Jax_Habr_Deep_GDR_Contract_C_final_10Dec2019.pdf

SECTION 00 31 32

Geotechnical Data Report for

Jacksonville Harbor Deepening

47-foot Project

Contract C

Cut-42 and Turning Basin

Prepared by

Geosystems Branch

Engineering Division

Jacksonville District Corps of Engineers

10 December 2019

Table of Contents

1.1 SCOPE

1.2 CHARACTER OF MATERIALS

The Regional and Local Geology Materials Encountered

1.2.2.1 Shoaling Material Cut-42

1.2.2.2 Deepening Material Cut-42 and Turning Basin

1.3 DEFINITIONS

Definitions of Basic Terms Current Logging Terms Previous Logging Terms Testing and Procedure Methods

1.4 GEOTECHNICAL DATA

Summary of Field Investigations Summary of Index Testing Data Summary of Additional Laboratory Testing Data Boring Log Notes Recovered Materials Boring Logs Laboratory Index Testing Data Sedimentation Rate Testing Data Laboratory Rock Testing Data Additional Information

List of Tables

Table 1. Available Boring Data Table 2. Index Testing Available for this Project Table 3. Available Laboratory Rock Testing Data Table 4. Available Sedimentation Rate Data

List of Plates

Plate 1. Vicinity Map Plate 2. Boring Location Map

Jacksonville Harbor Deepening Contract C 47-foot project

SECTION 00 31 32-2

1.1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of borings. The associated boring logs are presented in paragraph 1.4.6. Laboratory testing data are presented in paragraphs 1.4.7 through 1.4.9, and the results of the marine resistivity survey are presented in paragraph 1.4.10. 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 Geosystems Branch.

1.2 CHARACTER OF MATERIALS

The Regional and Local Geology

Jacksonville Harbor Entrance Channel and the surrounding vicinity fall within the coastal lowlands physiographic division of northeast Florida, which runs parallel to the coastline and extends from the Atlantic Ocean to just west of downtown Jacksonville.

The regional geology of the Jacksonville Harbor Entrance Channel area is characterized by Holocene to Pleistocene age, undifferentiated surficial deposits underlain by the Pliocene age, Cypresshead Formation. The undifferentiated surficial deposits are composed of marine terrace and beach ridge sediments consisting of sands, silts, clays, and shell beds, while the Pliocene age Cypresshead Formation consists primarily of reddish brown to reddish orange sands and clayey sands with more isolated lenses of silt and clay. The total thickness of the Holocene to Pliocene age sediments is approximately 50-100 feet.

The Cypresshead Formation is underlain by sediments of the Hawthorn Group, primarily Miocene in age. The Hawthorn Group consists mainly of dark gray and olive green sandy to silty clay, clayey sand, clay, and sandy limestone. Low to moderate amounts of black to brown, sand to granule-pebble size phosphate are present in most lithologies within the Hawthorn Group. The unit ranges in thickness from about 250 feet to as much as 500 feet. Although the Hawthorn Group thickens generally to the northeast, it varies in thickness due to irregular upper and lower formation boundaries.

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-3

Materials Encountered

Jacksonville Harbor has been deepened multiple times and is dredged for maintenance regularly.

The current design template reaches to -40 feet Mean Lower Low Water (MLLW) plus 2 feet allowable over depth. Cut-42 of the Jacksonville entrance channel is a cut-off channel which was constructed in the 50’s through the native marshland to remove the bend which is now the channel around Blount Island. Cut-42 was initially constructed to -34 feet MLLW with subsequent deepening events to the current design depth

The materials to be dredged are characterized from historic and recent core borings from 1967 through 2018. Many of the historic boring logs show material above -42 feet MLLW. This material has been removed by previous dredging events with subsequent shoaling. This does not apply to the borings located within the proposed turning basin.

A marine resistivity survey was conducted for the entire Jacksonville Harbor Channel in 2009. The Resistivity Survey Report is attached in paragraph 1.4.10.

Boring locations are depicted in Plates 1 and 2 and listed in Table 1. Laboratory index testing results are presented in Table 2 with laboratory rock testing data and sedimentation rate data in Tables 3 and 4, respectively.

1.2.2.1 Shoaling Material Cut-42

Material present above -42 feet MLLW within the current channel template is shoaling material and consists of poorly-graded quartz sand (SP), sand with silt (SP-SM) and silty sand (SM) with varying amounts of sand to gravel-sized shell, including oyster shell. Trash, debris, large oyster shells and rock fragments were encountered during previous maintenance dredging events and are present in the shoaling materials.

1.2.2.2 Deepening Material Cut-42 and Turning Basin

The material encountered within the deepening template and presented on the logs show layers of unconsolidated materials above rock. Just a few borings indicate only unconsolidated materials within the dredge template.

The unconsolidated sediments consist primarily of fine-grained poorly-graded quartz sand (SP), quartz sand with silt (SP-SM) and silty sand (SM) with varying amounts of sand to gravel-sized shell, and soft to hard silt and clay with low to high plasticity.

The rock is composed of siltstone, sandstone, and limestone.

The siltstone was identified as relict oyster beds and consists mostly of consolidated silt, some quartz sand, and large oyster shells and its condition ranges from very soft to moderately hard.

The sandstone and limestone is composed of quartz and carbonate with unit weights from 110 to 150 pounds per cubic foot (pcf). Its condition ranges from decomposed to slightly weathered.

Decomposed rock is soft to very soft and shows a relict rock structure and can behave like a stiff clay or a silty sand, depending on the original rock. The slightly and moderately weathered rock exhibits discoloration and can be pitted and vuggy. The hardness of the encountered rock is variable throughout, ranging from soft to hard. Laboratory tests, such as unconfined compressive strength (UCS), point load, splitting tensile strength, and Cerchar abrasivity testing has been performed on selected samples confirming the variability of the rock strength and characteristics.

