B.08.02 21R0021_BBCW_CNT5C_RTA_Vol2_21_06_08.pdf

W912EP21R0021

Jacksonville District

CERP, BISCAYNE BAY COASTAL WETLANDS

L-31E FLOW -WAY, CONTRACT 5C

(A PHASE I PROJECT):

PUMP STATIONS S-710 & S-711;

SEEPAGE CANAL C-711W

Miami-Dade County, Florida

Construction Solicitation and Specifications

Volume 2 of 2

See Volume 1 of 2 for Issue Date

CERP, BBCW L-31E Flow-Way, Contract 5C (A Phase I Project):

Pump Stations S-710 & S-711; Seepage Canal C-711W, Miami-Dade 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 25 OWNER SAFETY REQUIREMENTS - DIVING

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 78 02 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 88 00 PUMP STATION COMMISSIONING

DI VI SI ON 02 - EXI STI NG CONDI TI ONS

02 22 13 VIBRATION MONITORING REQUIREMENTS FOR EXISTING STRUCTURES

DI VI SI ON 03 - CONCRETE

03 11 13 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 20 00 CONCRETE REINFORCING

03 31 01 CAST-IN-PLACE STRUCTURAL CONCRETE FOR CIVIL WORKS

03 39 00 CONCRETE CURING

03 45 33 PRECAST STRUCTURAL CONCRETE

DI VI SI ON 05 - METALS

05 50 14 STRUCTURAL METAL FABRICATIONS

05 50 15 CIVIL WORKS FABRICATIONS

DI VI SI ON 08 - OPENI NGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

DI VI SI ON 09 - FI NI SHES

09 97 02 PAINTING: COAL TAR EPOXY SYSTEM

DI VI SI ON 13 - SPECI AL CONSTRUCTI ON

13 34 23 PRECAST CONCRETE BUILDINGS

DI VI SI ON 22 - PLUMBI NG

PROJECT TABLE OF CONTENTS Page 1

CERP, BBCW L-31E Flow-Way, Contract 5C (A Phase I Project):

Pump Stations S-710 & S-711; Seepage Canal C-711W, Miami-Dade County, Florida

22 14 01 DISCHARGE PIPE AND APPURTENANCES

DI VI SI ON 23 - HEATI NG, VENTI LATI NG, AND AI R CONDI TI ONI NG ( HVAC)

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

DI VI SI ON 25 - I NTEGRATED AUTOMATI ON

25 14 01 PUMP STATION INSTRUMENTATION AND CONTROL PANELS

25 31 01 STRUCTURE REMOTE TERMINAL UNIT (RTU)

DI VI SI ON 26 - ELECTRI CAL

26 00 00 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 00 COMMON WORK RESULTS FOR ELECTRICAL

26 05 19 INSULATED WIRE AND CABLE

26 28 00 MOTOR CONTROL CENTERS, SWITCHBOARDS AND PANELBOARDS

26 28 01 COORDINATED POWER SYSTEM PROTECTION

26 29 01 ELECTRIC MOTORS, 3-PHASE VERTICAL INDUCTION TYPE

26 35 33 POWER FACTOR CORRECTION EQUIPMENT

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

26 56 13 LIGHTING POLES AND STANDARDS

DI VI SI ON 28 - ELECTRONI C SAFETY AND SECURI TY

28 31 74 INTERIOR FIRE DETECTION AND ALARM SYSTEM

DI VI SI ON 31 - EARTHWORK

31 05 19 GEOTEXTILE

31 11 00 CLEARING AND GRUBBING

31 23 23 CONTROLLED LOW STRENGTH MATERIAL (CLSM, FLOWABLE FILL)

