B.08 21R0024_EAA_CNT_10A_RTA_Vol2_210621.pdf

W912EP21R0024

Jacksonville District

CENTRAL EVERGLADES PLANNING PROJECT

(CEPP) CONTRACT 10A, EAA SEEPAGE AND

INFLOW/OUTFLOW CANAL

Palm Beach County, Florida

Construction Solicitation and Specifications

Volume 2 of 2

See Volume 1 of 2 for issue date

EAA A-2 Seepage and Inflow/Outflow Canals Palm Beach County, Florida

PROJECT TABLE OF CONTENTS

DI VI SI ON 00 - PROCUREMENT AND CONTRACTI NG REQUI REMENTS

00 31 21 CONTROL MONUMENT DESCRIPTIONS

00 31 32 GEOTECHNICAL DATA REPORT

00 33 50 WEATHER, WATER, STAGE AND TIDE DATA

DI VI SI ON 01 - GENERAL REQUI REMENTS

01 11 00 SUMMARY OF WORK

01 22 00 MEASUREMENT AND PAYMENT

01 30 00 ADMINISTRATIVE PROCEDURES

01 32 01 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 45 00 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 04 CONTRACTOR QUALITY CONTROL

01 50 02 TEMPORARY CONSTRUCTION FACILITIES

01 52 10 CONTRACTING OFFICER'S FIELD OFFICE

01 55 26 TRAFFIC CONTROL

01 57 20 ENVIRONMENTAL PROTECTION

01 57 25 TURBIDITY AND DISPOSAL MONITORING

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 02 CLOSEOUT SUBMITTALS

DI VI SI ON 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING GRUBBING AND DE-MUCKING

31 23 16 BLASTING AND ROCK REMOVAL

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 92 23 SODDING

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1

W912EP21R0024

DESIGNATION - P 781

PID - DQ1735

STAMPING: P 781 2015

MARKER: FLANGE-ENCASED STAINLESS-STEEL ROD W/O SLEEVE

MARK LOGO: NGS

PROJECTION: RECESSED BELOW SURFACE

MAGNETIC: MARKER EQUIPPED WITH BAR MAGNET

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - December 16, 2015

STATION DESCRIPTION BY FL DEPT OF ENV PRO 2015 (MAH)

THE MARK IS ABOUT 16.2 MI SOUTH-SOUTHWEST OF SIXMILE BEND, 13.8 MI

SOUTHWEST OF SHAWANO, 12.3 MI SOUTH OF OKEELANTA.

TO REACH THE MARK FROM THE INTERSECTION OF STATE ROAD 80 AND U.S.

HIGHWAY 27 IN SOUTH BAY, GO SOUTH ON U.S. HIGHWAY 27 FOR 3.8 MI TO THE

INTERSECTION OF COUNTY ROAD 827. CONTINUE SOUTH ON U.S. HIGHWAY 27

FOR 17.2 MI (ABOUT 0.25 MI SOUTH OF MILE MARKER 53) TO A HIGHWAY

CROSS-OVER ON THE LEFT AND THE ENTRANCE ROAD TO SOUTH FLORIDA WATER

MANAGEMENT PUMP STATION G-370 ON THE RIGHT. TURN RIGHT ON THE PAVED

ENTRANCE ROAD AND GO SOUTHWEST FOR 0.25 MI TO PUMP STATION BUILDING G-

370 ON THE LEFT AND A METAL GATE ENTRANCE TO THE SOUTH FLORIDA WATER

MANAGEMENT LEVEE SYSTEM. CONTINUE THROUGH THE GATE ON THE LEVEE ROAD

AND GO WESTERLY FOR 6.25 MI TO A CURVE IN LEVEE ROAD LEADING NORTH,

VEER RIGHT AT THE CURVE AND GO NORTH FOR 2.45 MI TO THE MARK ON THE

LEFT, A STAINLESS STEEL ROD DRIVEN TO REFUSAL AT A DEPTH OF 17.4 FT

WITH AN NATIONAL GEODETIC SURVEY LOGO CAP RECESSED 0.3 FT BELOW THE

LEVEL OF THE GROUND AND LEVEL WITH THE LEVEE ROAD, THE DATUM POINT IS

RECESSED 0.3 FT BELOW THE LEVEL OF THE NATIONAL GEODETIC SURVEY LOGO

CAP.

LOCATED 6.3 FT WEST OF THE APPROXIMATE CENTERLINE OF THE LEVEE ROAD,

5.6 FT EAST OF A WOODEN POWER POLE, 4.8 FT EAST OF A CARSONITE WITNESS

AND 2.5 FT EAST OF THE WEST EDGE OF THE LEVEE BANK.

NOTE ACCESS TO THE DATUM POINT IS THROUGH A 5-INCH NATIONAL GEODETIC

SURVEY LOGO CAP. A MAGNET WAS PLACED INSIDE OF THE LOGO CAP.

NOTE: FOR KEY, CONTACT THE SOUTH FLORIDA WATER MANAGEMENT DISTRICT AT

(561)682-2978.

00 31 21 CONTROL MONUMENT DESCRIPTIONS

00 31 21 Page 1

DESIGNATION - Q 781

PID - DQ1737

STAMPING: Q 781 2015

MARKER: FLANGE-ENCASED STAINLESS-STEEL ROD W/O SLEEVE

MARK LOGO: NGS

PROJECTION: RECESSED BELOW SURFACE

MAGNETIC: MARKER EQUIPPED WITH BAR MAGNET

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

THE MARK IS ABOUT 14.9 MI SOUTH-SOUTHWEST OF SIXMILE BEND, 13.0 MI

WEST-SOUTHWEST OF SHAWANO, 10.9 MI SOUTH OF OKEELANTA.

INTERSECTION OF COUNTY ROAD 827. CONTINUE SOUTH ON U.S. HIGHWAY 27

FOR 17.2 MI (ABOUT 0.25 MI SOUTH OF MILE MARKER 53) TO A HIGHWAY

CROSS-OVER ON THE LEFT AND THE ENTRANCE ROAD TO SOUTH FLORIDA WATER

MANAGEMENT PUMP STATION G-370 ON THE RIGHT. TURN RIGHT ON THE PAVED

ENTRANCE ROAD AND GO SOUTHWEST FOR 0.25 MI TO PUMP STATION BUILDING G-

370 ON THE LEFT AND A METAL GATE ENTRANCE TO THE SOUTH FLORIDA WATER

MANAGEMENT LEVEE SYSTEM. CONTINUE THROUGH THE GATE ON THE LEVEE ROAD

AND GO WESTERLY FOR 6.25 MI TO A CURVE IN LEVEE ROAD LEADING NORTH,

VEER RIGHT AT THE CURVE AND GO NORTH FOR 2.6 MI TO A CURVE IN THE

LEVEE ROAD, VEER RIGHT. CONTINUE NORTHERLY ON THE LEVEE ROAD FOR 0.3

MI TO SPILLWAY STRUCTURE G-720 ON THE LEFT. CONTINUE NORTH ON THE

LEVEE ROAD FOR 1.05 MI TO THE MARK ON THE LEFT, A STAINLESS STEEL ROD

DRIVEN TO REFUSAL AT A DEPTH OF 13.3 FT WITH AN NATIONAL GEODETIC

SURVEY LOGO CAP RECESSED 0.2 FT BELOW THE LEVEL OF THE GROUND AND

LEVEL WITH THE LEVEE ROAD, THE DATUM POINT IS RECESSED 0.3 FT BELOW

THE LEVEL OF THE NATIONAL GEODETIC SURVEY LOGO CAP.