For example point load testing shows strengths ranging from 1,190 pounds per square inch (psi) to 15,400 psi, and unconfined compressive strength (UCS) testing shows strengths from 340 psi to 2,696 psi. The strengths results obtained with point load testing are generally multiple times higher than the UCS testing results. One splitting tensile strength was obtained with a value of 381 psi. The bedding of the rock is also variable ranging from a few inches to several feet and the

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-4

Rock Quality Designation Index (RQD) ranges in most cores between 0% and 43%. However, one boring revealed an RQD of 92%. All samples showed a medium abrasiveness.

In some of the borings, rock samples could not be recovered using rock coring methods and only disturbed samples from Standard Penetration Tests (SPT) could be retrieved. Therefore, the accompanying blow counts should be utilized for the evaluation of the rock.

Rock testing results, hardness, bedding, and fracturing must be taken into account for rock removal evaluation. The variability of the rock properties creates areas that are very difficult to remove by conventional dredging alone and require pretreatment.

Previous channel deepening events have shown rock to be harder, with some samples surpassing 9,000 psi. Therefore, areas with massive, in situ rock (bedding greater than 3 feet in thickness) and rock strengths up to 10,000 psi are to be expected.

When evaluating the material to be dredged, the history of the site needs to be kept in mind. As mentioned above, Cut-42 was dredged as a cut-off channel into native high and low marsh lands.

Historic dredging events typically side casted the dredged material, therefore spoil material including gravel to boulder size rock is present in the side slopes and also in the proposed turning basin even where the boring logs show only unconsolidated material.

1.3 DEFINITIONS

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

Definitions of Basic Terms

Bgs – Below ground surface Bml – Below mud line 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.

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.

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-5

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.

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-6

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.

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 Cerchar Abrasivity Index (CAI), ASTM D7625 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

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-7

Test/Procedure Method

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974 Organic Impurities in Fine Aggregate ASTM C40 Permeability ASTM D4525 Permeability: Constant Head Permeability ASTM D2434 Permeability: Falling Head Permeability ASTM D5084 Petrographic Examination ASTM C295 Point Load Test ASTM 5731 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 - Unit Weight of Rock RTH 109-93 Visual Percent Shell No ASTM Wetting and Drying ASTM D5313

1.4 GEOTECHNICAL DATA

Summary of Field Investigations

The tables below summarizes the historical and recent field investigations data set available for this project.

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-8

Table 1. Available Boring Data

Designation State Plane, FL-E, NAD83

Location Available for Inspection X Y

CB-42-57* 491299 2202255 Cut-42

CB-42-58* 489292 2201568 Cut-42

CB-42-60* 485159 2201088 Cut-42 - Turning Basin

CB-42-61* 482660 2200308 Cut-42

CB-42-78* 482240 2200380 Cut-42

CB-42-79* 490394 2201931 Cut-42

CB-JH2001-6* 486309 2200627 Cut-42 - Turning Basin

CB-JH2001-7* 486419 2200145 Cut-42

CB-JHPM09-8 482338 2200810 Cut-42

CB-JHPM09-9 487318 2201495 Cut-42 - Turning Basin

CB-JHPM09-10 486647 2200722 Cut-42 - Turning Basin

CB-JHPM09-11 488659 2201799 Cut-42

CB-JHPM09-12 490672 2201783 Cut-42

CB-JHPM09-50 484628 2200417 Cut-42

CB-JH14-025 481732 2200542 Cut-42

CB-JH14-026 481774 2200094 Cut-42

CB-JH14-027 482970 2200376 Cut-42

CB-JH14-028 483139 2200822 Cut-42

CB-JH14-029 483500 2200457 Cut-42

CB-JH14-030 484237 2200973 Cut-42

CB-JH14-031 484812 2201072 Cut-42

CB-JH14-032 484829 2201432 Cut-42 - Turning Basin

CB-JH14-033 485621 2200854 Cut-42 - Turning Basin

CB-JH14-034 485751 2200391 Cut-42 - Turning Basin

CB-JH14-035 485773 2201588 Cut-42 - Turning Basin

CB-JH14-036 485847 2201271 Cut-42 - Turning Basin

CB-JH14-037 486354 2201080 Cut-42 - Turning Basin

CB-JH14-038 486726 2201765 Cut-42 - Turning Basin

CB-JH14-039 487251 2200770 Cut-42 - Turning Basin

CB-JH14-040 487761 2201222 Cut-42

CB-JH14-041 489549 2201985 Cut-42

CB-JH14-042 489803 2201627 Cut-42

CB-JH14-043 490461 2202151 Cut-42

CB-JH14-044 491578 2202368 Cut-42

CB-JH14-045 492113 2202053 Cut-42

CB-JPORT15-07 487989 2202120 Cut-42 - Berth

CB-JH18-08 483880 2200691 Cut-42

CB-JH18-09 485059 2200635 Cut-42 - Turning Basin

CB-JH18-09A 485043 2200646 Cut-42 - Turning Basin

CB-JH18-10 485506 2200447 Cut-42 - Turning Basin

CB-JH18-11 486060 2200328 Cut-42 - Turning Basin

State Plane, FL-E, NAD83

Location Available for Inspection X Y

CB-JH18-12 486690 2201489 Cut-42 - Turning Basin

CB-JH18-13 487063 2201249 Cut-42 - Turning Basin

CB-JH18-14 487388 2201031 Cut-42 - Turning Basin

CB-JH18-14A 487394 2201035 Cut-42 - Turning Basin

CB-JH18-15 488676 2201396 Cut-42

* Coordinates are converted from the original datum shown on the boring logs to NAD83

Summary of Index Testing Data

The table below summarizes the index testing available for this project. Lab data sheets showing additional, comprehensive information are attached in paragraph 1.4.7.

