Manatee_Hbr_O&M_GDR_10April2017.pdf

Geotechnical Data Report for

Manatee Harbor Maintenance Dredging

Entrance Channel and Turning Basin

40-Foot Project

Manatee County, Florida

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

10 April 2017

GEOTECHNICAL DATA

REPORT Table of Contents

1 SCOPE

2 CHARACTER OF MATERIALS

2.1 Regional and 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 GEOMECHANICAL 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 Vibracore Data Table 2. Available Surficial Samples Data Table 3: Index Testing Available for this Project

List of Plates

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

Manatee Harbor Maintenance Dredging 2017, 40-foot Project

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 and surficial samples. 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 REGIONAL AND LOCAL GEOLOGY

Manatee Harbor’s geology is composed of up to 40 feet of undifferentiated deposits, underlain by Pliocene sediments which were deposited on the undulating surface of the Hawthorn Formation.

The undifferentiated deposits are composed of loose, fine to medium quartz sands, silty sands, and silts with shell.

The Pliocene deposits vary in thickness from a few to up to 40 feet. They are composed of semi-indurated soft to firm sands, silty sands, clayey sands, clays, and silts. The sands are mostly fine to medium quartz with minor amounts of phosphate and varying amounts of shell. It is common for these materials to be interbedded with moderately weathered soft to hard sandstone, dirty limestone (marl), and hard-cemented silt. Typically the rock is less than 6-inches thick and discontinuous, however, some layers are as much as 2-feet thick.

The Hawthorn sediments primarily consist of thick beds of indurated, firm to hard clayey sands, silty sands, clays and silts, interbedded with varying thicknesses of discontinuous sandstone, dirty limestone (marl), and siltstone.

2.2 MATERIALS ENCOUNTERED

Manatee Harbor has been dredged for maintenance multiple times. The last dredging event was in 2013.

The materials to be dredged are described on vibracore boring logs from 2014 and gradation curves from surficial samples collected 2013. The materials presented on the surficial sample logs and respective sediment gradation curves have been removed with subsequent shoaling of similar materials.

The material encountered is composed of saturated silt and clay with quartz sand and various amounts of sand-sized shell and occasional sand to gravel-sized limestone fragments. Clayey sand consisting of mostly fine-grained sand-sized quartz, some silt, and few organic matter is also present.

Trash and debris, such as ropes, anchors, beer cans, and plastic bottles from navigation activities are present in the materials to be dredged. Sand to boulder-sized rock fragments, and stiff clay and stiff silt can be encountered in the shoal material along the channel sides and in the overdepth. Any in-situ rock, if encountered, is not required to be dredged.

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.

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.

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 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

Test/Procedure Method 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 GEOMECHANICAL DATA

4.1 SUMMARY OF FIELD INVESTIGATIONS

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

Table 1. Available Vibracore Data

Designation State Plane, FL-West, NAD83

Project Location Available for InspectionX Y

VB-MH14-4 468098.275 1204689.228

Entrance Channel

VB-MH14-5 469850.437 1203209.621

VB-MH14-6 472001.076 1201518.202

All Coordinates presented correspond to the project coordinate system and datum

Table 2. Available Surficial Samples Data

Designation State Plane, FL-West, NAD83

Project Location X Y

GS-MH13-1 470880.23 1202048.25 Entrance Channel GS-MH13-2 471686.86 1201789.48 Entrance Channel GS-MH13-3 471984.18 1201186.38 Entrance Channel GS-MH13-4 472600.99 1201159.34 Turning Basin GS-MH13-5 472752.22 1200564.37 Entrance Channel GS-MH13-7 474024.44 1200378.13 Turning Basin GS-MH13-8 474290.21 1199857.62 Turning Basin

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

USCS LL PL PI wn

Org

Visual Shell

Munsell Color

VB-MH14-4 1 CH 120 41 79 137 10Y 6/1

VB-MH14-5 1 MH 67 39 28 54.8 10Y 6/1

VB-MH14-6 1 CH 211 60 151 171.6 10Y 5/1

GS-MH13-1 1 OH 232 81 151 17 10Y 2.5/1

GS-MH13-2 1 GM 179 75 104 10Y 2.5/1

GS-MH13-3 1 OH -- -- -- 10Y 2.5/1

GS-MH13-4 1 SC 94 36 58 6 10Y 4/1

GS-MH13-5 1 OH 270 103 167 9 10Y 2.5/1

GS-MH13-7 1 OH 10Y 3/1

GS-MH13-8 1 OH 10Y 2.5/1

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

moisture content; Org %: percent organic

4.3 BORING LOG NOTES

The vibracore borings 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 that was advanced to a depth of 20 feet or 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 Surficial samples were collected using two 1.5 foot long PVC tubes with a 3-inch diameter, bolted to a ship anchor. USACE personnel attached the double-PVC tubed anchor to a winch and allowed the PVC-anchor device to free-fall at each sampling location and drag the bottom sediment for 10-20 feet.