LOCATED 27.5 FT WEST OF THE WEST END OF THE RIP RAP ALONG A CANAL, 7.5

FT WEST OF THE APPROXIMATE CENTERLINE OF THE LEVEE ROAD AND 2.7 FT

EAST OF A CARSONITE WITNESS POST.

NOTE ACCESS TO THE DATUM POINT IS THROUGH A 5-INCH NATIONAL GEODETIC

SURVEY LOGO CAP. A MAGNET WAS PLACED INSIDE OF THE LOGO CAP.

00 31 21 Page 2

DESIGNATION - SW 1

PID - DQ1738

STAMPING: SW 1 2015

MARKER: SURVEY DISK SET IN PAVEMENT (SLAB)

MARK LOGO: FLDEP

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: MARK OF QUESTIONABLE OR UNKNOWN STABILITY

THE MARK IS ABOUT 13.9 MI SOUTH-SOUTHWEST OF SIXMILE BEND, 12.4 MI

WEST-SOUTHWEST OF SHAWANO, 9.7 MI SOUTH OF OKEELANTA.

INTERSECTION OF COUNTY ROAD 827, CONTINUE SOUTH ON U.S. HIGHWAY 27 FOR

17.2 MI (ABOUT 0.25 MI SOUTH OF MILE MARKER 53) TO A HIGHWAY CROSSOVER

ON THE LEFT AND THE ENTRANCE ROAD TO SOUTH FLORIDA WATER MANAGEMENT

PUMP STATION G-370 ON THE RIGHT, TURN RIGHT ON THE PAVED ENTRANCE ROAD

AND GO SOUTHWEST FOR 0.25 MI TO PUMP STATION BUILDING G-370 ON THE

LEFT AND A METAL GATE ENTRANCE TO THE SOUTH FLORIDA WATER MANAGEMENT

LEVEE SYSTEM, CONTINUE THROUGH THE GATE ON THE LEVEE ROAD AND GO

WESTERLY FOR 6.25 MI TO A CURVE IN LEVEE ROAD LEADING NORTH, VEER

RIGHT AT THE CURVE AND GO NORTH FOR 2.6 MI TO A CURVE IN THE LEVEE

ROAD, VEER RIGHT, CONTINUE NORTHERLY ON THE LEVEE ROAD FOR 0.3 MI TO

SPILLWAY STRUCTURE G-720 ON THE LEFT, CONTINUE NORTH ON THE LEVEE ROAD

FOR 2.25 MI TO STILLING WELL 1 ON THE RIGHT AND THE MARK ON THE RIGHT,

SET FLUSH IN THE TOP OF THE CONCRETE SUPPORT BASE WALKWAY FOR A METAL

DOCK LEADING TO STILLING WELL 1 AND 0.2 FT ABOVE THE LEVEL OF THE

LEVEE ROAD.

LOCATED 34.5 FT WEST OF A WELL SHAFT OF STILLING WELL 1 AND 8.0 FT

EAST OF THE APPROXIMATE CENTERLINE OF THE LEVEE ROAD.

00 31 21 Page 3

DESIGNATION: 21, 30, 31, 32, AND 33

THESE MARKS ARE SECONDARY CONTROL MARKS SET DURING THE CONDUCT

OF USACE SURVEY 19-163. NO VERBAL “TO REACH” DESCRIPTION EXISTS

FOR THESE MARKS. ALL MARKS CONSIST OF THE FOLLOWING:

½” (DIA) IRON PIPE WITH ORANGE CAP “TRAV PT LB 4603”.

00 31 21 Page 4

SECTION 00 31 32

Geotechnical Data Report for

Central Everglades Planning Project (CEPP)

Contract 10A

Everglades Agricultural Area (EAA) A-2 Reservoir

Seepage Canal and Inflow/Outflow Canal

Palm Beach County, Florida

Prepared by

Geosystems Branch

Engineering Division

Jacksonville District Corps of Engineers

March 2021

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 PROJECT BACKGROUND

3 CHARACTER OF MATERIALS

3.1 Regional and Local Geology

3.2 Materials Encountered

3.2.1 Seepage Canal and Inflow/Outflow Canal

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 Additional Laboratory Testing Data

5.3 Boring Log Notes

5.4 Inspection of Recovered Materials

5.5 Boring Logs

5.6 Laboratory Testing Data

5.7 Field Permeability (Falling-Head) Testing Results

List of Tables

Table 1. Available Boring Data for the Seepage Canal Table 2. Available Boring Data for the Inflow/Outflow Canal Table 3. Available Index Testing for Seepage Canal Samples Table 4. Available Index Testing for Inflow/Outflow Canal Samples Table 5. Available Laboratory Unconfined Compressive Strength Data for Seepage Canal Samples Table 6. Available Laboratory Rock Testing Data for Inflow/Outflow Canal Samples Table 7. Available Splitting Tensile Strength Data for Seepage Canal Samples Table 8. Available Splitting Tensile Strength Data for Inflow/Outflow Canal Samples Table 9. Available Hydraulic Conductivity Data

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Field Investigations: Seepage canal at the western EAA A-2 Reservoir Plate 3. Location of Field Investigations: Seepage canal at the eastern EAA A-2 Reservoir Plate 4. Location of Field Investigations: Seepage canal at the EAA A-2 Flow Equalization Basin Plate 5. Location of Field Investigations: Inflow/outflow canal at the western EAA A-2 Reservoir Plate 6. Location of Field Investigations: Inflow/outflow canal at the eastern EAA A-2 Reservoir 22 Plate 7. Location of Field Investigations: Inflow/outflow canal at the EAA A-2 Flow Equalization Basin

EAA A-2 RESERVOIR CNT 10A

Seepage and Inflow/Outflow Canals Palm Beach County, FL

SECTION 00 31 32 Page 1

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 laboratory data. 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 data on the logs including the materials description, legend, and blow counts.

When evaluating the subsurface conditions, use all data including the character of materials paragraph and boring logs.

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

2 PROJECT BACKGROUND

The Everglades Agricultural Area (EAA) project is a major focus of the Central Everglades Planning Project (CEPP). The EAA project consists of three water-control elements: 1) the A-2 Reservoir; 2) the A-1 Flow Equalization Basin (FEB); and 3) the A-2 Stormwater Treatment Area (STA). Surface water will be conveyed from either the Miami Canal or North New River Canal into the reservoir via an inflow/outflow canal that parallels the north embankments of the STA, A-2 reservoir, and A-1 FEB. Reservoir water can then be discharged via the inflow/outflow canal in two directions: westward into the A-2 STA for nutrient-reduction treatment prior to discharge to the Miami Canal, or eastward into the A-1 FEB for storage and discharge into the North New River Canal. A seepage management canal parallels and is located to the north of the inflow/outflow canal. A roadway separates the two canals. The western terminus of the seepage canal is approximately 400 ft west of the boundary between the STA and A-2 reservoir. The eastern terminus of the seepage canal occurs at approximately one-quarter mile west of State Road 27.

3 CHARACTER OF MATERIALS

The project is located in a former agricultural area of south Florida, south of Lake Okeechobee, and north of Water Conservation Area (WCA)-3A. The EAA site is bounded on the east by the North New River Canal (L-19), on the west by the Miami Canal (L-24), on the north by agricultural lands, and the south by the STA 3/4 inflow canal 2. Plate 1 shows the vicinity map and project feature locations.