31 41 16 STEEL SHEET PILING

31 62 13 PRESTRESSED CONCRETE PILES

31 62 16 STEEL H-PILES

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 15 00 LIMEROCK

32 31 13 CHAIN LINK FENCES AND GATES

32 92 23 SODDING

DI VI SI ON 33 - UTI LI TI ES

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

DI VI SI ON 35 - WATERWAY AND MARI NE CONSTRUCTI ON

35 20 14 STOPLOGS

35 31 19 STONE PROTECTION FOR STRUCTURES

35 41 00 LEVEE CONSTRUCTION

35 45 02 SUBMERSIBLE PUMP, AXIAL-FLOW AND MIXED-FLOW TYPE

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION 00 31 21 CONTROL MONUMENTS DESCRIPTION

SECTION 00 31 21 Page 1

DESIGNATION - C103PC2CM

PID - N/A

STAMPING: C103 PC2 2016

STATION DESCRIPTION BY SOUTH FLORIDA WATER MANAGEMENT DISTRICT (2016)

TAKE THE SW 312TH St. (NE 8th St. / CAMPBELL Dr.) EXIT FROM THE

FLORIDA TURNPIKE & CONTINUE EAST FOR 3.3 MILES; TURN RIGHT (SOUTH) ON

SW 137th AVE. & CONTINUE FOR 0.5 MILES TO SW 320th St.; CONTINUE EAST ON SW 320th St FOR 1.0 MILES; TURN LEFT (NORTH) ON SW 127th AVE FOR

0.2 MILES TO THE SOUTH TOP OF BANK OF THE C-103 CANAL.

MARK IS A SFWMD ALUMINUM CAP SET IN CONCRETE 105-FEET EAST OF PC2;

4.7-FEET SOUTH OF THE TOP OF BANK; 0.5-FEET BELOW GROUND LEVEL AND 1-

FEET SOUTH OF WITNESS POST.

DESIGNATION - C103PC3CM

STAMPING: C103 PC3 2016

FLORIDA TURNPIKE & CONTINUE EAST FOR 2.7 MILES TO SW 137th AVE

(TALLAHASSEE) AND TURN RIGHT (SOUTH) AND CONTINUE FOR 0.5 MILES TO SW

320th St.; CONTINUE EAST ON SW 320th St FOR 2.0 MILES; TURN LEFT (NORTH) ON SW 117th AVE FOR 200 FEET TO THE SOUTH TOP OF BANK OF THE

C-103 CANAL; GO EAST ALONG THE SOUTH TOP OF BANK FOR 0.5 MILES TO

PROJECT CULVERT 03.

BENCH MARK IS A SFWMD ALUMINUM CAP SET IN CONCRETE 80-FEET EAST OF

PC3; 6-FEET SOUTH OF THE TOP OF BANK AND 0.3 FEET BELOW GROUND LEVEL.

SECTION 00 31 21 Page 2

DESIGNATION - C103PC3IRC

STAMPING: SFWMD TRAV. PT.

FLORIDA TURNPIKE & CONTINUE EAST FOR 2.7 MILES TO SW 137th AVE

(TALLAHASSEE) AND TURN RIGHT (SOUTH) AND CONTINUE FOR 0.5 MILES TO SW

320th St.; CONTINUE EAST ON SW 320th St FOR 2.0 MILES; TURN LEFT (NORTH) ON SW 117th AVE FOR 200 FEET TO THE SOUTH TOP OF BANK OF THE

C-103 CANAL; GO EAST ALONG THE SOUTH TOP OF BANK FOR 0.5 MILES TO

PROJECT CULVERT 03.

BENCH MARK IS A SFWMD ALUMINUM CAP SET IN CONCRETE 580 FEET EAST OF

PC3; 6-FEET SOUTH OF THE TOP OF BANK AND 0.1 FEET BELOW GROUND LEVEL

DESIGNATION - DSI 100

NO DESCRIPTIVE TEXT AVAILABLE FOR THIS STATION.

