

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

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

Fine Gravel-Sized – Particles greater than No. 4 sieve but less than 3/4 of an inch in diameter.

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Flat (Dip) - 0 to 20 degrees.

Fossiliferous – Greater than 40 percent fossils.

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

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

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

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

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

Massive – Over 3' (0.9 m) thick.

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

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

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

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

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

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

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

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

Non-fossiliferous – No observed fossils.

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

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

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

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

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

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

Solid - Absence of voids.

Sparsely Fossiliferous – Less than 40 percent fossils.

Steeply Dipping (Dip) - 45 to 90 degrees.

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

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

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

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

Unweathered - No evidence of any mechanical or chemical alteration.

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

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

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

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

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

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

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1.3.3 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.

1.3.4 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

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Test/Procedure Method 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

SPLITTING TENSILE STRENGTH ASTM D3967

Splitting Tensile Strength of Concrete Cylinders ASTM C496 Subsample Preparation ASTM D4220, Group B ASTM D4220, Sulfate Soundness ASTM C88 Total Evaporable Moisture Content ASTM C566 Triaxial Compression Test for Rock with Strain Gages or LVDTs (per confining pressure) ASTM D2664

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

ASTM D4767

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

ASTM D2850

Unbonded Caps for Compressive Strength ASTM C1231 Unconfined Compressive Strength for Rock Greater than 9,000 psi with Strain ASTM D2938

Unconfined Compressive Strength for Rock up to 9,000 psi with Strain ASTM D2938

Unconfined Compressive Strength for Soil ASTM D2166 Unit Weight and Absorption ASTM C127 Unit Weight of Aggregate ASTM C29 - Visual Percent Shell No ASTM Wetting and Drying ASTM D5313

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1.4 GEOMECHANICAL DATA

1.4.1 Summary of Field Investigations

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

Table 1. Available Boring Data

Designation State Plane, FL-

East, NAD83

MLLW

(1983-2001 Tidal Epoch)

Project Location

X Y

CB-CH-FY83-M6 790910 1482073 -43.34

Pipeline Trench Area - Cut 2

CB-CH-FY83-M7 790454 1482098 -41.02

Coordinates presented ABOVE correspond to the project coordinate system and datum

Table 2. Available Vibracore Data

Designation State Plane, FL-East, NAD83 MLLW

(1983-2001 Tidal Epoch)

Project Location X Y

1482071 -44.96

Pipeline Trench Area - Cut 2

1481878 -45.36

1481614 -39.76

1482060 -43.26

1481880 -39.76

CB-CH01-14 790206

CB-CH01-15 790214

CB-CH01-16 790280

CB-CH01-17 791271

CB-CH01-18 791212

CB-CH01-19 791242 1481601 -40.52

Coordinates presented correspond to the project coordinate system and datum

1.4.2 Summary of Index Testing Data

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

Table 3: Index Testing Available for this Project

Boring Designation

Sample Designation USCS LL PL PI Org

Visual Shell

CO3

wn GS Munsell Color

CB-CH01-14 1 SP-SM - - - - 29 - - - -

CB-CH01-15 1 SM - - - - 13 - - - -

CB-CH01-16 1 CH - - - - 0 - - - -

2 SM - - - - 13 - - - -

CB-CH01-17 1 MH - - - - 0 - - - -

CB-CH01-18 1 MH - - - - 21 - - - -

3 CH - - - - 21 - - - -

CB-CH01-19 1 MH - - - - 0 - - - -

Boring Designation

Sample Designation USCS LL PL PI Org

Visual Shell

CO3

wn GS Munsell Color

2 CH - - - - 1 - - - -

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

1.4.3 Boring Log Notes

Borings CB-CH-FY83-M6 and CB-CH-FY83-M7 were driven using a 5’ sampler with a procedure similar to the Standard Penetration Test (SPT). The 5’ sampler was driven by a 140 lb. hammer with a 30-inch drop. Blow counts indicated are those required for sampling only and do not correlate to the N-values of a SPT.

Borings CB-CH01-14 through CB-CH01-19 were sampled using an Alpine style, pneumatic vertical hammer, vibracore drilling apparatus having a continuous 20-foot by 3 or 3 1/2-inch core barrel with clear plastic core liner until refusal was encountered. Refusal is defined as no additional penetration of the vibracore with two minutes of additional effort applied to penetrate through the resistant layer at maximum vibration. The vibracore apparatus is equipped with a graph-type depth of penetration recorder.

1.4.4 Recovered Materials

The material recovered from borings presented in this report are not available for examination.

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CB-CH01-19

0 1.5 3 4.5 60.75 Miles

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

1KRH

KRH

KRH

03MAY18

Dsn by:

CANAVERAL HARBOR

PIPELINE TRENCH PROJECT

Vicinity Map

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

Canaveral Harbor Channel

Pipeline Trench Area

Project Location

Plate 2

Canaveral Harbor, Florida Sand Bypass System, Phase V

W912EP-18-B-0009

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H H

O

O

O

O

O

O

CUT-2

CU

T-2

5+

CU

T-2

5+

CU

T-2

0+

CU

T-2

0+

CB-CH-FY83-M7 CB-CH-FY83-M6

CB-CH01-19

CB-CH01-18

CB-CH01-17

CB-CH01-16

CB-CH01-15

CB-CH01-14

PLATE NO.

CANAVERAL HARBOR

PIPELINE TRENCH AREA

GEOTECHNICAL

DRAWINGS

NOT FOR

CONSTRUCTION

0 250 500 750 1,000125 Feet

Core Boring and Vibracore Location Map

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT

CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

Dwn by:

Ckd by:

Dated:

KRHKRH

KRH 03MAY18

Dsn by:

Legend O Vibracore H Core Boring

Pipeline Trench Area Canaveral Harbor Channel Sediment Trap

Canaveral Harbor, Florida Sand Bypass System, Phase V

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1.4.5 Boring Logs

Applicable boring logs are presented on the following pages.

The borings presented in this section are available historic borings within the project area. Most of the materials within the project template presented on the boring logs have been removed by previous dredging events with subsequent shoaling of similar materials. The current elevations of the materials at these locations are shown on the contract drawings.

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.

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1.4.6 Laboratory Testing Data

Applicable laboratory testing data are presented on the following pages

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