3.1 REGIONAL AND LOCAL GEOLOGY

The EAA is located in a flat, laterally extensive freshwater wetland that covers parts of Palm Beach and eastern Hendry Counties. Prior to development, surface water from Lake Okeechobee flowed southward during the wet season through ridges (or tree islands) and sloughs (slow flowing channels), resulting in thick peat deposits that developed during the Holocene (last 12,000 years).

Peat is underlain by a thick sequence of marine limestones, sand, silt, and shell deposited during successive Quaternary high-sea stands. The marine deposits are referred to as Fort Thompson

EAA A-2 RESERVOIR CNT 10A

Seepage and Inflow/Outflow Canals

SECTION 00 31 32 Page 2

Formation in the southern portions of the project area, or undifferentiated Quaternary marine deposits in the northern portion of the project area. The Fort Thompson Formation and associated marine deposits are approximately 200 feet thick in the project area.

3.2 MATERIALS ENCOUNTERED

SPT borings/PQ cores were obtained from locations along seepage and inflow/outflow canal alignments. Boring depths for the seepage canal extend to 30 ft below ground surface. Boring depths for the inflow/outflow canal extend from 27 ft to 50 ft below ground surface.

3.2.1 Seepage Canal and Inflow/Outflow Canal

Surface soils consist of carbonate silty sand (SM) with little organic matter or gravel road base fill.

Thickness of this unit ranges between 0 ft and 5 ft. Surface soils are underlain by a hard to moderately hard, moderately to highly weathered limestone of variable thickness and strength, but generally ranging between 15 ft and 20 ft. There are discontinuous units of interlayered carbonate sand with silt (SP-SM) or silty sand (SM) below the limestone. Lower portions of these borings also show discontinuous lenses of limestone. Due to the nature of the rock, blasting is required for removal.

Boring log locations for the seepage channel are shown in Plate 2, Plate 3, and Plate 4.

Coordinates are compiled in Table 1. Index testing data from seepage canal boring samples are compiled in Table 3. Rock testing data from seepage canal boring samples are compiled in Table 5 and Table 7.

Boring log locations for the inflow/outflow canal are shown in Plate 5, Plate 6, and Plate 7, and coordinates are compiled in Table 2. Index testing data from embankment boring samples are compiled in Table 4. Rock testing data from inflow/outflow canal boring samples are compiled in Table 6 and Table 8. Hydraulic conductivity values were calculated from field permeability (falling-head slug) tests in companion borings and are compiled in Table 9.

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.).

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.

4.2 CURRENT LOGGING TERMS

Definition of terms used on boring logs dated since 2000:

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

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

Cavity - Voids greater than the diameter of the core.

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 3

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

(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 relict 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 in. (0.1 mm) and 0.016 in. (0.4 mm) for sedimentary rocks or 0.039 in. (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 ft. (9.1 cm) to 1 ft. (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 ft. (1.8 m).

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

Massive – Over 3 ft. (0.9 m) thick.

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

Medium Grained - Grain diameters between 0.016 in. (0.4 mm) to 0.079 in. (2 mm) for sedimentary rocks or 0.039 in. (1 mm) to 0.197 in. (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 ft. (30.5 cm) to 3 ft. (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 in. (0.5 mm) to 0.098 in. (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 in. (2.5 mm) to 0.394 in. (10 mm).

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

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

Slightly Fractured - Spacing 3 ft. (0.9 m) to 6 ft. (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 ft. (30.5 cm) to 3 ft. (0.9 m) thick.

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

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

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

Unweathered - No evidence of any mechanical or chemical alteration.

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 4

Very Fine Grained - Grain diameter less than 0.004 in. (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 in. (0.1 mm).

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

Vuggy - Voids 0.236 in. (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 in. Mold, Modified Proctor ASTM D1557 Compaction: 4 in. Mold, Standard Proctor ASTM D698 Compaction: 6 in. Mold, Modified Proctor ASTM D1557 Compaction: 6 in. 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

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 5

Test/Procedure Method Freezing and Thawing (up to 55 cycles) ASTM D5312 Grain size sieve Analysis ASTM D6913 Hydrometer Analysis ASTM D7928 Making and Curing Concrete Test Specimens in the Field (Set of 6) ASTM C31 Making and Curing Concrete Test Specimens in the Lab (Set of 4) ASTM C192 Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559 Material Passing No. 200 Sieve ASTM D1140 Modulus of Elasticity ASTM D3148 Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974 Organic Impurities in Fine Aggregate ASTM C40 Permeability: Constant Head Permeability ASTM D2434 Permeability: Falling Head Permeability ASTM D4044 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

EAA A-2 RESERVOIR CNT 10A

Seepage and Inflow/Outflow Canals

SECTION 00 31 32 Page 6

5 GEOTECHNICAL DATA

5.1 SUMMARY OF FIELD INVESTIGATIONS

The tables below summarize the field investigations data set available for this project. Boring logs are included in paragraph 5.5.

Table 1. Available Boring Data for the Seepage Canal

Designation State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

CP20-EAARS-CB-0430 732302 785031 Seepage canal CP20-EAARS-CB-0431 733314 785031 Seepage canal

CP20-EAARS-CB-0432 734309 785034 Seepage canal CP20-EAARS-CB-0433 735314 785039 Seepage canal CP20-EAARS-CB-0434 736319 785049 Seepage canal CP20-EAARS-CB-0435 737320 785053 Seepage canal CP20-EAARS-CB-0436 738323 785057 Seepage canal CP20-EAARS-CB-0437 739324 785064 Seepage canal CP20-EAARS-CB-0438 740330 785072 Seepage canal CP20-EAARS-CB-0439 741329 785073 Seepage canal CP20-EAARS-CB-0440 742331 785081 Seepage canal CP20-EAARS-CB-0441 743331 785085 Seepage canal CP20-EAARS-CB-0442 744329 785088 Seepage canal CP20-EAARS-CB-0443 745331 785095 Seepage canal CP20-EAARS-CB-0444 746335 785093 Seepage canal CP20-EAARS-CB-0445 747053 784668 Seepage canal CP20-EAARS-CB-0446 747055 783658 Seepage canal CP20-EAARS-CB-0447 747079 782661 Seepage canal CP20-EAARS-CB-0448 747098 781670 Seepage canal CP20-EAARS-CB-0449 747126 780671 Seepage canal CP20-EAARS-CB-0450 747396 779828 Seepage canal CP20-EAARS-CB-0452 749402 779840 Seepage canal CP20-EAARS-CB-0453 750406 779842 Seepage canal CP20-EAARS-CB-0454 751412 779849 Seepage canal CP20-EAARS-CB-0455 752419 779858 Seepage canal CP20-EAARS-CB-0456 753420 779855 Seepage canal CP20-EAARS-CB-0457 754421 779868 Seepage canal CP20-EAARS-CB-0458 755423 779870 Seepage canal CP20-EAARS-CB-0459 756427 779877 Seepage canal CP20-EAARS-CB-0460 757425 779882 Seepage canal CP20-EAARS-CB-0461 758117 780473 Seepage canal CP20-EAARS-CB-0462 758935 781032 Seepage canal CP20-EAARS-CB-0463 759925 781127 Seepage canal CP20-EAARS-CB-0464 760927 781132 Seepage canal CP20-EAARS-CB-0465 761927 781139 Seepage canal CP20-EAARS-CB-0466 762929 781138 Seepage canal CP20-EAARS-CB-0467 763930 781146 Seepage canal CP20-EAARS-CB-0468 764932 781151 Seepage canal CP20-EAARS-CB-0469 765933 781158 Seepage canal CP20-EAARS-CB-0471 767743 781928 Seepage canal CP20-EAARS-CB-0472 768569 782496 Seepage canal