SECTION 00 31 21 Page 3

DESIGNATION - F 61 1

PID - AC1178

STAMPING: F 61 1 (DC)

SETTING: SET IN A MASSIVE STRUCTURE / BRIDGE

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

HISTORY - Date Condition Report By

HISTORY - UNK MONUMENTED FL-025

HISTORY - 1970 GOOD NGS

HISTORY - 20150410 GOOD WANTGP

STATION DESCRIPTION BY NATIONAL GEODETIC SURVEY 1970

9.2 MI SE FROM PRINCETON.

ABOUT 4.0 MILES EAST ALONG COCONUT PALM DRIVE FROM THE INTERSECTION OF

U.S. HIGHWAY 1 AT PRINCETON, THENCE 5.25 MILES SOUTH ALONG A GRAVELED

ROAD, SET ON THE TOP OF THE NORTH WALKWAY OF A BRIDGE OVER A CANAL

(NORTH CANAL), 17 FEET NORTH OF THE CENTER LINE OF NORTH CANAL DRIVE,

NEAR THE MAIN ENTRANCE TO THE HOMESTEAD BAY FRONT PARK, 2 FEET WEST OF

THE EAST END OF THE BRIDGE WALKWAY AND 1 FOOT ABOVE THE LEVEL OF THE

ROAD.

NOTE-- MARK MAY BE REACHED BY GOING 7.8 MILES EAST ALONG PALM DRIVE

FROM THE INTERSECTION OF U.S. HIGHWAY 1 AT FLORIDA CITY, THENCE 1.1

MILES NORTH ALONG A GRAVELED ROAD TO INTERSECTION OF NORTH CANAL DRIVE

AND MARK ON LEFT.

STATION RECOVERY NOTE BY WANTMAN GROUP INC 2015 (JM)

RECOVERED IN GOOD CONDITION.

SECTION 00 31 21 Page 4

DESIGNATION - R 721 2

PID - AC2019

STAMPING: R 721-2 DC BM

SETTING: SET IN A MASSIVE STRUCTURE / ABUTMENT

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS NOT SUITABLE FOR

SATELLITE OBSERVATIONS - July 21, 2010

HISTORY - Date Condition Report By

HISTORY - UNK MONUMENTED FL-025

HISTORY - 1970 GOOD NGS

HISTORY - 1987 GOOD USPSQD

HISTORY - 20100721 GOOD INDIV

5 MI SE FROM PRINCETON.

ABOUT 4.0 MILES EAST ALONG COCONUT PALM DRIVE FROM THE INTERSECTION OF

U.S. HIGHWAY 1 AT PRINCETON, THENCE 1.05 MILE SOUTH ALONG A GRAVELED

ROAD, AT AN EAST-WEST ROAD INTERSECTION, SET ON THE TOP OF THE SOUTH

END OF THE WEST CONCRETE ABUTMENT OF A BRIDGE OVER A NORTH-SOUTH

CANAL, 26 1/2 FEET WEST OF THE APPROXIMATE CENTER OF THE CANAL, 10 1/2

FEET SOUTH OF THE CENTER LINE OF THE BRIDGE AND LEVEL WITH THE BRIDGE

FLOOR.

STATION RECOVERY NOTE BY INDIVIDUAL CONTRIBUTORS 2010

SECTION 00 31 21 Page 5

DESIGNATION - R 722

PID - AC2018

STAMPING: R 722 DC BM

SETTING: SET IN A MASSIVE STRUCTURE / ABUTMENT

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - May 03, 2010

HISTORY - Date Condition Report By

HISTORY - UNK MONUMENTED FL-025

HISTORY - 1970 GOOD NGS

HISTORY - 20100503 GOOD GPI

5.4 MI SE FROM PRINCETON.

ABOUT 4.0 MILES EAST ALONG COCONUT PALM DRIVE FROM THE INTERSECTION OF

U.S. HIGHWAY 1 AT PRINCETON, THENCE 1.35 MILES SOUTH ALONG A GRAVELED

ROAD, SET ON THE TOP OF THE WEST END OF THE NORTH CONCRETE ABUTMENT

FOR A LARGE FLOOD CONTROL GATE, ABOUT IN LINE WITH THE EXTENDED LINE

OF MOODY DRIVE LEADING WESTERLY, 1.2 FEET WEST OF A HIGH HURRICANE

FENCE AROUND THE FLOOD GATES, 30.5 FEET SOUTH OF THE SOUTH GATE POST

AT NORTH ENTRANCE TO GATES, 2.2 FEET EAST OF THE WEST END OF THE

ABUTMENT AND ABOUT LEVEL WITH THE FLOORING ACROSS FLOOD GATES. IN

SECTION 32 OR 33, R 40 E, T 56 S.

