B.08.02 GDR, Jax Harbor Talleyrand.pdf

SECTION 00 31 32

Geotechnical Data Report for

Jacksonville Harbor Emergency Maintenance Dredging

40-Foot Project

Lower Terminal Channel

Duval County, Florida

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

6 April 2020

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 CHARACTER OF MATERIALS

2.1 The Local Geology

2.2 Materials Encountered

3 DEFINITIONS

3.1 Definitions of Basic Terms

3.2 Current Logging Terms

3.3 Previous Logging Terms

3.4 Testing and Procedure Methods

4 GEOTECHNICAL DATA

4.1 Summary of Field Investigations

4.2 Summary of Index Testing Data

4.3 Boring Log Notes

4.4 Inspection of Recovered Materials

4.5 Boring Logs

4.6 Laboratory Testing Data

List of Tables

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

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Field Investigations

Jacksonville Harbor - Lower Terminal Channel Emergency O&M Dredging 2020

Section 00 31 32-2

GEOTECHNICAL DATA REPORT

1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of borings. The associated boring logs and laboratory data are presented in paragraphs 4.5 and 4.6, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing both recent and historical knowledge of the project area. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques.

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

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

2 CHARACTER OF MATERIALS

2.1 THE LOCAL GEOLOGY

The local geology of the project area is characterized by Pleistocene and Holocene age, marine terrace and beach ridge sediments, which were deposited on an irregular and undulating surface.

The thickness of these deposits can be up to 10 feet in the St. Johns River valley. The deposits are thickest below the ridges and in places where they overlie depressions. The deposits consist primarily of tan to yellow, medium to fine grained quartz sands, which are locally stained rusty brown or red due to iron oxide. Locally thin gray sandy clay beds, which contain occasional mollusk shells, are present, particularly near the coast.

Beneath these sediments follow upper Miocene or Pliocene deposits, consisting of tan or light gray sand, shell, sandy clay, and limestone. Due to the deposition on the irregular surface of the underlying Hawthorn Group, the thickness of the upper Miocene or Pliocene deposits ranges from as little as 10 feet to as much as 130 feet. There are no known exposures of the upper Miocene or Pliocene deposits in Duval County. However, dredge spoil indicates that the river may be incised into the deposits, particularly in east Jacksonville.

The underlying Hawthorn Group, of middle Miocene age, consists mainly of dark gray and olive green sandy to silty clay, clayey sand, clay, sandy limestone, and contains moderate to large amounts of black phosphate sand, granules, and pebbles. The Hawthorn Group ranges in thickness from about 250 feet to as much as 500 feet.

2.2 MATERIALS ENCOUNTERED

Jacksonville Harbor has been dredged, historically, multiple times for maintenance and deepening. The last dredging event for the Terminal Channel was 2019. The borings included in this GDR were collected prior to 1992, and in 2003. The material presented on the boring logs and sediment gradation curves within the dredging template has been removed by previous

Jacksonville Harbor - Lower Terminal Channel

Section 00 31 32-3 dredging events with subsequent shoaling of similar material. However, the historic boring logs still provide valid information about the materials in and below the dredge template and in the slopes and thus, indicate what type of dredge material can be expected.

Trash and debris is present in the materials to be dredged and gravel to boulder-sized rocks and stiff clays remaining from the channel deepening are present in the over depth. Any in situ rock, if encountered, is not required to be dredged.

The project site vicinity is depicted on Plate 1. All sampling locations are depicted on Plate 2 and listed in Table 1. Laboratory data for the project area is summarized in Table 2. Boring logs shall be evaluated together with the laboratory testing data set.

The material to be encountered is shoaling material that primarily consists of silt, clay, and silty and clayey sand.

3 DEFINITIONS

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

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.

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.

Flat (Dip) - 0 to 20 degrees.

Section 00 31 32-4

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.

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.

Section 00 31 32-5

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.