* Coordinates presented correspond to the project coordinate system and datum

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 7

Table 2. Available Boring Data for the Inflow/Outflow Canal

Designation State Plane, FL-East, NAD83

Project Location Available for Inspection

X Y CP20-EAARS-CB-0179 731775 784840 Inflow/Outflow Canal CP20-EAARS-CB-0180 732777 784840 Inflow/Outflow Canal CP20-EAARS-CB-0181 733778 784846 Inflow/Outflow Canal CP20-EAARS-CB-0182 734778 784852 Inflow/Outflow Canal CP20-EAARS-CB-0183 735778 784860 Inflow/Outflow Canal CP20-EAARS-CB-0184 736779 784868 Inflow/Outflow Canal CP20-EAARS-CB-0185 737779 784873 Inflow/Outflow Canal CP20-EAARS-CB-0186 738779 784878 Inflow/Outflow Canal CP20-EAARS-CB-0187 739779 784883 Inflow/Outflow Canal CP20-EAARS-CB-0188 740779 784889 Inflow/Outflow Canal CP20-EAARS-CB-0189 741779 784894 Inflow/Outflow Canal CP20-EAARS-CB-0190 742779 784897 Inflow/Outflow Canal CP20-EAARS-CB-0191 743780 784902 Inflow/Outflow Canal CP20-EAARS-CB-0192 744780 784907 Inflow/Outflow Canal CP20-EAARS-CB-0193 745781 784911 Inflow/Outflow Canal CP20-EAARS-CB-0194 746728 784731 Inflow/Outflow Canal CP20-EAARS-CB-0195 746870 783761 Inflow/Outflow Canal CP20-EAARS-CB-0196 746892 782761 Inflow/Outflow Canal CP20-EAARS-CB-0197 746914 781761 Inflow/Outflow Canal CP20-EAARS-CB-0198 746937 780761 Inflow/Outflow Canal CP20-EAARS-CB-0199 747007 779771 Inflow/Outflow Canal CP20-EAARS-CB-0200 747963 779645 Inflow/Outflow Canal CP20-EAARS-CB-0201 748963 779654 Inflow/Outflow Canal CP20-EAARS-CB-0202 749963 779661 Inflow/Outflow Canal CP20-EAARS-CB-0203 750963 779665 Inflow/Outflow Canal CP20-EAARS-CB-0204 751964 779670 Inflow/Outflow Canal CP20-EAARS-CB-0205 752964 779674 Inflow/Outflow Canal CP20-EAARS-CB-0206 753964 779681 Inflow/Outflow Canal CP20-EAARS-CB-0207 754965 779687 Inflow/Outflow Canal CP20-EAARS-CB-0208 755966 779694 Inflow/Outflow Canal CP20-EAARS-CB-0209 756965 779698 Inflow/Outflow Canal CP20-EAARS-CB-0210 757930 779777 Inflow/Outflow Canal CP20-EAARS-CB-0211 758543 780530 Inflow/Outflow Canal CP20-EAARS-CB-0212 759417 780970 Inflow/Outflow Canal CP20-EAARS-CB-0213 760429 780863 Inflow/Outflow Canal CP20-EAARS-CB-0214 761418 780980 Inflow/Outflow Canal CP20-EAARS-CB-0215 762430 780874 Inflow/Outflow Canal CP20-EAARS-CB-0216 763420 780989 Inflow/Outflow Canal CP20-EAARS-CB-0217 764419 780881 Inflow/Outflow Canal CP20-EAARS-CB-0218 765419 781002 Inflow/Outflow Canal CP20-EAARS-CB-0219 766415 781040 Inflow/Outflow Canal CP20-EAARS-CB-0220 767335 781418 Inflow/Outflow Canal CP20-EAARS-CB-0221 768158 781987 Inflow/Outflow Canal CP20-EAARS-CB-0222 768134 782131 Inflow/Outflow Canal CP20-EAARS-CB-0223 768160 781808 Inflow/Outflow Canal

* Coordinates presented correspond to the project coordinate system and datum

EAA A-2 RESERVOIR CNT 10A

Seepage and Inflow/Outflow Canals

SECTION 00 31 32 Page 8

Test data sheets are included in paragraph 5.6.

Boring Designation

Sample Designation USCS LL PL PI Org

CO3

% wn GS pH

CP-20-EAARS-CB-0430 1.5 to 3.0 GM 14.3 37.4 7.3 CP-20-EAARS-CB-0434 1.5 to 3.0 SM 8.5 16.0 2.549 6.9 CP-20-EAARS-CB-0435 7.5 to 9.0 SM 1.1 25.4 7.4 CP-20-EAARS-CB-0436 4.5 to 6.0 SM 1.9 11.9 7.5 CP-20-EAARS-CB-0437 10.5 to 12.0 GP-GM 1.1 22.1 7.7 CP-20-EAARS-CB-0438 9.0 to 10.5 SM 1.3 23.1 7.8 CP-20-EAARS-CB-0439 3.0 to 4.5 SC 8.9 96.1 24.2 7.6 CP-20-EAARS-CB-0439 12.0 to 13.5 SP-SM 0.9 15.8 2.747 CP-20-EAARS-CB-0440 1.5 to 3.0 SM 2.9 10.4 7.4 CP-20-EAARS-CB-0441 4.5 to 6.0 SM 1.3 25.9 CP-20-EAARS-CB-0441 9.0 to 10.5 SC 98.3 27.3 2.786 7.4 CP-20-EAARS-CB-0441 15.0 to 16.5 SC 23.8 CP-20-EAARS-CB-0443 4.5 to 6.0 SM 1.0 22.6 CP-20-EAARS-CB-0443 7.5 to 9.0 SM 1.5 98.3 27.5 7.8 CP-20-EAARS-CB-0443 10.5 to 12.0 SC 20.8 CP-20-EAARS-CB-0444 0.0 to 1.5 SC 37.2 45.4 CP-20-EAARS-CB-0444 3.0 to 4.5 SC 14.5 34.3 CP-20-EAARS-CB-0444 6.0 to 7.5 SM 92.7 23.3 7.9 CP-20-EAARS-CB-0445 12.0 to 13.5 SC 1.6 21.0 7.7 CP-20-EAARS-CB-0446 6.0 to 7.5 SM 0.6 25.8 CP-20-EAARS-CB-0446 13.5 to 15.0 SM 22.8 2.794 7.6 CP-20-EAARS-CB-0447 4.5 to 6.0 SM 1.8 26.1 CP-20-EAARS-CB-0447 10.5 to 12.0 SC 96.1 24.8 7.7 CP-20-EAARS-CB-0448 4.5 to 6.0 SM 1.0 21.3 CP-20-EAARS-CB-0448 10.5 to 12.0 SC-SM 24 18 6 91.6 27.2 7.7 CP-20-EAARS-CB-0449 1.5 to 3.0 SC 27.3 73.7 CP-20-EAARS-CB-0449 7.5 to 9.0 SC 1.0 21.4 2.645 CP-20-EAARS-CB-0449 13.5 to 15.0 SM 19.6 7.6 CP-20-EAARS-CB-0450 3.0 to 4.5 GM 2.2 22.8 CP-20-EAARS-CB-0450 12.0 to 13.5 SM 92.7 19.7 7.6 CP-20-EAARS-CB-0452 4.5 to 6.0 SM 1.2 29.8 CP-20-EAARS-CB-0452 12.0 to 13.5 SM 23.8 2.758 7.7 CP-20-EAARS-CB-0453 4.5 to 6.0 SM 0.9 20.6 CP-20-EAARS-CB-0453 12.0 to 13.5 SM 92.7 22.7 7.7 CP-20-EAARS-CB-0453 13.5 to 15.0 SM 31.1 CP-20-EAARS-CB-0454 4.5 to 6.0 SM 1.1 12.5 CP-20-EAARS-CB-0454 13.5 to 15.0 SM 25 19 6 24.7 2.776 7.7 CP-20-EAARS-CB-0455 9.0 to 10.5 SM 0.8 23.0 7.7 CP-20-EAARS-CB-0456 0.0 to 1.5 OH 51.6 81.5 CP-20-EAARS-CB-0456 3.0 to 4.5 SM 15.3 CP-20-EAARS-CB-0456 6.0 to 7.5 SC 0.8 95.0 27.5 7.2 CP-20-EAARS-CB-0456 9.0 to 10.5 SC 24.4 2.734 CP-20-EAARS-CB-0457 3.0 to 4.5 SM 0.9 96.1 13.4 CP-20-EAARS-CB-0457 9.0 to 10.5 SC 100.0 26.2 7.6 CP-20-EAARS-CB-0458 1.5 to 3.0 GM 1.3 15.1 CP-20-EAARS-CB-0458 7.0 to 8.5 SC 31.8 CP-20-EAARS-CB-0458 10.0 to 11.5 SC 26 18 8 18.2 2.679 7.6 CP-20-EAARS-CB-0458 14.0 to 15.5 SC 32.1 CP-20-EAARS-CB-0459 5.0 to 6.5 SM 0.7 17.5 CP-20-EAARS-CB-0459 8.0 to 9.5 SM 93.9 22.0 CP-20-EAARS-CB-0459 13.5 to 15.0 SC 27.9 7.9

