GDRT_Big_Bend_Channel_Section_00_31_32_Revised_11_Dec_2017_Final.pdf

SECTION 00 31 32

Geotechnical Data Report

For

Tampa Harbor

Big Bend Channel

Construction Dredging

Entrance Channel, Turning Basin, East Channel, Inner Channels, and Local Sponsor Berthing Areas

Hillsborough County, Florida

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

Revised 11 December 2017

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 PROJECT BACKGROUND

3 CHARACTER OF MATERIALS

3.1 Regional Geology

3.1.1 Suwannee Limestone

3.1.2 Hawthorn Group

3.1.3 Quaternary Period Sediment

3.2 Local Geology

3.3 Materials Encountered

3.3.1 Main Entrance Channel

3.3.2 Turning Basin

3.3.3 Inner Channel

3.3.4 East Channel

3.4 Calculation of Plastic, Liquidity, and Activity Indexes

3.4.1 Liquidity Index

3.4.2 Activity Index

3.5 Rock Testing and Observatons

3.6 Material Remaining From Last Dredging Event

3.7 Geophysical Investigation

4 DEFINITIONS

4.1 Definitions of Basic Terms

4.2 Current Logging Terms

4.3 Previous Logging Terms

4.4 Testing and Procedure Methods

5 GEOTECHNICAL DATA

5.1 Summary of Field Investigations

5.2 Summary of Index Testing Data

5.3 Boring Log Notes

5.4 Inspection of Recovered Materials

5.5 Boring Logs

5.6 Laboratory Testing Data

5.7 References

5.8 Supplemental Data

List of Tables

Table 1. Historical Geotechnical Investigations Boring Summary Table 2. Calculated Liquidity Indexes Table 3. Calculated Activity Indexes Table 4. Summary of Laboratory Rock Testing Table 5. Unavailable Core Boring Data – Prepared On Standard USACE ENG Form 1836 Table 6. Available Core Boring Data - Prepared On Standard USACE ENG Form 1836 Table 7. Unavailable Core Boring Data – Not Prepared On USACE ENG Form 1836 Table 8. Available Vibracore Data - Prepared On Standard ENG Form 1836

Table 9: Index Testing Data Available for this Project

List of Plates

Plate 1. Project Location and Vicinity Map Plate 2. Big Bend Channel – General Location Plan Plate 3. Big Bend Channel – Entrance Channel Boring Plan Plate 4. Big Bend Channel – Turning Basin Boring Plan Plate 5. Big Bend Channel – East Channel Boring Plan Plate 6. Big Bend Channel – Inner Chanel Boring Plan

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 vibracores. The associated boring logs and laboratory data are presented in paragraphs 5.5 and 5.6, 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 paragraphs 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 PROJECT BACKGROUND

The Tampa Port Authority (TPA) is the sponsor for the recommended modifications to the existing project at Big Bend Channel. The Big Bend Channel is located along the eastern area of Tampa Bay due north of Apollo Beach, Hillsborough County, Florida. The project consists of new dredging with emphasis placed on deepening and widening the existing channels to safely accommodate the existing and prospective vessel fleet.

3 CHARACTER OF MATERIALS

3.1 REGIONAL GEOLOGY

The project site lies within the Gulf Coastal Lowland Geomorphic feature within the Central or Mid- Peninsular Zone Geomorphic Province of Florida. The notable physiographic features of this area are related to ancient seas, which once covered the region. See Figure 1 for project location and Vicinity maps. Navigation improvements for the Big Bend Channel were authorized in Water Resources Development Act of 1999. The regional stratigraphy and lithologic strata present in the project area consist of Lower Oligocene - 34 million years ago (mya) to Holocene (recent time) aged Epoch units. These units are discussed from oldest to youngest strata below:

3.1.1 Suwannee Limestone

The Suwannee Limestone is a creamy, white to tan, soft, granular, fossiliferous limestone formed during the Oligocene Epoch approximately 34 mya. Some beds are crystalline, dolomitic, and partly silicified. The lower part of the Suwannee Limestone is generally a tan to brown, soft to hard, granular to dense, limestone which is harder, more crystalline and dolomitic and less fossiliferous than the upper part. Fossils present in the Suwannee Limestone include mollusks, foraminifera, corals and echinoids. The Suwannee Limestone has a fairly uniform thickness of about 200 to 225 feet. The top of the Suwannee Limestone is about 75 feet below sea level in the vicinity of Tampa, Florida.

3.1.2 Hawthorn Group

The Hawthorn Group sediments were formed during the Upper Oligocene (28 mya) to Early Pliocene (5.3 mya) and generally consist of phosphatic siliciclastic sand, silts, clays, and carbonates. These sediments in Pinellas and Hillsborough Counties lie unconformably above the Suwannee Limestone. The Hawthorn Group consists of the basal Arcadia Formation overlain by the Peace River Formation; however, the Peace River Formation is absent in the area of the Big Bend Channel. Also observed in the region is the Tampa Member of the Arcadia Formation.

Overall, the top of the Hawthorn Group occurs from +100 to -106 feet MLLW and ranges in thickness from less than 10 feet to approximately 345 feet. Unconsolidated post-Pliocene sediments (Pleistocene and Holocene) lie unconformably above the Hawthorn Group throughout the study area.

The Upper Oligocene (28 mya) to Lower Miocene (23 mya) Tampa Member of the Arcadia Formation is white to yellowish-gray in color, and ranges from a wackestone to packestone with varying micrite, quartz, sands and clay. Minor phosphate, dolomite, and chert are also observed.

In the southern part of Hillsborough and Pinellas counties, the Tampa Member’s top occurs at -50 to -190 feet MLLW and averages 140 feet in thickness.

The Lower to Middle Miocene (23 to 13 mya) Epoch Arcadia Formation is a yellowish-gray to light-olive gray, clayey carbonate with highly variable amounts of quartz sand and sand-size to gravel-size phosphate. Highly dolomitic layers occur throughout the formation and many of the finer-grained carbonate beds are dolomitic. It was noted that many of the earlier investigated clay units are comprised of fine-grained dolomite with a subordinate clay matrix. It has been reported that most of the carbonate in this formation is dolomite.