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 Grain size sieve Analysis ASTM D6913 Hydrometer Analysis ASTM D7928 Making and Curing Concrete Test Specimens in the Field (Set of 6) ASTM C31 Making and Curing Concrete Test Specimens in the Lab (Set of 4) ASTM C192 Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559 Material Passing No. 200 Sieve ASTM D1140 Modulus of Elasticity ASTM D3148 Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974 Organic Impurities in Fine Aggregate ASTM C40

Section 00 31 32-6

Test/Procedure Method Permeability: Constant Head Permeability ASTM D2434 Permeability: Falling Head Permeability ASTM D5084 Petrographic Examination ASTM C295 Sampling Aggregate (Minimum 4 hours) ASTM D75 Sampling Freshly Mixed Concrete ASTM C172 Sedimentation Rate No ASTM Sieve Analysis of Aggregate ASTM C136 Slump of Hydraulic-Cement Concrete ASTM C143 Soil Classification (Boring logs) ASTM D 2488 Specific Gravity and Absorption of Fine Aggregate ASTM C128 Specific Gravity for Rock ASTM C127 Specific Gravity for Soil ASTM D854

SPLITTING TENSILE STRENGTH ASTM D3967

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

ASTM D2664

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

ASTM D4767

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

ASTM D2850

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

ASTM D2938

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

ASTM D2938

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

4 GEOTECHNICAL DATA

4.1 SUMMARY OF FIELD INVESTIGATIONS

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

Table 1. Available Boring Data

Designation State Plane, FL-East, NAD83

Location Available for Inspection X Y

CB-42-73* 460715 2189194

Terminal Cut

No CB-95* 460753 2188550 No CB-J91-16* 461077 2188379 No

Section 00 31 32-7

Designation State Plane, FL-East, NAD83

Location Available for Inspection X Y

CB-J91-18* 460710 2186321

Terminal Cut

No CB-JHB03-24 461037 2190080 No CB-JHB03-25 460736 2188179 No

CB-JHB03-26 460536 2187485 NO

CB-JHB03-27 460634 2186882 No

* Coordinates presented were converted and correspond to the project coordinate system and datum

4.2 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 Number

USCS

CB-J91-16 1 MH

CB-JHB03-24 1 MH

CB-JHB03-24 2 MH

*USCS: Unified Soil Classification System

Sedimentation rate curves were obtained for this data set. Test data sheets are included in paragraph 4.6.

4.3 BORING LOG NOTES

Borings of the CB-JHB03 - series were driven using the Standard Penetration Test (SPT) procedure with a 140 pound hammer with a 30-inch drop using a 2.0 foot split spoon (1 3/8-inch I.D. and 2-inch O.D.). Borings were advanced in 18-inch intervals, or until refusal was encountered. Refusal is defined as a total of 50 blows of the hammer within any 6-inch increment, a total of 100 blows within any 1-foot increment, or no observed advance of the sampler after 10 successive blows of the hammer. When refusal was encountered, the borings were continued with a 4-inch by 5 1/2-inch diameter core barrel until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

Borings of the CB-42- series, and CB-95, CB-J91-16, and CB-J91-18 were driven using a 300 pound hammer with a 18-inch drop using a 2.0 foot split spoon similar to the Standard Penetration Test (SPT) procedure. The blow counts indicated are those required for sampling only and do not correlate to the N-values of a SPT.

4.4 INSPECTION OF RECOVERED MATERIALS

The material recovered from borings is not available for inspection.