Table 2. Index Testing Available for this Project

Boring Designation

Sample

ID

USCS LL PL PI

Visual Shell

Wet Density

(pcf)

Munsell Color

CB-JHPM09-8 2 SP-SM 1 2.5Y 5/3

CB-JHPM09-9 1 SP 5 2.5Y 7/2

CB-JHPM09-9 3 MH 0 2.5Y 6/2

CB-JHPM09-10 12 MH 0 2.5Y 4/2

CB-JHPM09-10 15 MH 0 2.5Y 2.5/1

CB-JHPM09-11 1 SP-SM 15 5Y 5/1

CB-JHPM09-12 2 SM 10 5Y 4/4

CB-JHPM09-50 2 SP-SM 0 5Y 2.5/1

CB-JHPM09-50 12 SM 0 7.5YR 4/6

CB-JH14-026 1 SP-SM 6 5Y 4/2

CB-JH14-027 1 SP 0 2.5Y 4/2

CB-JH14-028 1 SP 0 5Y 4/2

CB-JH14-029 1 SP 0 2.5Y 6/2

CB-JH14-030 1 SP-SM 0 2.5Y 4/2

CB-JH14-031 2 SP-SM 1 2.5Y 5/2

CB-JH14-032 1 SC 97 26 71 5 2.5Y 3/1

CB-JH14-033 2 120.1

CB-JH14-034 2 SP-SM 0 0 NP 0.4 2.5Y 4/2

CB-JH14-034 7 SP-SM 0 0 NP 0 117.2 2.5Y 4/2

CB-JH14-034 13 SP-SM 0 2.5Y 8/1

CB-JH14-034 22 SM 71 2.5Y 6/4

CB-JH14-035 1 SP 3 2.5Y 4/2

CB-JH14-036 1 SP-SM 2 2.5Y 4/2

Boring

Sample

ID

USCS LL PL PI

Visual Shell

Wet Density

(pcf)

Munsell Color

CB-JH14-037 2 ML 31 2.5Y 6/6

CB-JH14-038 1 SP-SM 3 2.5Y 5/3

CB-JH14-039 3 SP-SM 0 2.5Y 5/2

CB-JH14-039 9 CH 135 42 93 0 2.5Y 4/1

CB-JH14-039 13 SM 0 2.5Y 5/2

CB-JH14-039 16 SM 0 2.5Y 4/2

CB-JH14-039 20 SM 0 2.5Y 5/2

CB-JH14-041 1 SP-SM 9 2.5Y 6/3

CB-JH14-042 1 119.3

CB-JH14-043 1 SP-SM 6 117.8 2.5Y 5/2

CB-JH14-044 1 SP-SM 19 114.3 2.5Y 6/2

CB-JH14-045 1 SP 6 2.5Y 5/4

CB-JH18-12 3 CH 114 44 70 2.5Y 3/1

CB-JH18-12 6 MH 84 57 27 2.5Y 4/1

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

PI: Plastic Index; pcf: pound per cubic foot; NP: non plastic

Summary of Additional Laboratory Testing Data

The tables below summarize the additional laboratory testing available for this project. Rock testing data sheets are included in paragraph 1.4.8 and sedimentation rate data sheets are included in paragraph 1.4.9.

Table 3. Available Laboratory Rock Testing Data

Boring Top

Depth ft.

Bottom Depth ft.

UCS

(psi)

Point Load

Test (psi)

CAI

Unit Weight

(pcf)

Splitting Tensile

Strength (psi)

JUPM09-9 15.8 16.5 340

JUPM09-11 9.5 10.2 815

CB-JH14-034 34 34.5 2,696 8,440 2.38 (med) 145

CB-JH14-040 5.5 6.0 15,400 2.19 (med)

CB-JPort15-7 7.3 7.9 1,194 126

CB-JH18-09 4 .2 4.9 638 122

CB-JH18-09 8.9 10.3 1,190

CB-JH18-10 31.6 32.5 1,586 133

CB-JH18-10 39.3 41.1 465 125 381

CB-JH18-13 7.8 8.2 1,940

UCS: Unconfined Compressive Strength; CAI: Cerchar Abrasivity Index; pcf: pound per cubic foot

Table 4. Available Sedimentation Rate Data

Boring Number Sample

Depth (feet)

USCS

Sedimentation Rate

Remaining Settling Height after 24 hours in centimeters (cm)

CB-JHPM09-10 2 1.5-3.0 OL 22 cm

CB-JH14-027 1 0-1.5 SP 6.8 cm

Boring Log Notes

Borings of the CB-JH2001-, CB-JHPM09-, CB-JH14- and CB-JH18- 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, or PQ core barrel until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

Borings of the CB-42-, series were driven using a 300 pound hammer with a 18-inch drop using a 2 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.

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, 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 seven (7) 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.

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

BUN

BUN

BUN

8SEPT2019

Dsn by:

JACKSONVILLE HARBOR DEEPENING

CONTRACT C

DUVAL COUNTY, FLORIDA

VICINITY MAP

Legend Channel Outline Turning Basin

0 4 8 12 162 Miles

Ü

PLATE 2

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-13

CB

-42

-79

CB

-42

-78

CB

-42 -61

CB

-42

-60

CB

-42

-58

CB

-42

-57

CB

-JH

-15

CB

-JH

-14

CB

-JH

-13

CB

-JH

-12

CB

-JH

-11

CB

-JH

-10

CB

-JH

-08

CB

-JH

-14

A CB

-JH

-04

CB

-JH

-04

CB

-JH

-04

CB

-JH

-04

CB

-JH

-04

CB

-JH

-04

CB

-JH

-03

CB

-JH

-03

CB

-JH

-03

CB

-JH

-03

CB

-JH

-03

CB

-JH

-02

CB

-JH

-02

CB

-JH

-02

CB

-JH

-02

CB

-JH

PM

-8

CB

-JH

-7

CB

-JH

PM

-12

CB

-JH

PM

-11

CB

-JP

OR

T1

5-0

CB

-JH

-09

CB

-JH

-09

A

CB

-JH

-03

CB

-JH

-03

CB

-JH

-03

CB

-JH

-03

CB

-JH

-03

CB

-JH

-02

CB

-JH

PM

-9

CB

-JH

-6

CB

-JH

PM

-50

CB

-JH

PM

-10

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

BUN

BUN

BUN

8SEPT2019

Dsn by:

BORING LOCATION MAP

JACKSONVILLE HARBOR DEEPENING

CONTRACT C

DUVAL COUNTY, FLORIDA

Legend !. Core Borings

Channel Outline Proposed Turning Basin

0 0.35 0.7 1.05 1.40.175 Miles

Ü

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.