3.1.3 Quaternary Period Sediments

Uncomfortablely overlying Hawthorn Group units, Pleistocene to Holocene (recent to 2.58 mya) Epoch strata occurs throughout the project area and ranges in thickness from approximately 5 to 85 feet. This stratum was deposited during recent geologic time and is primarily comprised of varying proportions of sand, silt, shell and clay.

3.2 LOCAL GEOLOGY

The majority of strata underlying the project area are comprised of both consolidated and loose marine sediments. Marine sediments consisted of silts, clays-silts, sands, clayey-sands, both lean and fat clays, and shell fragment layers. The shallower marine sediments are comprised of soft sandy sediments with variable amounts of silt, clay, and shell beds. These sediments are interbedded and are often only a few feet thick and are not laterally extensive. The degree of consolidation of these sediments varies and generally increases with depth. Indurated, dry, expanding, fat, greenish-gray clay and silt are also present along much of the channel in the project area.

3.3 MATERIALS ENCOUNTERED

A total of nine (9) geotechnical core and one (1) vibracore boring programs have been completed in the Big Bend Channel over the past 36 years. The most recent core boring investigation completed by the USACE for this report consisted of a total of seven (7) core borings completed in the Turning Basin and East Channel between January and March 2014. A total of twenty-four (24) vibracore borings were also completed by the USACE throughout the project area during the 2014 investigation. Several of the past geotechnical programs in the Big Bend Channel were planned and administered by the TPA. This TPA managed geotechnical program data is included in this report. Three of the TPA’s geotechnical investigations were completed on land directly north or south of the East Channel. Most of TPA’s directed geotechnical investigations have boring data that contain bore hole identification with the same alpha-numeric designation (i.e. borings in each program start with B-1 and continue sequentially). To reduce confusion on boring location plates in this report a letter has been added at the beginning of these boring designations which corresponds to the location where the boring was drilled (M: the Mosaic Property, R: Port Redwing Property, or S: Sulfur Slip Property). Reviewers of this report should note that soil and rock descriptions assigned to samples recovered by TPA managed geotechnical investigations were not verified by USACE personnel. The soil and rock descriptions assigned by non-USACE contractors may differ from those that have been assigned by an USACE inspector and an USACE validated laboratory. The USACE does not guarantee in any way the validity or accuracy of the boring log soil or rock interpretation or surveyed coordinates for TPA managed geotechnical investigations and are included for information purposes only. Four of the land borings from TPA’s 2008 Port Redwing Geotechnical Investigation plotted in locations that differed from location shown with in the contractor’s plates. These borings B-1, B-4, B-6, and B-8 were not included on plates in this report. Boring data which were prepared on standard USACE ENG FORM 1836 are included in paragraph 5.5. TPA contractor prepared non-USACE boring logs are included in paragraph 5.8 Supplemental Data. Individual core boring locations are shown in Plates 2 through

6. Information presented in these figures is for visual representation only. Refer to Contract Plans for final channel footprint and boring locations. Table 1 summarizes the geotechnical investigations completed at the Big Bend Channel of Tampa Harbor.

Table 1. Historical Geotechnical Investigations Boring Summary

Year Completed

Managing Agency

Drilling Agency

Total Borings

Completed

Boring Designation*

Alpha Character Added in

Front of the Boring

Designation in Tables and on Plates

Elevation Datum Location

1982 USACE USACE 8 CB-BB- MLW All Channels and Turning Basin

1993 USACE USACE 24 CB-BB93- MLW All Channels and Turning Basin

1997 USACE USACE 16

CB-BB97-

CB-AG97-

CB-TC97-

MLW

Inner & East

Channels and Turning Basin

2003 TPA Ardaman & Associates 6 CB-BB03- MLLW

Inner & East Channels and Turning

Basin

2005 TPA

Schneider

Engineering & Consulting

6 B- EC MLW East Chanel

2008 TPA Test Lab 8 B- R MLW Port Red Wing Property

2014 TPA Test Lab 10 B- M MLW Mosaic Property

2014 USACE USACE 8 CB-BB14- MLLW East Channel & Turning Basin

2014 USACE USACE 24 VB-BB14- MLLW All Channels

2016 TPA Test Lab 4 B- S MLW Sulfur Slip Property

* CB = Core Boring / B= Boring / VB = Vibracore Boring / BB = Big Bend Channel / TC = TECO / AG = AGRICO

Initial materials encountered in the Big Bend Channel project location consisted of marine sediment and included sands, silts, sandy-silts, lean clays, fat clays, organic clays, sandy-clays, silty-clays, and a compacted, indurated, cohesive, very stiff, very dry, high plasticity, expansive, greenish gray clay. When sampled by the SPT method, this indurated and high plasticity clay behaves as a rock resulting in blow counts with high “N” values and often refusal. Based upon past dredging events in Tampa Harbor, dredging of this clay material in its in-situ state will be similar to dredging rock; however, once saturated during the excavation process, the material’s dredging properties behave as fat, sticky, expanding clay.

Material below the marine sediment consists of limestone with a trace of sandstone. Limestone ranged from weakly cemented, micritic to dolomitic, sandy, shelly, weathered, and moderately hard to very hard, slightly weathered, and mottled. Limestone areas rising above the -46 foot MLLW elevation were observed in the eastern Entrance Channel adjacent to the Turning Basin and in the Inner Channel north of the Tampa Energy Company (TECO) coal docks. Limestone was also encountered above the -46 foot MLLW in the East Channel. At locations within the East Channel some of the Limestone is very hard, massive, and is interbedded with beds of compact, dense, very stiff, and very dry, silts and expansive/swelling clays. At some locations in the East Channel the limestone contained green chert nodules. A hard, calcareous cemented sandstone was also encountered but was observed to be only a few feet thick and not laterally continuous.