Section 00 31 32-8

CUT-42

CUT-43

C U

T-45

C U

T- G

C U

T-44

PLATE 2

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

1BUN

BUN

BUN

10Mar2020

Dsn by:

OVERVIEW MAP

JACKSONVILLE HARBOR -TALLYRAND

MAINTENANCE DREDGING 2020

DUVAL COUNTY, FLORIDA

Legend Channel Outline

0 1 2 3 40.5 Miles

Ü

T E

R M

IN

A

L C

H A

N N

E L

CUT-55

Section 00 31 32-9

CB-95

CB-42-73

CB-J91-18

CB-J91-16

CB-JHB03-27

CB-JHB03-26

CB-JHB03-24

CB-JHB03-25

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

2BUN

BUN

BUN

10Mar2020

Dsn by:

BORING LOCATION MAP

JACKSONVILLE HARBOR -TALLYRAND

MAINTENANCE DREDGING 2020

DUVAL COUNTY, FLORIDA

Legend !. Boring Location

Channel Outline

0 1,000 2,000 3,000 4,000500 Feet

Ü

T E

R M

IN

A

L C

H A

N N

E L

CUT-55

Section 00 31 32-10

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.

Section 00 31 32-11

Section 00 31 32-12

Section 00 31 32-13

Section 00 31 32-14

Section 00 31 32-15

-50.4

WOR

WOR

9.0

0.0

2.5

0.0

WOR

WOR

WOR

WOR

-41.4-41.4

-43.9

-50.4

-41.4

-42.9

-44.4

-45.9

-47.4

-48.9

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

Abbreviations:

WOR = Weight of Rods.

SILT, inorganic-L, nonplastic, very soft, trace fine-grained sand-sized quartz, trace organic matter, weak reaction with HCl, wet, black

(ML)

CLAY, lean, medium plasticity, hard, trace carbonate, trace limestone up to 1/8", dry, light gray/gray (CL)

NOTES:

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

2. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/1.5 MH*

2 1.5/3.0 MH*

*Lab visual classification based on gradation curve. No Atterberg limits.

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

CLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKS

N -V

A

LU

E

VERTICAL

OF

CB-JHB03-24

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

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-JHB03-24

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Danny Hewett

Jacksonville Harbor FL

Terminal Channel

08-01-03

-41.4 Ft.

100 %

N/A

NAD83

See Remarks

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

X = 461,037 Y = 2,190,080

MLLW

Failing 1500

Corps of Engineers - CESAS

9.0 Ft.

Jacksonville District

08-01-03

N/A

Damon Young, Geologist

JUN 02

SAJ FORM 1836

Section 00 31 32-16

Gregory Taylor, Geologist

JUN 02

SAJ FORM 1836

-50.3

9.0

0.0

8.3

0.0

100/0.3'

BOX

-41.3-41.3

-49.6

-50.3

-41.3

-44.8

-46.3

-47.8

-49.3 -49.6

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

CLAY, fat, high plasticity, soft, weak reaction with HCl, wet, green/gray (CH)

At El. -47.8 Ft., little fine to coarse-grained sand-sized sand, strong cementation, gray/white

LIMESTONE, moderately hard, gray

NOTES:

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

Free Fall of Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit

CLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKS

N -V

A

LU

E

VERTICAL

OF

CB-JHB03-25

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

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-JHB03-25

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Danny Hewett

Jacksonville Harbor FL

Terminal Channel

07-24-03

-41.3 Ft.

33 %

N/A

NAD83

See Remarks

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

X = 460,736 Y = 2,188,179

MLLW

Failing 1500

Corps of Engineers - CESAS

9.0 Ft.

Jacksonville District

07-24-03

N/A

Section 00 31 32-17

Failing 1500

Corps of Engineers - CESAS

12.5 Ft.

Jacksonville District

07-24-03

N/A

Gregory Taylor, Geologist

JUN 02

SAJ FORM 1836

-51.3

WOR

12.5

0.0

5.0

11.0

0.0

WOR

-38.8-38.8

-43.8

-49.8

-51.3

-38.8

-43.8

-45.3

-46.8

-48.3

-49.8

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

Abbreviations:

WOR = Weight of Rods.