The tables below summarize the index testing available for this project.

Table 3. Available Index Testing for Seepage Canal Samples

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 9

Sample Designation USCS LL PL PI Org

CO3

% wn GS pH

CP-20-EAARS-CB-0460 1.5 to 3.0 OH 36.2 114.6 CP-20-EAARS-CB-0460 6.0 to 7.5 SM 1.4 19.9 2.697 CP-20-EAARS-CB-0460 10.5 to 12.0 SC 19.4 2.730 7.6 CP-20-EAARS-CB-0461 1.5 to 3.0 OH 25.6 87.5 CP-20-EAARS-CB-0463 11.7 to 13.2 SC 92.7 23.1 7.7 CP-20-EAARS-CB-0465 0.0 to 1.5 PT 70.2 7.0 CP-20-EAARS-CB-0466 11.5 to 13.0 SC 28.5 2.699 7.8 CP-20-EAARS-CB-0468 10.5 to 12.0 SC 98.3 33.4 7.7

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

Organic Content; CO3%: Carbonate Content; wn: moisture content; Gs: specific gravity

Table 4. Available Index Testing for Inflow/Outflow Canal Samples

Designation

Sample Designation USCS LL PL PI Org

CO3

% wn GS pH

CP-20-EAARS-CB-0179 0.0 to 1.5 SC 3.9 95.2 1.610 7.2 CP-20-EAARS-CB-0180 1.5 to 3.0 SM 35.9 7.4 CP-20-EAARS-CB-0181 9.0 to 10.5 SM 26.3 7.3 CP-20-EAARS-CB-0184 0.0 to 1.5 SC 3.9 55.7 7.1 CP-20-EAARS-CB-0185 7.5 to 9.0 SM 25.1 CP-20-EAARS-CB-0185 15.0 to 16.5 SM NP NP NP 20.3 CP-20-EAARS-CB-0185 16.5 to 18.0 SM 18.6 7.9 CP-20-EAARS-CB-0185 18.0 to 19.5 SM 71.4 19.6 CP-20-EAARS-CB-0185 19.5 to 21.0 SM 21.6 2.708 CP-20-EAARS-CB-0186 3.0 to 3.5 SC 8.4 2.654 7.7 CP-20-EAARS-CB-0187 1.5 to 3.0 GM 1.5 15.1 CP-20-EAARS-CB-0187 4.5 to 6.0 SM 1.3 93.9 16.5 CP-20-EAARS-CB-0188 1.5 to 3.0 GM 5.1 95.0 18.8 CP-20-EAARS-CB-0188 7.5 to 9.0 SM 19.4 CP-20-EAARS-CB-0189 0.0 to 1.5 GM 98 80 18 23.9 30.0 7.5 CP-20-EAARS-CB-0189 4.5 to 6.0 SM 100.0 11.6 CP-20-EAARS-CB-0189 13.5 to 15.0 SC-SM 23 18 5 1.4 19.4 CP-20-EAARS-CB-0190 0.0 to 1.5 GM 15.3 19.0 7.3 CP-20-EAARS-CB-0190 3.0 to 4.5 SM 1.3 16.8 CP-20-EAARS-CB-0190 9.0 to 10.5 SC 27 19 8 1.7 23.0 CP-20-EAARS-CB-0190 12.0 to 13.5 SP-SM 96.1 22.1 CP-20-EAARS-CB-0190 16.5 to 18.0 GM 12.1 CP-20-EAARS-CB-0190 19.5 to 21.0 SM 81.5 16.4 CP-20-EAARS-CB-0190 24.0 to 25.5 SM 21.5 CP-20-EAARS-CB-0190 33.0 to 34.5 SP-SM 0.9 22.1 CP-20-EAARS-CB-0191 4.5 to 6.0 SP-SM 0.7 27.0 CP-20-EAARS-CB-0191 10.5 to 12.0 SM 24.6 CP-20-EAARS-CB-0191 12.0 to 13.5 SM 100.0 20.0 CP-20-EAARS-CB-0192 6.0 to 7.5 SM 1.0 97.2 20.0 CP-20-EAARS-CB-0192 9.0 to 10.5 SM NP NP NP 1.4 18.8 7.8 CP-20-EAARS-CB-0192 12.0 to 13.5 SM 1.2 17.0 CP-20-EAARS-CB-0192 16.5 to 18.0 SM NP NP NP 20.7 CP-20-EAARS-CB-0193 3.0 to 4.5 GP-GM 6.9 CP-20-EAARS-CB-0193 10.5 to 12.0 SC 1.5 98.3 25.5 CP-20-EAARS-CB-0193 12.0 to 13.5 SM 1.7 18.2 CP-20-EAARS-CB-0193 18.0 to 19.5 SM 18.7 CP-20-EAARS-CB-0194 10.5 to 12.0 SM 1.4 18.9 7.6 CP-20-EAARS-CB-0194 15.0 to 16.5 SM 18.1 CP-20-EAARS-CB-0194 27.0 to 28.5 SP-SM 44.4 18.8