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-15

Hole No CB-42-57 .

SHEET f DRILLING LOG l South Atlantic Jacksonville Oistr1ct OF I

1. PROJECT 10, SIZE AND TYPE OF BIT See Remarks Jacksonille Harbor TERMINAL CUT 11. DATUM FOR ELEVATION SHOWN TBM or NSL

:. ~~~! ~u~ _ rc.,oorUI_na es o; _:sumon1 MLW (FEET)

X 335,070 Y 2202,080 , "' ' 'WN U< UHM

3, ~lLLING AGENCY Sprague and Henwood Corps of Engineers 13. TOTAL NO. OF OVERBUR~E~ SAMPLES TAKEN

1. ~.?~~,.Nu: .. ~.s_ SfOWn on <.H8Wu1g clcn:: disturbed: 0 undisturbed: 0 ana tile numoerJ CB 42 57

14. TOTAL NUMBER OF CORE BOXES I 5. NAME OF DRILLER

C. Mason 15. ELEVATION GROUND WATER TIDAL

6. DIRECTION OF HOLE

1e um HUCo ~~;~~~u ~~~~~~>cu iZI VERTICAL 0 INCLINED

17. ELEVATION TOP OF HOLE 39.0 Ft.

7. THICKNESS OF BURDEN Ft.

18. TOTAL CORE RECOVERY FOR BORING 47%

8. DEPTH DRILLED INTO ROCK 0 Ft. 19. SIGNATURE Ul"l:it:.ULOGIST

9. TOTAL DEPTH OF HOLE 11.0 Ft. J. Knox

UJ<r -ELEV. DEPTH " CLASSIFICATION OF MATERIALS COR ~UJ REMARKS "' z ~Ill X. UJ (Description) REC "'"' Bit or Barrel o-to

% <=> ~ UJ tnz Ill ~

39.0 .0 39.0 0 SILT, organic, dark gray, PUS HE (Sludge, sewage) (OL)

I

41.6 2.6 r-- I l-2.

':'·.' SAND, very fine to medium quartz, 50 2" I.D. Spoon

'''·' calcareous, slightly shelly, tan to

- ; gray (SP)

;:: 2 7

- 5

-45.0

' I

// 3

46.0 7.0

- ;;; SAND, clayey, silty brown, very 8 7 fine to fine (SC)

1 4

80 2" I.D. Spoon II

.5

48.0 9.0- r----SAND, silty, slightly clayey, tine 17 quartz, light gray -., 5 I 0

50.0 11.0 -50.0

300# Hammer with 18" drop used on 2" I.D. Spoon

- -I 2.5

- I 5

- 17.5

- 20

- 22.5

~ ~YR" 1830 PREVIOUS EOITIONS ARE OBSOLETE. l PROJECT Jacksonille HariJor--TERMINAL CUT l HOLE NUMBER

CB-42-57

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-16

black to

SAND, silty, slightly organic, fine quartz, tan to gray (SM)

PREVIOUS EOITJONS ARE OBSOLETE. PROJECT

REMARKS

Bit or Barrel

2" 1.0. Spoon

2" I.O. Spoon

DIAMOND NX

2" I.O. Spoon

300# Hammer with 18" drop used on 2" 1.0. Spoon

HOLE NUMBER

Jacksonille Harbor--TERMINAL CUT CB-42-58

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-17

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-18

Hole No.CB-42-61 DRILLING LOG r's~~~~ Atlantic liN:; I ALLA II UN SHEET I Jacksonville District OF I

I. PRuJt:!il 10. SIZE ANO TYPE OF BIT See Remarks Jacksonille Harbor TERMINAL CUT II. DATUM FOR ELEVATION SHOWN (TtiH or HSI.J

1;(· I.UI,;A IIUN ft,;OOramtJre& or :>!lJl/onJ MLW [FEET) X•328,43! y 2200,!33 112. MANV~ At; I UHER'S OE.SlGNA TlON Of DRILL

13. UKILLING AGt:Nt;Y Sprague and Henwood Corps of Engineers 13. TOTAL No. Of OVERBURDEN SAMPLES TAKEN j4. 11U~~ --NU. lA_& &(>OWn on QflJiilfli1 111/tl disturbed: 0 undisturbed: 0 lJI)(J fie f111111bt1f) CB-42 61

14. TOTAL NUMBER OF CORE BOXES ! I"· NAME OF DRILLER

C. Mason 15. ELEVATION GROONO HATER TIDAL

6. DIRECTION OF HCM.E 110. DAit: 110LE. STARTED (;Oiolf'U: lt:.U t8J VERTICAL DINCLINED 2/23/67 2/23/67

17. ELEVATION TOP OF HOLE -37.2 Ft .

7. THICKNESS OF BURDEN Ft.

8! %

0 Ft.

18. TOTAL CORE RECOVERY FOR BORING

8. DEPTH DRILLED INTO ROCK 19. SIGNATURE OFGEOLOG!ST

9. TOTAL DEPTH OF HOLE 13.0 Ft. J. Knox

ELEV. DEPTH

CLASSIFICATION OF MATERIALS CORE

UJCC

z ...JUJ REMARKS 1/) w (Description) REC Q..(IJ l<.