Intensive means of dredging excavation including blasting of rock will be required to achieve the - 46.0-foot MLLW depth at locations in the East Channel. Materials encountered are further discussed in detail in the paragraphs by navigation features below.

It should be noted that on some borings logs layers of completely broken limestone or sandstone have been denoted as limestone or sandstone gravel. Typically gravel is defined as an unconsolidated natural accumulation of rounded rock fragments consisting of mostly of particles larger than sand and transported by marine processes. The gravel indicated on boring logs at depth is a weathered limestone or sandstone rock that was broken by broken by drilling activities.

3.3.1 Main Entrance Channel

Twenty-five (25) geotechnical core and seven (7) vibracore borings have been competed in the Big Bend Entrance Channel. Material encountered was highly variable horizontally and vertically and primarily consisted of fine to medium grain quartz-sand, silty-sand, sandy-clay, organic clay, lean clay, plastic clay, silt, sandy-silt, limestone, and shell beds. Due to the extreme variability observed between core borings no one sediment type could be designated as predominant. Blow counts indicated that the consistency of the majority of material in the Entrance Channel is very soft to stiff; however, the expanding/swelling, greenish-gray clay is present.

Limestone encountered in core borings in the Entrance Channel was observed to be medium hard to very hard, weathered to unweathered, highly fractured to fractured, and porous. Limestone was encountered at deeper depths mid-channel with depth to limestone decreasing from west to east.

Along the eastern reach of the Entrance Channel, from the Turning Basin approximately 1,000 feet westward, limestone areas were encountered above elevations of -46.0 feet MLLW. Borings where limestone was encountered above the -46.0 foot MLLW elevation includes CB-BB-7, CB-BB93-9, CB-BB93-14 and vibracore boring VB-BB14-6. The limestone in these locations are described as hard to very hard, fossiliferous, slightly to moderately weathered, pitted, vuggy, and contained lenses of fine grained quartz sand or silt and/or were highly jointed.

Limestone samples were recovered by the SPT method except for 1.5 feet of rock in boring CB- BB-7 that required coring.

3.3.2 Turning Basin

Fifteen (15) geotechnical core and 7 vibracore borings have been competed in the Turning Basin.

Material encountered was highly variable horizontally and vertically and consisted of fine to medium grain quartz-sand, silty-sandy, sandy-clay, organic clay, lean clay, fat clay, silt, sandy-silt, and shell beds. Soil types in the Turning Basin were highly variable with the predominant types composed primarily of sand, sandy-clay, silt, and the expansive/swelling, greenish-gray clay.

Limestone rising above the -46.0-foot MLLW elevation was encountered in the most westerly region of the Turning Basin at its junction with the Entrance Channel. Description of the limestone encountered in this area is discussed in the Main Entrance Channel paragraph above.

3.3.3 Inner Channel

A total of nine (9) geotechnical core and five (5) vibracore borings have been completed in the Inner Channel. Material encountered consisted predominantly of sandy-silt, silt, sandy-clay, and lean clay. Limestone was encountered in the Inner Channel approximately 400 feet north of the TECO’s coal unloading docks above elevation of -46.00-feet MLLW in borings CB-TC97-5 and CB-BB03-6 and vibracore borings VB-BB14-20 and VB-BB14-21. Limestone encountered in these borings was observed to be medium hard to very hard, fossiliferous, highly to slightly weathered, fine-grained, slightly jointed, and vuggy. The limestone encountered at these locations ranged from light brown to gray in color. Limestone in borings CB-TC97-5 and CB-BB03-6 required drilling for rock sample recovery. The cored limestone in both borings is described slightly weathered and jointed. Rock Quality Designation (RQD) values ranged from 0 to 71 with a corresponding RQD description of very poor to fair geotechnical quality, respectively.

3.3.4 East Channel

Seventeen (17) geotechnical core and five (5) vibracore borings have been completed within the East Channel and twenty-two (22) geotechnical core borings completed on the land adjacent to the East Channel. Material encountered within the channel was highly variable horizontally and vertically and comprised of fine to medium quartz-sands, silty-sands, clay, silty-clay, sandy-silt, and shell beds; however the majority of sediment encountered consisted of sandy-silt, or silty-sand. The expansive/swelling clay is also present. The Limestone was observed to be moderately hard to very hard, massive, and weathered to slightly weathered, porous, and fossiliferous. Lens, layers, and beds of compact, dense, very stiff, very dry, silts and clays are interbedded within the limestone and are highly variable. These lens, layers, and beds create a mixed-face condition of alternating soft matrix material, highly jointed, weathered Limestone, and very hard, massive Limestone. Drilling of limestone was required in borings CB-AG97-2, CB- AC97-4, CB-BB03-5, CB-BB14-5, CB-BB14-6, and CB-BB14-8. RQD values for limestone cored in these borings ranged from 0 to 85 with a corresponding RQD description of very poor to good respectively. Limestone was encountered in land borings performed adjacent to the channel on both the north and south side. Limestone encountered in the land boring was described as weathered and in all locations were encountered was sampled by the SPT method.

3.4 CALCULATION OF PLASTIC, LIQUIDITY, AND ACTIVITY INDEXES

Material properties of select samples were further analyzed according to recommendations suggested in Waterways Experiment Station (WES) Laboratory report Geotechnical Factors In Dredgeability Of Sediments – Report 2: Geotechnical Site Investigation Strategy For Dredge Projects. This analysis consisted of index calculation of Liquidity Index (LI) and Activity Index (AI) for soil sampled during the 2014 Geotechnical Investigation. Index calculations for LI and AI are presented in Tables 2 and 3, respectively.

3.4.1 Liquidity Index

The Liquidity Index (LI) is a numerical expression of the water content (w) of a cohesive soil relative to the limits of the plastic range of water contents for a disturbed clay soil. It is defined as LI = (W-PL) / (LL-PL). A LI of zero or less indicates that the remolded soil is at the plastic limit water content and is stiff, whereas at LI = 1.00 or greater the soil is at the liquid limit water content and is extremely soft. A Liquidity index greater than 1.00 indicates a liquid-like soil (i.e. a soil slurry). Liquidity indexes calculated for samples collected during the 2014 investigation indicated that some sediment in the Big Bend Channel is stiff to very stiff in-situ.