SILT, inorganic-L, low plasticity, very soft, weak reaction with HCl, wet, black (ML)

CLAY, fat, high plasticity, very soft, strong reaction with HCl, moist, white (CH)

At El. -46.8 Ft., firm, some angular limestone

At El. -48.3 Ft., discontinue limestone

SAND, well-graded, mostly fine to coarse-grained sand-sized carbonate, few fines, strong reaction with HCl, moist, tan

(SW)

NOTES:

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

Free Fall of Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

CLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKS

N -V

A

LU

E

VERTICAL

OF

CB-JHB03-26

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

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-JHB03-26

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Danny Hewett

Jacksonville Harbor FL

Terminal Channel

07-24-03

-38.8 Ft.

32 %

N/A

NAD83

See Remarks

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

X = 460,536 Y = 2,187,485

MLLW

Section 00 31 32-18

-50.0

WOR

10.5

0.00.0

WOR

WOR

-39.5-39.5

-50.0

-39.5

-44.0

-48.5

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

Abbreviations:

WOR = Weight of Rods.

CLAY, fat, high plasticity, very soft, weak reaction with HCl, wet, dark gray/black (CH)

NOTES:

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

Free Fall of Sampler

Free Fall of Sampler

SPT Sampler

CLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKS

N -V

A

LU

E

VERTICAL

OF

CB-JHB03-27

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

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

15. DATE BORING

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-JHB03-27

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

South Atlantic

N/A

Danny Hewett

Jacksonville Harbor FL

Terminal Channel

07-24-03

-39.5 Ft.

33 %

N/A

NAD83

See Remarks

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

X = 460,634 Y = 2,186,882

MLLW

Failing 1500

Corps of Engineers - CESAS

10.5 Ft.

Jacksonville District

07-24-03

N/A

Gregory Taylor, Geologist

JUN 02

SAJ FORM 1836

Section 00 31 32-19

4.6 LABORATORY TESTING DATA

Applicable laboratory testing data are presented on the following pages.

Section 00 31 32-20

Section 00 31 32-21

Section 00 31 32-22

0.

0.

0.

0.

P L

LL

40 90

B O

R

IN

G E

LE

V

D A

T E

Ja ck so nv ill e

H ar bo r

F L

T er m in al C ha nn el

G R

A

VE

L

FI

N

E C

O A

R

SE

M

ED

IU

M

FI

N

E

0.

JU

N

C O

B B

LE

S

PERCENT COARSER BY WEIGHT

C O

A R

SE

0.

H

YD

R O

M

ET

ER

G R

A D

A T

IO

N

C U

R V

E S

-4 1.

F t., M

LL

W

/1

4/

P R

O

JE

C T

B O

R

IN

G N

O

PERCENT FINER BY WEIGHT

P I w n

O rg

G

S C

O

C B

-J H

B

-2

U . S

. S

TA

N D

A R

D S

IE

VE

O

PE

N

IN

G

IN

IN

C

H

ES

U . S

. S

TA

N D

A R

D S

IE

VE

N U

M B

ER

S

SA

J

FO

R

M

SA

N

D

SI

LT

O R

C

LA

Y

G R

A

IN

S

IZ

E

IN

M

IL

LI

M

ET

ER

S

S am pl e

N o.

M un se ll

C la ss if ic at io n

(M H

(M H

D ep th

1 2

0.

to

.5 F t.

1.

to

.0 F t.

Section 00 31 32-23

FINAL CONCENTRATION: 209 grams per liter

PROJECT

AREA

BORING NO. SAMPLE NO. ELEV., FT. TO DATE 14-Oct-03

SAD FORM 3023

SUSPENDED SEDIMENT - TIME CURVES

CB-JHB03-24 4.5

Jax Harbor Deepening - Phase II

D-3 3.0

TIME IN MINUTES

-20

0.1 1 10 100 1000 10000

TIME IN MINUTES

H ei gh t o f S us pe nd ed S ed im en t, cm

0.1 1 10 100 1000 10000

Section 00 31 32-24