~ ::::!::::E Bit or Barrel o-w % <:::J ..... w z CD

-37.2 . 0 -37.2 .: ~·::· ~ SAND, slight ly, silty, organic, fine, PUSHEC

_:;r:}i slightly shelly, brown to tan SP) I -

:/:-;:;:: 3 -39.2 2.0 f--

- ·. ~:.: ::~. SAND, sil ty, sli ghtly c layey, 50 2" J.D. Spoon SETTLE,_ ·.·.··: slightly shelly, slightly organic, . ~·; .\ gray to brown [SM)

_:·<:.( 2 1-

2.5

:;:~ ·; 2 -42.2 5.0 .. · .. ~ -42.2

SAND, c layey, slightly silty, f ine, -ilit quartz. dark gray [SC) 4

3 -:cg 5 -44.2 7.0 f--

/; CLAY, sandy to slightly sandy, - sil ty, slightly plastic with depth 100 2" J.D. Spoon 2 ~

~ occasional shells, dark gray [Cl) 4

I -~ r----

~ 2

- f--

- 41.2

~ 3

5 -

100 2" !.D. Spoon 3

- ~ 2 ~ -50.2 13.0 - 50.2

7.5

12.5

- 300# Hammer with 18" drop -used on 2" I.D. Spoon

- -15

- - 17.5

- - 20

- 22.5 - ~~ ~Cf'RN 11138 PREVIOUS EOITIONS ARE OBSOLETE. I PROJECT

Jacksonille Harbor- - TERMINAL CUT

I HOLE NUMBER

CB- 42- 61

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-19

Hole No CB-42-78 .

DRILLING LOG I 1 mo' "" "u" . . SHEET I

South Atlantic Jacksonville D1strrct OF I

1. t'ROJEC 10. SIZE AND TYPE OF BIT See Remarks

Jacksonville Harbor 11. DATUM FOR_~EVA TION SHOWN (TBN or NSL!

• ..•I;_ooramates or ::;cauonJ MLW (FEET)

X 326,0!1 Y 2200,205 {12. "'" •c" '"" o ''""" NN Of DRILC , DRILliNG AGENCY Sprague and Henwood

Corps of Engineers 13. TOI AL NO. OF OVERBURDEN SAMPLES TAKEN 1•· ~?~'O."o,.r~: '?'""on "'••mu ,,,. disturbed: 0 undisturbed: 0 ancJ tHe number/ CB 42 78

14. TOTAL NUMBER OF CORE BOXES I 5. NAME Of DRILLER

R. Gordon 15. ELEVATION GROUND HATER TIDAL

a. DIRECTION OF HOLE I 10. OA' t HOLE Sl AH' <U cUMm O<U

C8J VERTICAL DINCLJNED 6/26/67 6/26/67

17. ELEVATION TOP OF HOLE 37.0 Ft.

7, THICKNESS OF BURDEN Ft.

18. TOTAL CORE RECOVERY FOR BORING 100%

8. DEPTH DRILLED INTO ROCK 0 Ft. ~19, SIGNA URE OFGEOLOGlST

e. TOTAl DEPTH OF HOLE 13.0 Ft. R. Kretchman

CO!l_!

UJ« ~

ELEV. DEPTH z CLASSIFICATION OF MATERIALS ~UJ REMARKS ~. UJ (Description) REC ~II)

"' """ Bit or Barrel o- % <::> ~ UJ II) ~ ooz

37.0 .0 37.0 0 r; SAND, medium to fine, quartz, ·.: slightly silty, gray (SP-SM)

+ 1-f' -l 100 I 2'' I.D. Spoon 4 1-2 t; 2 1-+ l 3

42.0 -V

.5

- 1-

- 100 2 2" I.D. Spoon 38 1-; 7.5

57 1--

- 41.0 I 0

- 1- 100 3 2" I.D. Spoon 20 v - .· 20 I

50.0 13.0 l: 50.0

2.5

300# Hammer with 18" drop 1-used on 2" I.D. Spoon

- 1-15

- 1-

- 17.5

- 1-

- 1-20

- 1-

- 1-22.5

~ ~CjiRM 1830 PREVIOUS EDITIONS ARE OBSOLETE. 1PROJECT Jacksonville Harbor

I HOLE NUMBER

CB-42-78

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-20

Hole No CB-42-79 .

DRILLING LOG I SHEET I

South Atlantic Jacksonville District OF I I. PROJELOt 10. SIZE AND TYPE OF BIT See Remarks

Jacksonville Harbor 11. uATUM FO ELEVATION SHu\<IN 1TBH or NSLJ . ~':'"":' ~ ~ ..... ~~. _u;~or~~~tes o: stationJ

X 334,165 Y 2201,756

MLW (FEET)

• MA < U' UKM

3. ~RILLING A~~:.N1.. Y Sprague and Henwood

Corps of Engineers 13. TOTAL NO. OF OVERBURDEN SAMPLES TAKEN . ~~:: .. ~~·--'!'Ls ~f!OI¥f1 on arafifmg rme disturbed: 0 undisturbed: 0

8I)(J tPe number) CB 42 79

14. TOTAl NUMBER OF CORE BOXES I • NAME OF uRILLER

R. Gordon 15. ELEVATION GROUND WATER TIDAL

6. DIRECTION OF HOLE

10 UAit HOLE ~;~~;~~ ~~~~~~~EO

@VERTICAL DIN CUNEO

Ft.

17. ELEVATION TOP OF HOLE 37.0 Ft.

7. THICKNESS OF BURDEN

8. DEPTH DRILLED INTO ROCK 0 Ft.

18. TOTAL CORE RECOVERY FOR BORING 55 %

19, SIGNATURE OFGEOLOGIST

9. TOTAl DEPTH OF HOLE 13.0 Ft. R. Kretchman

ELEV. DEPTH " CLASSIFICATION OF MATERIALS COR_E

w<r -z ~w REMARKS

1/) w {Description) REC ~OJ "'· "' >:>: Bit or Barrel o-w % "'"' ~

~ !I)Z OJ

-37.0 .0 -37.0 i SAND, medium to fine quartz, PUS HE gray, slightly silty (SP)

,'.·, I

- 50 I 2" I.O. Spoon 6 1-2. 5

- r:r 9 -

II

-42.0 5.0 -42.0 5

SAND, medium to fine quartz, gray, clayey (SC) 18

- 60 2 2" I.D. Spoon 16 -7. 5

- 16 r-

- -41.0 10

'. 15 -48.0 11.0 '': ~ .· -g LIMESTONE, moderately hard, 30 3 2" I.O. Spoon 35 r-fossiliferous, porous

II

_I I 80 f-12 -50.0 13.0 I I -50.0

.5

- 300# Hammer with 18" drop r used on 2" I.O. Spoon

- H5

- r-

- HI

- r

- r-2 0

- r-

- r-2 2.5

~FORM 1838 PREVIOUS EOITIONS ARE OBSOLETE.