4.4 INSPECTION OF RECOVERED MATERIALS

The material recovered from borings marked with a checkmark in Table 1 is available for inspection by prospective offerors at the Corps of Engineers District warehouse listed below:

Address: 3077 Talleyrand Avenue Jacksonville, 32206 Florida Hours: 7:00 am to 2:30 pm

The recovered materials will be available for inspection during normal business hours as noted above, except Federal holidays, during the entire bid period. Prospective offerors shall notify the project geologist at 904-232-1890 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) Project title;

(2) Specific borings or entire set which are to be viewed;

(3) Date, time, and duration of the visit;

(4) Name of the person(s) and company to view the borings; and

(5) 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.

CUT-A(HB)

CU

T-C

(H B)

CUT-D(HB)

PLATE B-2

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

B-1JC

BUN

BUN

3Feb2017

Dsn by:

MAINTENANCE DREDGING 2017

Manatee Harbor, Manatee County

Legend Channel Outline

Ü

0 5 102.5 Miles

OVERVIEW MAP

Project Area

!O

!O

!O

GS-MH13-

GS-MH13-

GS-MH13-

GS-MH13-

GS-MH13-

GS-MH13-

GS-MH13-

1 VB-MH14-

VB-MH14-

VB-MH14-

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

B-2JC

BUN

BUN

5April16

Dsn by:

MAINTENANCE DREDGING 2017

Manatee Harbor Manatee County

Legend ? Surficial Sample !O Vibracore

Channel Outline

Ü

0 2,500 5,0001,250 Feet

SAMPLE LOCATION MAP

Manatee Harbor Entrance Channel

Manatee Harbor

4.5 BORING LOGS

Applicable boring logs are presented on the following pages.

While the Government’s borings are representative of subsurface conditions at their respective locations and vertical reaches, local variations in the characteristics of the subsurface materials of this region are to be expected. Accordingly, prospective offerors shall form their own conclusions from the examination of the recovered materials prior to submission of their offer.

-44.1

-38.4

-41.5

-42.5

-44.15.7

0.0

3.1

0.0-38.4-38.4

-41.5

-42.5 4.1

Abbreviations:

NR

Vibracore

Vibracore

Vibracore

SILT, inorganic-H, trace quartz, trace organic matter, strong reaction with HCl, wet, 10Y 2.5/1 greenish black (MH)

At El. -39.6 Ft., trace shell, 10Y 3/1 very dark greenish gray

At El. -40.5 Ft., few fine to coarse-grained sand-sized shell At El. -41.1 Ft., 1" limestone

SAND, silty, mostly fine to medium-grained sand-sized quartz, some silt, few sand to gravel-sized shell, strong reaction with HCl, wet, 10Y 5/1 greenish gray (SM) At El. -42.1 Ft., few sand to gravel-sized limestone, trace shell

NOTES:

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

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

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/3.1 CH

not on atterberg limits.

SAMPLE LABORATORY

DEPTH SOIL TESTING RESULT UNIT

0.0 Atterberg (PI) 79

0.0 Water Content 137 %

0.0 Unit Weight / pcf

DEPTH

RQD

OR

UD

B

LO

W S

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

VB-MH14-4

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

VB-MH14-4

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

N/A

South Atlantic

N/A

Lester Gaughf

Manatee Harbor O&M

04-07-14

-38.4 Ft.

72 %

NAD83

See Remarks

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

X = 468,098 Y = 1,204,689

MLLW

Vibracore

Corps of Engineers - CESAJ

5.7 Ft.

Jacksonville District

04-07-14

N/A

Stephanie Setser, Geotechnical Engineer

JUN 02

SAJ FORM 1836

-44.5

-41.5

-44.0

-44.53.0

0.00.0-41.5-41.5

-44.0 2.5

Abbreviations:

NR

Vibracore

Vibracore

SILT, inorganic-H, trace quartz, weak reaction with HCl, wet, 10Y 5/1 greenish gray

(MH)

At El. -43.3 Ft., few fine-grained sand-sized quartz, strong reaction with HCl, 10Y 6/1 greenish gray

NOTES:

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

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

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/2.5 MH

not on atterberg limits.

SAMPLE LABORATORY

DEPTH SOIL TESTING RESULT UNIT

0.0 Atterberg (PI) 28

0.0 Water Content 55 %

0.0 Unit Weight / pcf

DEPTH

RQD

OR

UD

B

LO

W S

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

VB-MH14-5

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

VB-MH14-5

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

N/A

South Atlantic

N/A

Lester Gaughf

Manatee Harbor O&M

04-07-14

-41.5 Ft.