Table 2. Calculated Liquidity Indexes

Boring Designation

Sample Designation Calculation Liquidity

Index

CB-BB14-1 6 (26.6-14)/8 1.58

CB-BB14-1 11 (34.1-25)/41 0.22

CB-BB14-2 9 (63.9-65)/70 -0.02

CB-BB14-2 13 (47.3-33)/50 0.29

CB-BB14-3 27 (45.4-39)/50 0.13

CB-BB14-7 4 (38.8-30)/58 0.15

CB-BB14-8 15 (35.2-48)/28 -0.46

VB-BB14-1 1 (13.7-22)2 -4.15

VB-BB14-2 1 (11.1-18)/13 -0.53

VB-BB14-3 1 (13.1-15)20 -0.10

VB-BB14-5 1 (16.1-19)/9 -0.32

VB-BB14-6 2 (20.5-40)/89 -0.22

VB-BB14-7 1 (32.1-35)/67 -0.04

VB-BB14-8 1 (40.8-55)/24 -0.59

VB-BB14-9 1 (59.4-44)/120 0.13

VB-BB14-11 1 (155.8-49)/132 0.81

VB-BB14-13 1 (304.8-55)/180 1.39

VB-BB14-14 1 (25.8-55)/50 -0.58

VB-BB14-15 1 (27.2-64)/55 -0.67

VB-BB14-16 1 (53.6-43)/79 0.13

VB-BB14-17 1 (37.4-28)/51 0.18

VB-BB14-19 1 (142.1-32)/57 1.93

VB-BB14-23 1 (42.5-46)/79 -0.04

VB-BB14-24 1 (28.3-27)/26 0.05

3.4.2 Activity Index

The Activity Index (AI) of a clay is defined as the ratio of the plasticity index to the percent -0.002 mm clay and is calculated by AI = PI / -0.002mm. The AI expresses the plasticity of the clay minerals. The AI indicates whether the clay is a kaolinite (low activity, <1), an illite (intermediate activity, 1 to 2), or montmorillonite (high activity, >4). The higher the Plasticity Index the higher the clay content and the greater the cohesiveness, stickiness, and dry strength and the lesser the friability of the clay. Activity Indexes indicated that kaolinite is present in limited areas and that illite, and montmorillonite are the predominant clays present. Also the clay content indicates that the material will stick to dredging tools and pipe.

Table 3. Calculated Activity Indexes

Designation

Sample Designation Plastic Index

% - 0.002mm

Calculation

Activity Index

CB-BB14-1 6 8 4% 8/4 2.00

CB-BB14-1 11 41 25% 41/25 1.64

CB-BB14-2 9 70 10% 70/10 7.00

CB-BB14-2 13 50 10% 50/10 5.00

CB-BB14-3 27 50 46% 50/46 1.09

CB-BB14-7 4 58 25% 58/25 2.32

Designation

Sample Designation Plastic Index

% - 0.002mm

Calculation

Activity Index

CB-BB14-8 15 28 10% 28/10 2.80

CB-BB14-8 CS-1 47 6% 47/6 7.83

VB-BB14-1 1 2 6% 2/6 0.33

VB-BB14-2 1 13 12% 13/12 1.08

VB-BB14-3 1 20 14% 20/14 1.43

VB-BB14-5 1 9 19% 9/19 0.47

VB-BB14-6 2 89 28% 89/28 3.18

VB-BB14-7 1 67 15% 67/15 4.47

VB-BB14-8 1 24 14% 24/14 1.71

VB-BB14-9 1 120 42% 120/42 2.86

VB-BB14-11 1 132 57% 132/57 2.32

VB-BB14-13 1 180 44% 180/44 4.09

VB-BB14-14 1 50 17% 50/17 2.94

VB-BB14-15 1 55 60% 55/60 0.92

VB-BB14-16 1 79 60% 79/60 1.32

VB-BB14-17 1 51 7% 51/7 7.29

VB-BB14-19 1 57 31% 57/31 1.84

VB-BB14-23 1 79 62% 79/67 1.28

VB-BB14-24 1 26 16% 26/16 1.63

3.5 ROCK TESTING AND OBSERVATONS

During the 2014 Geotechnical investigation, the recovered limestone core was highly broken during drilling operations and only three intact core samples were able to be selected for Unconfined Compressive Strength (UCS) testing. UCS samples from CB-BB14-6 (Sample #R-1), CB-BB14-6 (Sample #R-3) and CB-BB14-8 (Sample #R-1) returned strengths of 2,759.17 psi, 7,385.15 psi and 3,654.66 psi respectively. Point Load Tests and Cerchar Abrasivity Tests were also completed and are summarized in Table 4. Limestone encountered in the Big Bend Channel was observed to be massive and very hard. Where encountered above the -46-foot MLLW elevation, the Contractor can anticipate very hard and massive limestone. Higher strength rock than the values of the rock tested in Table 4 may be encountered within the dredge areas.

Table 4. Summary of Laboratory Rock Testing

Designation

Sample No.

Depth (feet) Unified Soil Classification

System

Unconfined Compressive

Strength (psi)

Dry Unit

Weight yd (pcf)

Cerchar Test

(CAI)

Point Load

Strength Test (psi)

CB-BB14-5 R-1 29.5 29.9 Limestone -- 114.7 2.91 1,280 CB-BB14-5 R-1 29.5 29.9 Limestone -- -- -- 2,120 CB-BB14-5 R-2 30.5 30.8 Limestone -- 118.7 1.24 948 CB-BB14-6 R-1 40.6 41.1 Limestone 2759.17 138.2 -- -- CB-BB14-6 R-2 41.1 41.3 Limestone -- 137.4 4.11 7,810 CB-BB14-6 R-3 41.3 41.8 Limestone 7385.15 145.3 1.98 6,430 CB-BB14-8 R-1 43.6 44.0 Limestone 3654.66 140.4 -- -- CB-BB14-8 R-2 44.0 44.3 Limestone -- 145.9 5.09 9,410

3.6 MATERIAL REMAINING FROM LAST DREDGING EVENT

Gravel to boulder-sized pieces of rock will be encountered at or just below the existing project depths. The loose rock is broken rock left over from the previous excavations of the project and rock that may have eroded from the side slopes and deposited on the bottom of the channel.