) PROJECT

Jacksonvilie HariJor l HOLE NUMBER

CB-42-79

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-21

I nRTII TNr, LOG I South Atlantic i ' District SHE!fJ;

110. SIZE AND TYPE OF BIT 1-3/8" ; 6" Fishtail

. ;:~;;q:·I~'Z;'~" • ~····· """ uc ··~·

• TOTAL N0.

u;

•ni•••••c•.•• '""•"

I~ number/ 'on cro•-.g """ CB JH2001 6 . TOTAl NUMBER OF CORE BOXES _2_

1•·;7;;.~; unomo

116. 'GROUND WATER Tidal

(B. ••••• """ uf HOLE IZI VERTICAl 0 INCLINED

I OF BURDEN Ft.

o, DEPTH DRILLED INTO ROCK Ft.

10. TOTAL DEPTH OF HOLE 36.0 Ft.

ELEV. I DEPTH ~ CLASSIFICATION OF MATERIALS

.... (Description)

-14.9 0.0

-25.4 10.5

1!11"

-35.9 ?10 r--

SAND, fine sand, grayo. (SP)

SAND, fine sand, light gray. (SPJ

SAND, fine to medium sand, gray.

(SCI

"" ~·· ~;8;i'Q~ 9/'0c)/o'l" TOP OF HOLE -14.9 Ft.

:, TOTAL CORE 'FOR BORING 42 %

James Arthur, i I

~~~ ~~ REMARKS

-14.9

20 I Split spoon

-16.4

33 2 Splitspoon

-17.9

33 3 Splitspoon

-19.4

20 4 Splitspoon

I

2 1-

4 o<

13 r

IB

~~~~~--~.2z~~4------------~'~or1~

-23.9

40 6

-25.4

27 7

-26.9

67 8

-28.4

53 9

-29.9

47 10

-31.4

40 11

-32.9

40 12

I -34.4

20 13

-35.9

40 14

I -37.4

Splitspoon

Splitspoon

Splitspoon

Splitspoon

Splitspoon

Splitspoon

Sp!itspoon

Splitspoon

Splitspoon

Splitspoon

3 1-

5 r-

9 r-

25 - "

II

_ __:_::_ 12+17.5

II

6 r-

10 , <

~ 11'1 1Di111D PREVIOUS EOITJONS ARE OBSOLETE. l Tau;k;~nville Harbor Sand Trap

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-22

Hole No CB-JH2001-6 .

DRILLING LOG (Cont. Sheet) I" •u• uc nu•• _

Ft. SHEE~ 2

OF 2

PROJcc' I INSTALLATION Jacksonville Harbor Sand Trap Jacksonville Distr'1ct

ELEV. DEPTH c CLASSIF!CA TION OF MATERIALS OR~ wa: -z ~w REMARKS "' w (Description) REC O..[D ,.

I!) ::I:::E o"l w ¥ <::> ~

~ V>Z "' t-=Pd 22.5 ------ -37.4

[.{{ 2

~ 20 15 Sp!itspoon I

- -38.9 I -

22.5

27 16 Splitspoon 6 - At 25.5', 6 inch seam of grayish -40.4 9 -40.4 25.5 brown (CH) clay.

40.8 25.9 90 17 40.8

- Below 25.9', medium to coarse Splitspoon g -calcareous sand, partially 100 18 indurated, yellowish brown. -41.9 9

87 19 Splitspoon 19

-43.4 28.5 -43.4 22

- Below 28.5', some fine to coarse 24

I limestone graveL 53 20 Splitspoon 14

-44.9 26 - [ill; 12

[ill; 67 21 Splitspoon 17

- rM -46.4 17 wg 10

~ 73 22 Splitspoon 2 - 6 -41.9

- 73 23 Splitspoon 22 '-

~ 26 -49.4

0::

16 -

~ 73 24 Splitspoon 23

-50.9 36.0 -50.9 35

27.5

32.5

Core Log Ed'1ted by Bob Ross.

- 1401 hammer with 30" drop used on r-: Laboratory Analysis a 2.0' split spoon (1-3/8" 1.0. X 2" 37.5

0.0.).

Core Boring locations and f-elevations determined using a Soils are visually classified in differential GPS using monument accordance with the Unified Soils ST J0-213 as the base station. Classification System.

- 40 1-·

- 1-

- f-42.5

- f-

- 45 f-·

- 1-

- 1-47.5

- 1-

- 50 f-i

R!A ~lj!RM 11311 PREVJOUS EDJTJONS ARE OBSOLETE. I PROJECT Jacksonville Harbor Sand Trap

I HOLE NUMBER

CB-JH2001-6

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-23

I DRILLING LOG I"- s~;th ~antic ;, ""u"c.""• i Harbor Sand Trap

1:· :~:::orA District on<1 ' on ~••"'I """ ro l"j7;;.~; ""~··· 'HotE

~VERTICAL 0 INCLINED

:OF BURDEN Ft.

~DRittED INTO ROCK Fl

I•· TOTAt DEPTH OF HOtE 39.0 Ft.

ill District ·-oF 2 ItO. SIZE AND TYPE OF BIT 1-3/8" Splitspoon; 6" Fishtail

'"' ""'" Failinos 1500

• TiOTAt NO;: o;

'rli:I~M:~~> lAMoN

• TOT At NUMBER OF CORE BOXES 2

15. <GROUND WATER Tidal

6. DATE HOtE ~;~~~~~ 9 /00/0I

I TOP OF HOtE -12.6 Ft.