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 10

Sample Designation USCS LL PL PI Org

CO3

% wn GS pH

CP-20-EAARS-CB-0195 3.0 to 4.5 SM 1.0 18.6 7.6 CP-20-EAARS-CB-0195 18.0 to 19.5 SC 1.4 100.0 20.1 CP-20-EAARS-CB-0195 24.0 to 25.5 SM 15.0 CP-20-EAARS-CB-0196 4.5 to 6.0 SM 0.9 93.9 18.7 CP-20-EAARS-CB-0196 10.5 to 12.0 SC 2.0 24.5 7.6 CP-20-EAARS-CB-0196 13.5 to 15.0 SM 1.2 17.5 CP-20-EAARS-CB-0197 6.0 to 7.5 SM 1.1 18.9 CP-20-EAARS-CB-0197 10.9 to 12.0 SM NP NP NP 2.4 83.7 25.2 7.7 CP-20-EAARS-CB-0197 15.0 to 16.5 SM 20.8 CP-20-EAARS-CB-0197 18.0 to 19.5 SM 18.1 CP-20-EAARS-CB-0198 3.0 to 4.5 SP-SM 1.1 13.3 7.6 CP-20-EAARS-CB-0198 9.0 to 10.5 SC-SM 29 22 7 1.9 98.3 27.4 CP-20-EAARS-CB-0198 12.0 to 13.5 SM 18.9 CP-20-EAARS-CB-0198 13.5 to 15.0 SM 22.2 CP-20-EAARS-CB-0199 1.5 to 3.0 SM 16.0 CP-20-EAARS-CB-0199 7.5 to 9.0 SM 21 19 2 1.5 19.7 CP-20-EAARS-CB-0199 13.5 to 15.0 SM 1.5 20.2 CP-20-EAARS-CB-0199 25.5 to 27.0 SP-SM 18.2 CP-20-EAARS-CB-0200 10.5 to 12.0 SM 25.8 7.7 CP-20-EAARS-CB-0201 0.0 to 1.5 SC 66.3 7.0 CP-20-EAARS-CB-0202 10.5 to 12.0 SM 21.5 7.6 CP-20-EAARS-CB-0203 4.5 to 6.0 SM 17.6 CP-20-EAARS-CB-0203 9.0 to 10.5 SC 97.2 28.5 2.755 CP-20-EAARS-CB-0203 11.5 to 13.0 CH 71 19 52 38.3 7.5 CP-20-EAARS-CB-0203 13.5 to 15.0 SC 29.5 CP-20-EAARS-CB-0203 15.0 to 16.5 SM 86.0 25.1 CP-20-EAARS-CB-0203 16.5 to 18.0 SC 16.8 CP-20-EAARS-CB-0203 18.0 to 19.5 SC 82.6 26.2 2.729 CP-20-EAARS-CB-0203 19.5 to 21.0 SM NP NP NP 24.0 CP-20-EAARS-CB-0205 1.5 to 3.0 SM 20.6 CP-20-EAARS-CB-0205 7.5 to 9.0 CL 0.7 13.5 7.7 CP-20-EAARS-CB-0205 10.5 to 12.0 SM 97.2 8.2 CP-20-EAARS-CB-0206 0.0 to 1.5 GM 142 101 41 37.1 66.5 7.1 CP-20-EAARS-CB-0206 6.0 to 7.5 SM 1.1 18.8 CP-20-EAARS-CB-0206 19.5 to 21.0 SM 93.9 24.7 CP-20-EAARS-CB-0206 24.0 to 25.5 SC 18.3 CP-20-EAARS-CB-0207 7.5 to 9.0 SM 0.8 97.2 24.4 CP-20-EAARS-CB-0207 13.5 to 15.0 SC 22.4 CP-20-EAARS-CB-0207 19.5 to 21.0 SM 21.1 CP-20-EAARS-CB-0208 1.5 to 3.0 SM 1.3 12.8 CP-20-EAARS-CB-0208 7.5 to 9.0 SM 1.0 24.2 7.6 CP-20-EAARS-CB-0208 10.5 to 12.0 SC-SM 26 21 5 1.6 98.3 28.6 CP-20-EAARS-CB-0208 13.5 to 15.0 SM 22.9 CP-20-EAARS-CB-0208 22.5 to 24.0 SM 18.3 CP-20-EAARS-CB-0209 9.0 to 10.5 SM 1.2 100.0 22.0 CP-20-EAARS-CB-0209 15.0 to 16.5 SM 24.3 CP-20-EAARS-CB-0209 16.5 to 18.0 SM 20.1 CP-20-EAARS-CB-0209 18.0 to 19.5 SM 17.7 CP-20-EAARS-CB-0209 46.5 to 48.0 SP-SM 23.1 CP-20-EAARS-CB-0210 6.0 to 7.5 SC 43 21 22 2.4 25.2 7.3 CP-20-EAARS-CB-0210 10.5 to 12.0 SM 1.2 93.9 19.6 CP-20-EAARS-CB-0210 12.0 to 13.5 SC 1.7 22.3 CP-20-EAARS-CB-0210 21.0 to 22.5 SM 20.5 CP-20-EAARS-CB-0212 1.5 to 3.0 SM 1.4 9.8

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 11

Sample Designation USCS LL PL PI Org

CO3

% wn GS pH

CP-20-EAARS-CB-0212 13.0 to 14.5 SM 1.8 95.0 24.7 CP-20-EAARS-CB-0214 5.5 to 7.0 SP-SM 1.1 21.4 7.7 CP-20-EAARS-CB-0214 13.0 to 14.5 SC 1.5 100.0 24.3 CP-20-EAARS-CB-0215 0.0 to 1.5 GM 69 46 23 15.4 87.1 42.6 7.4 CP-20-EAARS-CB-0215 39.5 to 41.0 SP 0.7 24.6 CP-20-EAARS-CB-0216 1.5 to 3.0 SM 13.3 CP-20-EAARS-CB-0216 7.5 to 9.0 SC-SM 23 19 4 1.3 30.7 CP-20-EAARS-CB-0216 15.0 to 16.5 SC 27 18 9 1.6 98.3 25.3 CP-20-EAARS-CB-0217 0.0 to 1.5 SC 36 22 14 2.6 22.9 7.6 CP-20-EAARS-CB-0217 1.5 to 3.0 GC 2.6 99.5 20.7 CP-20-EAARS-CB-0218 1.5 to 3.0 SM 1.9 14.8 CP-20-EAARS-CB-0218 10.0 to 11.5 SC-SM 25 18 7 1.3 30.3 7.8 CP-20-EAARS-CB-0218 11.5 to 13.0 SC 100.0 22.4 CP-20-EAARS-CB-0219 4.5 to 6.0 SM 1.2 16.9 CP-20-EAARS-CB-0219 10.5 to 12.0 SC 1.4 28.5 CP-20-EAARS-CB-0219 12.0 to 13.5 SC 100.0 19.8 CP-20-EAARS-CB-0219 16.5 to 18.0 SC 22.0 CP-20-EAARS-CB-0220 0.0 to 1.5 GM 139 99 40 36.0 100.8 7.3 CP-20-EAARS-CB-0220 1.5 to 3.0 GC 1.9 83.7 39.0 CP-20-EAARS-CB-0220 7.5 to 9.0 SC 16.1 CP-20-EAARS-CB-0220 10.5 to 12.0 SC 1.6 25.8 CP-20-EAARS-CB-0221 18.5 to 20.0 SC 97.2 23.3 CP-20-EAARS-CB-0222 3.0 to 4.5 SC 3.1 25.5 CP-20-EAARS-CB-0222 31.8 to 33.0 SM 97.2 19.5 CP-20-EAARS-CB-0223 0.0 to 1.5 GM 71 54 17 13.6 82.6 22.3 7.2 CP-20-EAARS-CB-0223 17.5 to 19.0 SC-SM 27 20 7 29.7

USCS: Unified Soil Classification System; LL: liquid limit; PL: plastic limit; PI: Plastic Index; Org %: Organic Content; CO3%: Carbonate Content; Gs: Specific Gravity; wn: moisture content.