During the 2014 geotechnical investigation, a 5.5 inch outside-diameter by 5 foot long steel coring barrel was abandoned in an adjacent core boring 3.5 feet below the channel bottom and approximately 10 feet west of CB-BB14-5.

3.7 GEOPHYSICAL INVESTIGATION

A marine geophysical seismic refraction study of the Tampa Harbor was completed by Technos Incorporated in 2004. Pertinent cross-sections relative to the Big Bend Channel are included at in paragraph 5.8. The contractor should be cautioned that the confidence in the validity of the stratigraphic interpretation declines the further one moves away from seismic center lines. In addition, the contractor should understand that the interpretation of the subsurface layers presented in the seismic refraction study should be reviewed carefully as many underlying variables exist and interpretations can be subjective and therefore reducing accuracy. There may be room for other valid interpretations of the same seismic refraction data. The U.S. Army Corps of Engineers does not guarantee in any way the validity or accuracy of the stratigraphic interpretation of the Technos Incorporated, report.

4 DEFINITIONS

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

4.1 DEFINITIONS OF BASIC TERMS

Carbonate – Soil component that reacts with HCl of an indeterminate origin (shell, rock, etc.).

Dolomictic – Containing a common rock-forming mineral CaMg(CO3)2.

Euhedral – A mineral grain that is completely bounded by its own rational faces, and whose growth has not been restrained or interfered with by adjacent grains.

Fill – Material that has been placed by man, described with all soil characteristics.

Framboid – A microscopic aggregate of pyrite grains in rock or soil, often in spheroidal clusters resembling raspberry seeds.

Friability – The physical property of a material to crumble when disturbed during excavations or sampling.

Indurated – A rock or soil hardened or consolidated by pressure, cementation, or heat.

Induration – The hardening of a rock or rock material by heat, pressure, or the introduction of cementing material.

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.

Micrite – A descriptive term for the semi-opaque crystalline matrix of limestones, consisting of chemically precipitated carbonate mud with crystals less than 4 microns in diameter, and interpreted as a lithified ooze.

Packestone – A sedimentary carbonate rock whose granular material is arranged in a self-supporting framework, yet also contains some matrix of calcareous mud.

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.

Unconformably – Strata that do not succeed the underlying rocks in immediate order of age.

Wackestone – A “dirty’ sandstone that consists of a mixture of poorly sorted mineral and rock fragments in an abundant matrix of clay and fine silt; specifically an impure sandstone containing more that 10% argillaceous matrix.

4.2 CURRENT LOGGING TERMS

Definition of terms used on boring logs dated since 2000:

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

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

Cavity - Voids greater than the diameter of the core.

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

mm) for igneous or metamorphic rocks.

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

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

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

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

Dipping (Dip) - 20 to 45 degrees.

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

Fine Grained - Grain diameter between 0.004" (0.1 mm) and 0.016" (0.4 mm) for sedimentary rocks or 0.039" (1 mm) for igneous or metamorphic rocks.

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

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

Flat (Dip) - 0 to 20 degrees.

Fossiliferous – Greater than 40 percent fossils.

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

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

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.

4.3 PREVIOUS LOGGING TERMS

Definition of terms used on boring logs dated before 2000:

Dense – Equivalent to SPT N-value of 30 to 50.

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.

4.4 TESTING AND PROCEDURE METHODS

Test/Procedure Method Abrasion Resistance of Large-Size Coarse Aggregate, Los Angeles Machine ASTM C535

Abrasion Resistance of Small-Size Coarse Aggregate, Los Angeles Machine ASTM C131

Air Content by the Pressure Method ASTM C231 Air Content by the Volumetric Method ASTM C173 Air-Entraining Admixtures for Concrete ASTM C233 Atterberg Limits, wet preparation method, test method a multipoint ASTM D4318 Bulk Specific Gravity of Bituminous Mixtures ASTM D2726 Capping Cylindrical Concrete Specimens ASTM C617 Carbonate Content ASTM D4373 Compaction: 4" Mold, Modified Proctor ASTM D1557 Compaction: 4" Mold, Standard Proctor ASTM D698 Compaction: 6" Mold, Modified Proctor ASTM D1557

Compaction: 6" Mold, Standard Proctor ASTM D698 Compressive Strength of Cast in Place Concrete Cylinders ASTM C873 Compressive Strength of Cylindrical Concrete Specimens (Set of 4) ASTM C39 Compressive Strength of Lightweight Concrete ASTM C495 Consolidation, each load of rebound increment with complete time ASTM D2435

Density and Water Content of Soil by Nuclear Methods (Minimum 4) ASTM D2922/D3017

Density of Bituminous Concrete in Place by Nuclear Methods (Minimum 4) ASTM D2950

Density of Soil in Place by the Sand-Cone Method ASTM D1556 Direct Shear ASTM D3080 Drilled Cores and Sawed Beams of Concrete ASTM C42 Extraction of Bituminous Paving Mixtures ASTM D2172 Freezing and Thawing (up to 55 cycles) ASTM D5312 Grain size sieve Analysis ASTM D422 Hydrometer Analysis ASTM D422 Making and Curing Concrete Test Specimens in the Field (Set of 6) ASTM C31 Making and Curing Concrete Test Specimens in the Lab (Set of 4) ASTM C192 Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559 Material Passing No. 200 Sieve ASTM D1140 Modulus of Elasticity ASTM D3148 Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974 Organic Impurities in Fine Aggregate ASTM C40 Permeability: Constant Head Permeability ASTM D2434 Permeability: Falling Head Permeability ASTM D5084 Petrographic Examination ASTM C295 Sampling Aggregate (Minimum 4 hours) ASTM D75 Sampling Freshly Mixed Concrete ASTM C172 Sedimentation Rate No ASTM Sieve Analysis of Aggregate ASTM C136 Slump of Hydraulic-Cement Concrete ASTM C143 Soil Classification (Boring logs) ASTM D 2488 Specific Gravity and Absorption of Fine Aggregate ASTM C128 Specific Gravity for Rock ASTM C127 Specific Gravity for Soil ASTM D854