. TOT At CORE fFOR BORING 49%

. .J~;;;~; Arth;r,-Pr·o-fessional

ELEV. lnooTu CLASSIFICATION OF MATERIALS lu~.-..- '" (Description) REMARKS

--=1M O.O_ [.:·._.·,: SAND, fine sand, gray. (SP) -l

3 1- 33 1 Splitspoon

-14.1

7 6 Split spoon

-23.1 10~:- -23.1 Below 10.5', trace of large shell 1 .. fragments.

- 13 7 Splitspoon 1 f- 1 -24.6 12.0 . -·~=:-::-:-:~-::-:c-::c:--=----i-+--P-2~41 .. 6![____ _____ ~2;---t

SAND, fine sand, gray. (SMJ 2 'H:

60 8 Split spoon 5

_::1f!J 13.5 . '.' --:::-:-=--::---.,---,--=--j-+-+-:s_-.2Q,J6U.~------;";;-1 -t

- ·.. .. SAND, fine sand, gray. (SP) 6 r

47 9

-27.6 "·"

-HX

47 10

Below 15.0', light gray to white.

40 11 -

47 e

20 13

Below 21.0', gray.

I -33.6 21.0 k::c:,·

7 14

-35. I "e

~.... REVto US EDITIONS ARE'

-2U

-29.1

-30.6

.. ,2.1

I -33.6

-35.1

Splitspoon 16

Split spoon

Splitspoon

Splitspoon

Split spoon

Splitspoon

23 - or

14 1-

12 ><

16 f-

22 "

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-24

Hole N" rc:~. II IAftft -]_ nan ~ TNG LOG (Cont. Sheet) /' "" TOP OF110LE _

Ft. SHE~;~

'"':':,"c~T "'ill"' Harbor Sand Trap r ill District

!DEPTH r~~ ~~

' ELEV. CLASSIFICATION OF MATERIALS REMARKS "' ,..

(Description) 0~ ...

-35.1 I 22.s -35.1 ~· sei'Ow 22.5~aY"""and'Wiiite."" - ~ riW 67 6 Splitspoon 20

-36.6 124.0- :

I -36.6 ~ F-i{ Below 24.0', gray.

13 ...

33 ~ Splitspoon Is ·= -

-38.1 18

... II

- .. 47 17 Splitspoon 19 f-

I -.I0.6 I ?Jo I -39.6 ~ '' \ SAND, fine sand, gray. ISM) 13 · ...

67 18 Splitspoon 'I -41.1 128.5 -41.1 22

-: ··.· SAND, fine to medium sand, brown !__ 1-.. with thick gray layers. 67 19 Splitspoon 10

-4?.6 I '"·o ..

-42.6 Ia

'" .. Some fine rounded river gravel at 5 . . ·: 30' . ..

97 20 Splitspoon -:a:

-44.1 31.5 :1/:, -44.1 7 1-

Below 31.5', brown and gray.

II . : ...

l33.n- .

100 21 Splitspoon II ~'nc

-45.6 Below 33.0', yellowish brown.

-45.6 -.

100 22 Splitspoon 6 f- -41.1 -:a:

6 ~,.

100 23 Splitspoon -::-:

I -48.6 7

-4.0. I 36.s - wash f- Below 36.5', indurated, 0 Washed wash calcareous, yellowish brown with

- gray and white streaks. -50.1 wash ·

60 24 Split spoon 2 ..

-51.6 2 -51.6 I'"·"-.

- Core Log Edited by Bob Ross. ~40

Laboratory Analysis 1401 hammer with 30" drop used on a 2.0' sphtspoon (1-3/8" LD. x 2" O.D.).

Core Boring locations and elevations determined using a Soils are visually classified in differential GPS using monument accordance with the Unified Soils

~42.5 - ST J0~213 as the base station. Classification System.

- f.-45

- l=-47.5

- 1-

- j:.5o

~~I'"" 1138 PREVIOUS EOITTONS ARE I I •,~o:,~::. "ill· Harbor Sand Trap I C0B~ y~~~~ 7

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-25

-45.6

-47.1

-48.6

-50.1

-51.6

-53.1

-54.6 -54.9

-60.4

0.0

4.5

9.6

0.0

H ig hl y

W ea th e re d

S H ig hl y W ea th e re d

50/0.3'

-45.6-45.6

-50.1

-55.2

RQD

Run # 1

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Impregnated Bit DT = 3 mins HP = 300 psi

DFR = 25 %

SAND, silty, mostly subrounded fine-grained sand-sized quartz, trace subangular shell up to 1/8", wet, 5Y 6/2 light olive gray (SM) At El. -46.4 Ft., 5Y 4/1 dark gray

LIMESTONE, sandy, sparsely fossiliferous, very soft, highly weathered, fine grained, moist, 5Y 7/2 light gray

At El. -54.9 Ft., fossiliferous, moderately hard, slightly weathered LIMESTONE, sandy, sparsely fossiliferous, very soft, highly weathered, porous

At El. -56.6 Ft., 5Y 6/1 gray

At El. -57.9 Ft., soft, thick bedding, bedding orientation, solid

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-JHPM09-8

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-JHPM09-8

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

2009D08

Marvin Strickland

Jacksonville Harbor GRR

ST. JOHN'S RIVER CHANNEL

01-23-10

-45.6 Ft.

73 %

TIDAL

NAD83

See Remarks

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

X = 482,338 Y = 2,200,810

MLLW

Diedrich D-50 Truckrig

Challenge Engineering & Testing, Inc.

17.3 Ft.

Jacksonville District

01-23-10

N/A

V. J. Thompson I I I, Civil Engineer

JUN 02

SAJ FORM 1836

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-26

-62.9

-60.9

-61.9

-62.9 5017.3

H ig hl y

W ea th e re d

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

Abbreviations:

DT = Drill Time.