5.2 SUMMARY OF ADDITIONAL LABORATORY TESTING DATA

The table below summarize laboratory testing on rock available for this project. Testing result data sheets are included in paragraph 5.6.

Table 5. Available Laboratory Unconfined Compressive Strength Data for Seepage Canal Samples

Boring Number Depth (feet)

Maximum Load (lbs)

Unconfined Compressive

Strength (psi)

CP-20-EAARS-CB-0430 10.7 30079 3464

CP-20-EAARS-CB-0430 11.4 11110 1270

CP-20-EAARS-CB-0430 12.1 29934 3425

CP-20-EAARS-CB-0431 10.5 9512 1092

CP-20-EAARS-CB-0436 11.9 37138 4347

CP-20-EAARS-CB-0436 12.8 39368 4275

CP-20-EAARS-CB-0436 13.3 11738 1352

CP-20-EAARS-CB-0438 6.3 9142 1100

CP-20-EAARS-CB-0444 8.4 11066 1328

CP-20-EAARS-CB-0448 2.2 110725 13298

CP-20-EAARS-CB-0448 2.9 83420 9257

EAA A-2 RESERVOIR CNT 10A

Seepage and Inflow/Outflow Canals

SECTION 00 31 32 Page 12

Boring Number Depth (feet)

Maximum Load (lbs)

Unconfined Compressive

Strength (psi)

CP-20-EAARS-CB-0452 8.0 22952 2758

CP-20-EAARS-CB-0454 26.5 17668 2155

CP-20-EAARS-CB-0454 26.3 12263 1454

CP-20-EAARS-CB-0454 27 6828 793

CP-20-EAARS-CB-0456 27.5 15272 1842

CP-20-EAARS-CB-0461 27.0 22189 2562

CP-20-EAARS-CB-0461 27.7 19504 2257

CP-20-EAARS-CB-0461 28.4 27319 3139

CP-20-EAARS-CB-0462 15.5 2979 342

CP-20-EAARS-CB-0464 26.5 50031 5770

CP-20-EAARS-CB-0464 27.3 32337 3704

CP-20-EAARS-CB-0464 26.5 30642 3529

CP-20-EAARS-CB-0471 5.0 88880 10156

Note: Replicate tests were performed on some borings.

Table 6. Available Laboratory Rock Testing Data for Inflow/Outflow Canal Samples

Boring Number Depth (feet)

Point Load (psi)

Unconfined Compressive

Strength (psi)

CP-20-EAARS-CB-0179 10.3 54372 5832

CP-20-EAARS-CB-0179 11.0 55065 6159

CP-20-EAARS-CB-0180 10.9 35459 4071

CP-20-EAARS-CB-0180 11.6 90805 10384

CP-20-EAARS-CB-0180 12.3 42037 4812

CP-20-EAARS-CB-0184 11.6 39041 4461

CP-20-EAARS-CB-0184 12.3 55462 6327

CP-20-EAARS-CB-0184 13.0 34204 3738

CP-20-EAARS-CB-0201 6.5 21192 2473

CP-20-EAARS-CB-0213 2.0 12105 1398

CP-20-EAARS-CB-0215 5.5 112865 13715

CP-20-EAARS-CB-0221 34.5 33151 4023

CP-20-EAARS-CB-0221 34.2 19779 2408

CP-20-EAARS-CB-0221 34.9 18979 2310

CP-20-EAARS-CB-0223 3.0 59928 7269

Note: Where Length/Diameter ratio was ≤ 1.75, a factor was applied to the Unconfined Compressive Strength per ASTM C42 paragraph 7.9.1.

SECTION 00 31 32 Page 13

Table 7. Available Splitting Tensile Strength Data for Seepage Canal Samples

Note: A through J are replicate tests performed on a single boring sample interval.

Hole No. Hole No.

Run 4 Depth (ft) 15.6 - 20.5 Run 2 Depth (ft) 11.7 - 16.9

Thickness Diameter Load Thickness Diameter Load

(in) (in) (lbf) (in) (in) (lbf)

A 1.321 3.335 977.2 141.2 A 2.223 3.331 1080.7 92.9 B 0.804 3.336 906.8 215.2 B 1.751 3.334 1797.6 196.0 C 2.012 3.337 1768.6 167.7 C 1.774 3.312 1985.1 215.1 D 2.273 3.338 2642.7 221.7 D 1.757 3.330 891.5 97.0 E 1.866 3.341 1497.9 153.0 E 1.740 3.325 1576.6 173.5 F 1.642 3.337 1267.9 147.3 F 0.830 3.336 625.7 143.9 G 1.614 3.344 1895.6 223.6 G 1.591 3.338 1875.4 224.8 H 1.751 3.314 1937.8 212.6 H 1.820 3.330 1137.8 119.5 I 1.683 3.334 2025.9 229.9 I 1.955 3.331 1531.6 149.7 J 1.409 3.336 1326.5 179.7 J 2.175 3.334 2226.1 195.4

Hole No. Hole No.

Run 3 Depth (ft) 27.1 - 30.0 Run 7 Depth (ft) 25.9 - 30.0

Thickness Diameter Load Thickness Diameter Load

(in) (in) (lbf) (in) (in) (lbf)

A 1.871 3.331 2420.9 247.3 A 1.403 3.334 1004.5 136.7 B 1.797 3.336 3698.3 392.7 B 1.960 3.334 1833.6 178.6 C 2.481 3.335 1998.2 153.7 C 1.852 3.335 2687.9 277.0 D 1.802 3.343 2976.1 314.5 D 1.968 3.335 4899.6 475.2 E 2.239 3.338 3956.5 337.0 E 1.942 3.336 9273.0 911.2 F 2.289 3.331 4275.4 357.0 F 1.833 3.336 3972.4 413.6 G 2.331 3.338 4347.0 355.7 G 1.778 3.335 3914.2 420.2 H 2.218 3.338 4331.3 372.4 H 1.728 3.335 2412.9 266.6 I 2.409 3.336 14552.0 1152.8 I 1.463 3.337 2273.8 296.5 J 2.490 3.334 10703.0 820.8 J 1.756 3.331 2444.8 266.1

USACE, Savannah District Materials Testing RTCX - Marietta, GA 30062

CP-20-EAARS-CB-465

Sample No.

Lab No.

K3/14284

Tensile Strength

Lab No.

K3/14271

Tensile Strength

Lab No.

K3/14272

Tensile Strength

Lab No.

K3/14280

Tensile Strength

CP-20-EAARS-CB-432 CP-20-EAARS-CB-435

CP-20-EAARS-CB-459

Sample No. Sample No.

Sample No.