SPLITTING TENSILE STRENGTH ASTM D3967

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

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

ASTM D4767

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

ASTM D2850

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

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

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

5 GEOTECHNICAL DATA

5.1 SUMMARY OF FIELD INVESTIGATIONS

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

Table 5. Unavailable Core Boring Data – Prepared On Standard USACE ENG Form 1836

State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

CB-BB-1 512224 1263844

Entrance Channel

No CB-BB-2 513743 1263993 No CB-BB-3 515182 1263545 No CB-BB-4 516719 1263659 No CB-BB-5 518175 1263213 No CB-BB-6 519699 1263344 No CB-BB-7 521165 1262889 Turning Basin No CB-BB-8 522673 1263009 No

CB-BB93-1 511681 1263877

Main Entrance Channel

No CB-BB93-2 511721 1264513 No CB-BB93-4 513231 1263790 No CB-BB93-5 514222 1263686 No CB-BB93-6 514678 1263866 No CB-BB93-7 515730 1263763 No CB-BB93-8 516227 1263472 No CB-BB93-9 517234 1263365 No CB-BB93-10 517729 1263558 No CB-BB93-11 518727 1263451 No CB-BB93-12 519238 1263142 No CB-BB93-13 520222 1263034 No CB-BB93-14 520734 1263231 No

CB-BB93-16 521781 1263311

Turning Basin

No CB-BB93-17 521729 1262681 No CB-BB93-18 521622 1263686 No CB-BB93-19 522049 1262284 No

State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

CB-BB93-20 522439 1263596 No CB-BB93-21 522563 1262591 No CB-BB93-22 522596 1261633 No CB-BB93-24 522633 1263077 No CB-BB93-25 523225 1262630 East Channel No CB-BB93-26 522875 1262162 Inner Channel No CB-BB97-1 522751 1263515 Turning Basin No CB-BB97-2 523045 1262983 East Channel No CB-BB97-3 522136 1262935 Turning Basin No

CB-AG97-1 523256 1262902

East Channel

No CB-AG97-2 523735 1262626 No CB-AG97-3 524228 1262916 No CB-AG97-4 524779 1262745 No

CB-TC97-1 522513 1261647

Inner Channel

No CB-TC97-2 522493 1261253 No CB-TC97-3 522714 1260777 No CB-TC97-4 522484 1260329 No CB-TC97-5 522685 1259863 No CB-TC97-7 522769 1258871 No CB-TC97-8 522604 1258362 No CB-TC97-9 522850 1257911 No

CB-BB03-1 512701 1264051

Entrance Channel No

CB-BB03-2 515174 1263806 No CB-BB03-3 518228 1263501 No CB-BB03-4 521366 1263125 Turning Basin No CB-BB03-5 524462 1262954 East Channel No CB-BB03-6 522819 1259396 Inner Channel No

* Coordinates presented correspond to the project coordinate system and datum

Table 6. Available Core Boring Data - Prepared On Standard USACE ENG Form 1836

Designation State Plane, FL-East, NAD83 Project Location Available for Inspection X Y

CB-BB14-1 521065 1262725 Main Entrance Channel Yes CB-BB14-2 522809 1262301 Turning Basin Yes CB-BB14-3 522414 1261660 Yes

CB-BB14-5 523599 1263159

East Channel

Yes CB-BB14-6 524356 1262695 Yes CB-BB14-7 525085 1263075 Yes CB-BB14-8 525310 1262632 Yes

Table 7. Unavailable Core Boring Data – Not Prepared On USACE ENG Form 1836

State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

EC-B-1 523449 1263012 East Channel No EC-B-2 523880 1263010 No

Project Location Available for Inspection X Y

EC-B-3 524311 1263009 No EC-B-4 524751 1263008 No EC-B-5 525182 1263006 No

EC-B-6 525101 1263087

East Channel

No EC-B-7 524168 1263080 No R-B-1 523459 1262224 No R-B-2 524357 1263231 No R-B-3 524590 1263200 No R-B-4 523620 1263143 No R-B-5 523880 1263132 No R-B-6 534096 1263131 No R-B-7 524222 1263131 No R-B-8 524473 1263109 No M-B-1 523287 1262583 No M-B-1 523287 1262583 No M-B-1 523287 1262583 No M-B-1 523287 1262583 No M-B-2 523463 1262583 No M-B-3 523631 1262631 No M-B-4 523799 1262583 No M-B-5 523967 1262583 No M-B-6 524135 1262583 No M-B-7 524303 1262583 No M-B-8 524471 1262583 No M-B-9 524639 1262583 No MB-10 524407 1262583 No S-B-1 524898 1262525 No S-B-2 525048 1262517 No S-B-3 525202 1262503 No S-B-4 525349 1262518 No

Table 8. Available Vibracore Data - Prepared On Standard ENG Form 1836

State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

VB-BB14-1 512887 1263905

Entrance Channel

No VB-BB14-2 513898 1263798 No VB-BB14-3 515434 1263635 No VB-BB14-4 516673 1263500 No VB-BB14-5 518019 1263372 No VB-BB14-6 519304 1263229 No VB-BB14-7 520481 1263114 No VB-BB14-8 521656 1263014 Turning Basin No VB-BB14-9 522408 1263280 No

VB-BB14-10 522065 1262732

Turning Basin

No VB-BB14-11 522354 1262292 No VB-BB14-12 520869 1262933 No VB-BB14-13 522840 1262662 No

Project Location Available for Inspection X Y

VB-BB14-14 522505 1261570 Inner Channel No VV-BB14-15 523273 1262824 East Channel No VB-BB14-16 523805 1262898 No