HP = Hydraulic Pressure.

DFR = Drill Fluid Return.

SPT Sampler SPT Sampler

Advanced Boring

SPT Sampler

At El. -60.8 Ft., porous

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. Set 57.5 ft. of 6" flush joint steel casing

4. Water depth recorded at start of drilling operations and referenced to the tidal station at the Dames Point Bridge.

5. Water depth of -47.7 ft. recorded at 12:30 PM on 1/23/2010. Tide gage reading of +2.1 ft.

mllw

6. Additional lab test results were added February 2011

7. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

2 1.5/3.0 SP-SM*

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

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

Jacksonville Harbor GRR

-45.6 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 482,338 Y = 2,200,810

CB-JHPM09-8

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 2

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

MLLW

JUN 02

SAJ FORM 1836-A

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-27

-43.0

-44.5

-46.0

-47.5

-49.0

-50.5

-52.0

-53.5

-55.5

-57.0

-58.0

0.0

2.0

6.5

7.0

9.0

12.0

14.5

0.0

H ig hl y

W ea th e re d

-43.0-43.0

-45.0

-49.5

-50.0

-52.0

-55.0

-57.5

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Free Fall of Sampler

SPT Sampler

SPT Sampler

SAND, poorly-graded, mostly angular to subangular fine to medium-grained sand-sized quartz, few angular to subangular shell up to 1/8", wet, 2.5Y 7/2 light gray (SP)

SAND, poorly-graded with silt, mostly angular to subangular fine to medium-grained sand-sized quartz, few silt, wet, 2.5Y 6/1 gray (SP-SM)

SAND, clayey, low plasticity, soft, some angular to subangular fine to medium-grained sand-sized quartz, little clay, wet, 5G 5/1 greenish gray (SC) LIMESTONE, sandy, sparsely fossiliferous, soft, highly weathered, fine grained, wet, 2.5Y 7/2 light gray

SAND, poorly-graded with silt, mostly angular to subangular fine to medium-grained sand-sized quartz, few silt, wet, 5G 5/1 greenish gray

(SP-SM)

SAND, silty, mostly angular to subangular fine to medium-grained sand-sized quartz, little silt, wet, 5B 5/1 bluish gray (SM)

LIMESTONE, sandy, sparsely fossiliferous, 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-JHPM09-9

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-JHPM09-9

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

2009D08

Marvin Strickland

Jacksonville Harbor GRR

ST. JOHN'S RIVER CHANNEL

01-24-10

-43.0 Ft.

71 %

TIDAL

NAD83

See Remarks

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

X = 487,318 Y = 2,201,495

MLLW

Diedrich D-50 Truckrig

Challenge Engineering & Testing, Inc.

20.0 Ft.

Jacksonville District

01-24-10

N/A

V. J. Thompson I I I, Civil Engineer

JUN 02

SAJ FORM 1836

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-28

-63.0 -63.020.0

S lig ht ly

W ea th e re d

RQD

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

Abbreviations:

DT = Drill Time.

HP = Hydraulic Pressure.

DFR = Drill Fluid Return.

RUN

# 190

4 x 5-1/2" Diamond Impregnated Bit DT = 3 mins HP = 300 psi

DFR = 25 %

moderately hard, slightly weathered, fine grained, pitted, sand filled pits, moist, 5Y 7/2 light gray

At El. -61.0 Ft., solid

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. Set 50.5 ft. of 6" flush joint steel casing

4. Water depth recorded at start of drilling operations and referenced to the tidal station at the Dames Point Bridge.

5. Water depth of -43.8 ft. recorded at 08:15 AM on 1/24/2010. Tide gage reading of +0.8 ft.

mllw

6. Compressive Strength Test of Rock Core At Elevation -58.8' to -59.5'' = 340 PSI.

7. Additional lab test results were added February 2011

8. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/1.5 SP*

3 3.0/4.5 MH*

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

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

Jacksonville Harbor GRR

-43.0 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 487,318 Y = 2,201,495

CB-JHPM09-9

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 2

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

MLLW

JUN 02

SAJ FORM 1836-A

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-29

-18.9

-20.4

-21.9

-23.4

-24.9

-26.4

-27.9

-29.4

-30.9

-32.4

-33.9

0.0

1.5

0.0

-18.9-18.9

-20.4

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SAND, silty, mostly angular to subangular fine-grained sand-sized quartz, little silt, wet, 5Y 4/2 olive gray (SM)

SILT, organic-L, nonplastic, very soft, trace angular to subangular fine-grained sand-sized quartz, wet, 5Y 4/2 olive gray (OL)

At El. -24.9 Ft., moist

At El. -26.4 Ft., low plasticity, trace angular shell up to 3/8", organic odor

At El. -27.9 Ft., soft

At El. -30.9 Ft., discontinue shell

At El. -32.4 Ft., medium plasticity, trace angular shell up to 1/8"

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-JHPM09-10

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-JHPM09-10

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

2009D08

Marvin Strickland

Jacksonville Harbor GRR

EAST MILL COVE WIDENER

01-21-10

-18.9 Ft.

84 %

TIDAL

NAD83

See Remarks

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

X = 486,647 Y = 2,200,722

MLLW

Diedrich D-50 Truckrig

Challenge Engineering & Testing, Inc.

42.0 Ft.

Jacksonville District

01-21-10

N/A

V. J. Thompson I I I, Civil Engineer

JUN 02

SAJ FORM 1836

Jacksonville Harbor Deepening Contract C

SECTION 00 31 32-30

-35.4

-36.9

-38.4

-39.9

-41.4

-42.9

-44.4

-45.9

-47.4

-48.9

-50.4

-51.9

-53.4

-53.9

19.3

20.0

27.3

27.8

H ig hl y

W ea th e re d

-38.2

-38.9

-46.2

-46.7

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, silty, mostly angular to subangular fine to medium-grained…