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 14

Table 8. Available Splitting Tensile Strength Data for Inflow/Outflow Canal Samples

Hole No. CP-20-EAARS-CB-182

Hole No. CP-20-EAARS-CB-186

Sample No. Run 3 Depth

(ft)

10.6 - 15.5

Sample No. Run 2 Depth

(ft) 6.3 - 10.1

Lab No.

K3/14260

Thickness Diameter Load Tensile Strength

(psi)

Lab No.

K3/14262

Thickness Diameter Load Tensile Strength

(psi) (in) (in) (lbf) (in) (in) (lbf)

A 2.382 3.341 3516.5 281.3 A 1.761 3.333 848.8 92.1

B 2.225 3.343 4520.4 386.9 B 1.788 3.336 878.3 93.7

C 1.829 3.325 4343.7 454.7 C 2.355 3.339 1716.6 139.0

D 2.360 3.343 8483.0 684.5 D 2.325 3.325 2577.0 212.2

E 1.793 3.336 5800.0 617.3 E 1.875 3.334 2568.5 261.6

F 1.551 3.355 3584.4 438.5 F 1.762 3.333 2078.8 225.3

G 2.499 3.343 8137.0 620.1 G 1.685 3.333 1903.6 215.8

H 2.387 3.349 4491.6 357.7 H 1.586 3.333 2367.7 285.1

I 2.309 3.355 13874.0 1140.2 I 1.664 3.331 1912.0 219.6

J 2.431 3.343 8137.0 637.4 J 1.711 3.333 850.6 95.0

Hole No. CP-20-EAARS-CB-222

Sample No. Run 2 Depth

(ft) 6.0 - 11.0

Lab No.

K3/14267

Thickness Diameter Load Tensile Strength

(psi)

(in) (in) (lbf) A 2.017 3.257 2933.3 284.3 B 1.696 3.249 6414.0 741.0 C 2.085 3.242 2070.9 195.0 D 2.031 3.249 4124.4 397.9 E 1.768 3.238 2333.1 259.5 F 1.696 3.247 4215.0 487.3 G 1.786 3.240 7307.0 803.9 H 1.752 3.253 7851.0 877.0 I 1.853 3.242 4818.4 510.6 J 1.827 3.274 1220.3 129.9

Note: A through J are replicate tests performed on a single boring sample interval.

SECTION 00 31 32 Page 15

5.3 BORING LOG NOTES

All borings listed in Table 1 and Table 2 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, some borings were continued with a PQ core barrel until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

5.4 INSPECTION OF RECOVERED MATERIALS

The material recovered from borings marked with a checkmark in Table 1 and Table 2 are available for inspection by prospective offerors at the Corps of Engineers District warehouse. The address and hours of operation for the warehouse are listed below:

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

The recovered materials will be available for inspection during normal business hours as noted above, except Federal holidays, during the entire bid period. Prospective offerors shall notify the project geologist at 904-232-3917 or Chief, Geology and Explorations Section at 904-232-1617 at least four (4) working days before the visit.

The following information will be required to schedule the visit:

(1) Project title;

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

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

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

(5) Point of contact and phone number regarding the visit.

Prospective offerors shall record their material examination visit in a record book maintained at the inspection site.

It is strongly suggested that prospective offerors view the samples before submitting their bid.

SECTION 00 31 32 Page 16

!H

!H

!H !H

S-629 S-627

S-626

S-625

S-624

Legend !H Structure Location

Embankment Inflow/Outflow Canal Seepage Canal ³

0 2 41 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

1JM

SH

SH

22FEBE21

Dsn by:

EAA A-2 RESERVOIR CNT 10A

PROJECT FEATURES

VICINITY MAP

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

0 2 41 Miles

EVERGLADES

AGRICULTURAL

AREA

EAA A-2 STA

EAA A-2

RESERVOIR

EAA A-1 FEB

US HW

Y 27

M

IAM

I C

AN

AL

LOCATION MAP

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 17

!H H !H !H !H !H !H !H !H !H !H !H !H !H !H

!H

!H

!H

!H

!H

CB-04

50CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

Legend !H Boring_Locations

Inflow/Outflow Canal Seepage Canal Embankment ³

0 0.45 0.90.225 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

2JM

SH

SH

22 FEB 21

Dsn by:

EAA A-2 RESERVOIR CNT 10A

SEEPAGE CANAL

BORING LOCATIONS

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

0 2,500 5,0001,250 Feet

PROJECT LOCATION

CB-04

EAA A-2 RESERVOIR

CB-04

CB

-04

CB

-04

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 18

!H !H !H !H !H !H !H !H !H

!H B-0254

C B

-0

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

CB-04

Legend

Inflow/Outflow Canal Seepage Canal Embankment ³

0 0.25 0.50.125 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

3JM

SH

SH

22FEB21

Dsn by:

EAA A-2 RESERVOIR CNT 10A

SEEPAGE CANAL

BORING LOCATIONS

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

0 1,000 2,000500 Feet

PROJECT LOCATION

EAA A-2 RESERVOIR

CB-04

52 C

B -0

!H!H

!H!H!H!H BBBBoooorrrriiiinnnngggg____LLLLooooccccaaaattttiiiioooonnnnssss

!H!H

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 19

!H !H !H !H !H !H !H !H

!H

CB-0465

CB-0464

CB-0463

CB-0472

CB-0471

CB-0469

CB-0468

CB-0467

CB-0466

CB-0462

Legend !H Boring_Locations

Inflow/Outflow Canal Seepage Canal Embankment

US HWY 27

MAIMI CANAL

³

0 0.45 0.90.225 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

4JM

SH

SH

17DEC20

Dsn by:

EAA A-2 RESERVOIR CNT 10A

SEEPAGE CANAL

BORING LOCATIONS

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

0 2,500 5,0001,250 Feet

PROJECT LOCATION

EAA A-1 FLOW EQUALIZATION BASIN

PROJECT LOCATION

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 20

!H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H

!H

!H

!H

!H !H

CB-02

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

CB-01

Legend !H Boring Locations

Inflow/Outflow Canal Seepage Canal Embankment ³

0 0.45 0.90.225 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

5JM

SH

SH

22 FEB 2021

Dsn by:

EAA A-2 RESERVOIR CNT 10A

INFLOW/OUTFLOW CANAL

BORING LOCATIONS

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

0 2,300 4,6001,150 Feet

PROJECT LOCATON

EAA A-2 RESERVOIR

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 21

!H !H !H !H !H !H !H !H !H !H

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

Legend !H Boring Locations

Inflow/Outflow Canal Seepage Canal Embankment ³

0 0.25 0.50.125 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

6JM

SH

SH

22FEB2021

Dsn by:

EAA A-2 RESERVOIR CNT 10A

INFLOW/OUTFLOW CANAL

BORING LOCATIONS

GEOTECHNICAL DRAWINGS

NOT FOR CONSTRUCTION

0 1,500 3,000750 Feet

PROJECT LOCATION

EAA A-2 RESERVOIR

EAA A-2 RESERVOIR CNT 10A

SECTION 00 31 32 Page 22

!H !H !H !H !H !H !H !H

!H

!H!H !H

CB-02

CB-0222

CB-0221

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

CB-02

Legend !H Boring Locations

Inflow/Outflow Canal Seepage Canal Embankment ³

0 0.35 0.70.175 MilesDwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

7JM

SH

SH

18SEPT20

Dsn by:

EAA A-2 RESERVOIR CNT 10A

INFLOW/OUTFLOW CANAL

GEOTECHN…