VB-BB14-17 524305 1262819

East Channel No

VB-BB14-18 524668 1262957 No VB-BB14-19 525194 1262821 No

VB-BB14-20 522736 1259504

Inner Channel

No VB-BB14-21 522663 1259637 No VB-BB14-22 522686 1259789 No VB-BB14-23 522640 1260740 No VB-BB14-24 522621 1261469 No

5.2 SUMMARY OF INDEX TESTING DATA

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

Table 9: Index Testing Data Available for this Project

Designation

Sample Designation USCS LL PL PI Org

Visual Shell

CO3

% wn GS Munsell

Color

CB-BB-4 1 SM 9.6 2.66

CB-BB-4 2 CH 46.4 2.69

CB-BB-4 3 SP -- -- -- -- -- -- 20.1 2.66 --

CB-BB-4 4 OH -- -- -- -- -- -- 132.7 2.46 --

CB-BB-4 5 SC -- -- -- -- -- -- 26.6 2.65 --

CB-BB-4 6 SM -- -- -- -- -- -- 23.8 2.66 --

CB-BB-4 7 SM -- -- -- -- -- -- 19.3 2.68 --

CB-BB-5 1 CH -- -- -- -- -- -- 184.5 2.57 --

CB-BB-6 1 CH -- -- -- -- -- -- 54.4 2.69 --

CB-BB93-4 1 SM -- -- -- -- -- -- 54.4 -- --

CB-BB93-6 1 ML -- -- -- -- -- -- 133.5 -- --

CB-BB93-7 1 ML -- -- -- -- -- -- 90.7 2.65 --

CB-BB93-7 4 SC -- -- -- -- -- -- 48.1 2.73 --

CB-BB93-7 5 SC -- -- -- -- -- -- 43.7 2.68 --

CB-BB93-8 1 SC -- -- -- -- -- -- 74.6 -- --

CB-BB93-8 3 SC -- -- -- -- -- -- 37.0 2.65 --

CB-BB93-8 4 CH -- -- -- -- -- -- 51.1 2.64 --

CB-BB93-9 2 SM -- -- -- -- -- -- 20.2 2.67 --

CB-BB93-9 5 SM -- -- -- -- -- -- 21.4 2.66 --

CB-BB93-11 1 SP-SM -- -- -- -- -- -- 23.3 2.67 --

CB-BB93-11 4 SM -- -- -- -- -- -- 33.0 2.69 --

CB-BB93-11 5 CL -- -- -- -- -- -- 80.3 2.54 --

CB-BB93-11 10 SP-SM -- -- -- -- -- -- 17.8 2.73 --

CB-BB93-11 11 CH -- -- -- -- -- -- 58.7 -- --

CB-BB93-12 1 ML -- -- -- -- -- -- 164.0 -- --

CB-BB93-12 3 SM -- -- -- -- -- -- 24.1 2.67 --

CB-BB93-13 3 SC -- -- -- -- -- -- 47.5 2.71 --

CB-BB93-17 1 CL -- -- -- -- -- -- 208.2 -- --

CB-BB93-17 4 SC -- -- -- -- -- -- 33.0 2.68 --

CB-BB93-20 1 CL -- -- -- -- -- -- 224.0 2.55 --

CB-BB93-20 4 CH -- -- -- -- -- -- 50.4 2.60 --

Sample Designation USCS LL PL PI Org

Visual Shell

CO3

% wn GS Munsell

Color

CB-BB93-22 4 SP-SM -- -- -- -- -- -- 15.2 -- --

CB-BB93-22 6 SM -- -- -- -- -- -- 37.1 2.72 --

CB-BB93-22 7 SM -- -- -- -- -- -- 33.3 2.68 --

CB-BB93-22 11 SC -- -- -- -- -- -- 34.2 2.72 --

CB-BB93-22 18 SM -- -- -- -- -- -- 39.5 2.67 --

CB-BB93-25 2 SP-SM -- -- -- -- -- -- 17.5 2.70 --

CB-BB93-25 5 CH -- -- -- -- -- -- 60.0 2.71 --

CB-BB93-26 1 SM -- -- -- -- -- -- 62.2 -- --

CB-BB93-26 2 CH -- -- -- -- -- -- 48.7 2.73 --

CB-BB93-26 5 SM -- -- -- -- -- -- 27.4 2.70 --

CB-BB03-1 1 CH -- -- -- -- -- -- -- -- --

CB-BB03-1 3 CH -- -- -- -- -- -- -- -- --

CB-BB03-1 5 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-1 8 SM -- -- -- -- -- -- -- -- --

CB-BB03-1 9 SM -- -- -- -- -- -- -- -- --

CB-BB03-1 13 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-1 16 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-1 20 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-2 1 CH -- -- -- -- -- -- -- -- --

CB-BB03-2 3 CH -- -- -- -- -- -- -- -- --

CB-BB03-2 6 SM -- -- -- -- -- -- -- -- --

CB-BB03-2 8 CH -- -- -- -- -- -- -- -- --

CB-BB03-2 10 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-2 12 SM -- -- -- -- -- -- -- -- --

CB-BB03-2 13 CH -- -- -- -- -- -- -- -- --

CB-BB03-2 16 CH -- -- -- -- -- -- -- -- --

CB-BB03-2 18 SM -- -- -- -- -- -- -- -- --

CB-BB03-2 19 CH -- -- -- -- -- -- -- -- --

CB-BB03-3 2 SM -- -- -- -- -- -- -- -- --

CB-BB03-3 4 SM -- -- -- -- -- -- -- -- --

CB-BB03-3 6 CL -- -- -- -- -- -- -- -- --

CB-BB03-3 8 SM -- -- -- -- -- -- -- -- --

CB-BB03-3 10 SM -- -- -- -- -- -- -- -- --

CB-BB03-3 11 CH -- -- -- -- -- -- -- -- --

CB-BB03-3 13 SP -- -- -- -- -- -- -- -- --

CB-BB03-3 15 SP -- -- -- -- -- -- -- -- --

CB-BB03-3 18 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-3 21 CL -- -- -- -- -- -- -- -- --