83 %

NAD83

See Remarks

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

X = 469,850 Y = 1,203,210

MLLW

Vibracore

Corps of Engineers - CESAJ

3.0 Ft.

Jacksonville District

04-07-14

N/A

Stephanie Setser, Geotechnical Engineer

JUN 02

SAJ FORM 1836

-45.6

-38.5

-42.0

-44.9

-45.67.1

0.0

3.5

0.0-38.5-38.5

-42.0

-44.9 6.4

Abbreviations:

NR

Vibracore

Vibracore

Vibracore

SILT, inorganic-H, trace organic matter, weak reaction with HCl, wet, 10Y 2.5/1 greenish black (MH)

At El. -39.8 Ft., 10Y 3/1 very dark greenish gray

At El. -41.1 Ft., few fine-grained sand-sized quartz, trace shell, trace organic matter

SAND, silty, mostly fine to medium-grained sand-sized quartz, some silt, weak reaction with HCl, wet, 2.5Y 4/1 dark gray (SM) At El. -42.4 Ft., few sand to gravel-sized limestone At El. -43.2 Ft., 2" limestone At El. -43.7 Ft., little silt, trace limestone

NOTES:

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

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

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/3.5 CH

not on atterberg limits.

SAMPLE LABORATORY

DEPTH SOIL TESTING RESULT UNIT

0.0 Atterberg (PI) 151

0.0 Water Content 172 %

0.0 Unit Weight / pcf

DEPTH

RQD

OR

UD

B

LO

W S

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

VB-MH14-6

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

VB-MH14-6

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

N/A

South Atlantic

N/A

Lester Gaughf

Manatee Harbor O&M

04-07-14

-38.5 Ft.

90 %

NAD83

See Remarks

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

X = 472,001 Y = 1,201,518

MLLW

Vibracore

Corps of Engineers - CESAJ

7.1 Ft.

Jacksonville District

04-07-14

N/A

Stephanie Setser, Geotechnical Engineer

JUN 02

SAJ FORM 1836

4.6 LABORATORY TESTING DATA

Applicable laboratory testing data are presented on the following pages.

0.

0.

0.

0.

G R

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10203040506070809010

0 10 20 30 40 50 60 70 80 90

G R

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N

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PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

5/

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0.

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IN

G N

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0.

0.

0.

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IN

S

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IN

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10203040506070809010

0 10 20 30 40 50 60 70 80 90

G R

A D

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N

C U

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PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

5/

/2

D

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0.

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V B

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-5

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to

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B O

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IN

G N

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0.

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0.

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IN

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10203040506070809010

0 10 20 30 40 50 60 70 80 90

G R

A D

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N

C U

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PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

5/

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D

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-6

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IN

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0.

P L

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40 90

B O

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G E

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V

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9/

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P R

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-3 8.

F t., M

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B O

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20 60

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0.

JU

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PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

C

O

G S

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-1

U . S

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A N

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0.

0.

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0.

P L

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40 90

B O

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IN

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V

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9/

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P R

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C T

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0.

H Y

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N

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-3 8.

F t., M

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B O

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20 60

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S A

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0.

JU

N

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B B

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PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

C

O

G S

-M H

-3

U . S

. S T

A N

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S

IE

V E

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0.

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P L

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40 90

B O

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9/

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P R

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C T

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F t., M

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B O

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20 60

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S A

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Y

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JU

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PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

C

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G S

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-4

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0.

0.

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P L

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40 90

B O

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IN

G E

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V

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9/

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P R

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C T

G R

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C O

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0.

H Y

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N

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F t., M

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W

B O

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20 60

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M

F

IN

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S A

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T O

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Y

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B B

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S

PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

C

O

G S

-M H

-5

U . S

. S T

A N

D A

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S

IE

V E

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0.

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40 90

B O

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V

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9/

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P R

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C T

G R

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C O

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0.

H Y

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F t., M

LL

W

B O

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IN

G N

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20 60

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IN

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IU

M

F

IN

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S A

N D

S

IL

T O

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S am pl e

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Y

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C la ss if ic at io n

S

IL

T , o rg an ic -H

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T ur ni ng

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0.

JU

N

C O

B B

L E

S

PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

C

O

G S

-M H

-7

U . S

. S T

A N

D A

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S

IE

V E

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IN

G

IN

IN

C H

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U . S

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0.

0.

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0.

P L

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40 90

B O

R

IN

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V

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9/

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P R

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JE

C T

G R

A V

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C O

A R

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0.

H Y

D R

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N

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-3 8.

F t., M

LL

W

B O

R

IN

G N

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20 60

F

IN

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IU

M

F

IN

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S A

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T O

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L A

Y

S am pl e

N o.

M un se ll

Y

.5

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IL

T , o rg an ic -H

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to

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M an at ee

H ar bo r

M ai nt en an ce

D re dg in g

T ur ni ng

B as in

0.

JU

N

C O

B B

L E

S

PERCENT COARSER BY WEIGHT

PERCENT FINER BY WEIGHT

C

O

G S

-M H

-8

U . S

. S T

A N

D A

R D

S

IE

V E

O P

E N

IN

G

IN

IN

C H

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U . S

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A N

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G R

A

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IN

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V is ua l %

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