CB-BB03-4 1 CH -- -- -- -- -- -- -- -- --

CB-BB03-4 2 SM -- -- -- -- -- -- -- -- --

CB-BB03-4 4 SC -- -- -- -- -- -- -- -- --

CB-BB03-4 6 SC -- -- -- -- -- -- -- -- --

CB-BB03-4 9 SC -- -- -- -- -- -- -- -- --

CB-BB03-4 12 SC -- -- -- -- -- -- -- -- --

CB-BB03-4 15 CL -- -- -- -- -- -- -- -- --

CB-BB03-5 2 CH -- -- -- -- -- -- -- -- --

CB-BB03-5 4 CH -- -- -- -- -- -- -- -- --

CB-BB03-5 6 CH -- -- -- -- -- -- -- -- --

CB-BB03-5 8 CH -- -- -- -- -- -- -- -- --

CB-BB03-5 14 CH -- -- -- -- -- -- -- -- --

CB-BB03-5 16 CH -- -- -- -- -- -- -- -- --

CB-BB03-6 1 SM -- -- -- -- -- -- -- -- --

CB-BB03-6 3 SP-SM -- -- -- -- -- -- -- -- --

CB-BB03-6 4 CH -- -- -- -- -- -- -- -- --

Sample Designation USCS LL PL PI Org

Visual Shell

CO3

% wn GS Munsell

Color

CB-BB03-6 7 CH -- -- -- -- -- -- -- -- --

CB-BB14-1 6 SC 22 14 8 -- -- -- 26.6 2.83 2.5Y 5/2

CB-BB14-1 11 SC 66 25 41 -- -- -- 34.1 2.70 5Y 5/4

CB-BB14-2 9 SM 135 65 70 -- -- -- 63.9 2.70 5GY 6/1

CB-BB14-2 13 CH 83 33 50 -- -- -- 47.3 2.67 10GY 7/1

CB-BB14-3 4 SP 0 0 NP -- -- -- 22.0 2.68 2.5Y 6/1

CB-BB14-3 27 CH 89 39 50 -- -- -- 45.4 2.62 5G 5/1

CB-BB14-7 4 CH 88 30 58 -- -- -- 38.8 2.65 2.5Y 7/2

CB-BB14-8 15 SM 76 48 28 -- -- -- 35.2 2.73 2.5Y 7/1

VB-BB14-1 1 SP-SM 24 22 2 -- -- -- 13.7 2.62 5Y 5/11

VB-BB14-2 1 SC 31 18 13 -- -- -- 11.1 2.66 5Y 3/1

VB-BB14-3 1 SC 35 15 20 -- -- -- 13.1 2.81 5Y 4/1

VB-BB14-4 1 SP-SM 0 0 NP -- -- -- 12.9 2.65 2.5Y 6/1

VB-BB14-5 1 SC 28 19 9 -- -- -- 16.1 2.76 2.5Y 6/2

VB-BB14-6 1 SC -- -- -- -- -- -- -- -- 5Y 3/1

VB-BB14-6 2 CH 129 40 89 -- -- -- 20.5 2.75 10GY 6/1

VB-BB14-7 1 SC 102 35 67 -- -- -- 32.1 2.73 5G 6/1

VB-BB14-8 1 SM 79 55 24 -- -- -- 40.8 2.65 5G 5/1

VB-BB14-9 1 CH 164 44 120 -- -- -- 59.4 2.59 10Y 3/1

VB-BB14-10 1 CH -- -- -- -- -- -- -- -- 10GY 6/1

VB-BB14-11 1 CH 181 49 132 -- -- -- 155.8 2.62 5Y 3/2

VB-BB14-12 1 SP-SC -- -- -- -- -- -- -- -- 2.5Y 7/1

VB-BB14-13 1 CH 235 55 180 -- -- -- 304.8 2.59 10Y 3/1

VB-BB14-14 1 MH 105 55 50 -- -- -- 25.8 2.86 10GY 6/1

VB-BB14-15 1 MH 119 64 55 -- -- -- 27.2 2.67 10GY 6/1

VB-BB14-16 1 CH 122 43 79 -- -- -- 53.6 2.80 5G 6/1

VB-BB14-17 1 SC 79 28 51 -- -- -- 37.4 2.65 10Y 3/1

VB-BB14-18 1 ML -- -- -- -- -- -- -- -- 5Y 3/1

VB-BB14-19 1 CH 89 32 57 -- -- -- 142.1 2.84 5Y 3/2

VB-BB14-20 1 MH -- -- -- -- -- -- -- -- 5Y 8/1

VB-BB14-23 1 CH 125 46 79 -- -- -- 42.5 2.80 10Y 4/1

VB-BB14-24 1 SC 53 27 26 -- -- -- 28.3 2.66 5G 6/1

5.3 BORING LOG NOTES

Borings were driven using the Standard Penetration Test (SPT) procedure with a 140 pound hammer with a 30-inch drop using a 2.0 foot long 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.

Vibracore borings VB-BB14-01 through VB-BB14—24 were sampled using an Alpine style, pneumatic vertical hammer, vibracore drilling apparatus having a continuous 20-foot by 3 1/2-inch core barrel with clear plastic core liner. The core barrel with clear plastic core liner was advanced until a depth of 20 feet was reached 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.

5.4 INSPECTION OF RECOVERED MATERIALS

The material recovered from borings marked with a yes in Table 6 is available for inspection by prospective offerors at the Corps of Engineers District warehouse 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 904-232-1147 or the 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) 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.

Plate 1. Project Location and Vicinity Map

Plate 2. Big Bend Channel – General Location Plan

Plate 3. Big Bend Channel – Entrance Channel Boring Plan

Plate 4. Big Bend Channel – Turning Basin Boring Plan

Plate 5. Big Bend Channel – East Channel Boring Plan

Plate 6. Big Bend Channel – Inner Chanel Boring Plan

5.5 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…