SECTION 00 31 21 Page 6

DESIGNATION - R 724

PID - AC1181

STAMPING: R 724 DC

SETTING: SET IN A MASSIVE STRUCTURE / BRIDGE ABUTMENT

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - May 03, 2010

HISTORY - Date Condition Report By

HISTORY - UNK MONUMENTED FL-025

HISTORY - 1970 GOOD NGS

HISTORY - 20100503 GOOD GPI

7.4 MI SE FROM PRINCETON.

ABOUT 4.0 MILES EAST ALONG COCONUT PALM DRIVE FROM THE INTERSECTION OF

U.S. HIGHWAY 1 AT PRINCETON, THENCE 3.4 MILES SOUTH ALONG A GRAVELED

ROAD SET ON THE TOP OF THE NORTH ABUTMENT FOR THE FLOOD CONTROL GATE

ACROSS MILITARY CANAL, 26 FEET SOUTH OF THE NORTHWEST CORNER OF THE

HURRICANE FENCE AROUND THE FLOOD CONTROL GATE, 2.4 FEET EAST OF THE

WEST END OF THE ABUTMENT, 1.8 FEET WEST OF THE WEST FENCE LINE AROUND

THE GATE AND LEVEL WITH THE GROUND.

SECTION 00 31 21 Page 7

DESIGNATION - R 725

PID - AC1180

STAMPING: R 725 DC

SETTING: SET IN A MASSIVE STRUCTURE / BRIDGE ABUTMENT

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - May 03, 2010

HISTORY - Date Condition Report By

HISTORY - UNK MONUMENTED FL-025

HISTORY - 1970 GOOD NGS

8.7 MI SE FROM PRINCETON.

ABOUT 4.0 MILES EAST ALONG COCONUT PALM DRIVE FROM THE INTERSECTION OF

U.S. HIGHWAY 1 AT PRINCETON, THENCE 4.7 MILES SOUTH ALONG A GRAVELED

ROAD, SET ON THE TOP OF THE WEST END OF THE SOUTH CONCRETE ABUTMENT

FOR THE FLOOD CONTROL GATES OVER MOWRY CANAL, 2.3 FEET NORTHWEST OF

THE SOUTHWEST CORNER OF THE HURRICANE FENCE AROUND THE GATES, 2.3 FEET

EAST OF THE WEST END OF THE ABUTMENT, 18 1/2 FEET WEST OF THE CENTER

LINE OF A ROAD AT SOUTH ENTRANCE TO GATES FOR FLOOD CONTROL GATES AND

LEVEL WITH THE GROUND.

SECTION 00 31 32

Geotechnical Data Report for

Comprehensive Everglades Restoration Plan; Biscayne Bay Coastal Wetlands, L-31E Flow-Way;

(A Phase I Project): Contract 5A: Pump Station S-705; Contract 5B, Pump Station S-703 and

Recreational Sites; Contract 5C, Pump Stations S-710 & S-711, Seepage Canal C-711W

Miami-Dade County, Florida

Prepared by

Geosystems Branch

Engineering Division

Jacksonville District Corps of Engineers

22 October 2020

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 CHARACTER OF MATERIALS

2.1 REGIONAL/Local Geology

2.2 Materials Encountered

2.2.1 Levee Fill

2.2.2 Pump Stations S-705 (Contract 5A) and S-703 (Contract 5B)

2.2.3 Pump Station S-710 (Contract 5C)

2.2.4 Pump Station S-711, Spreader Canal, and Seepage Canal C-711W (Contract 5C) .. 5

2.2.5 Local Groundwater

3 DEFINITIONS

3.1 Definitions of Basic Terms

3.2 Current Logging Terms

3.3 Previous Logging Terms

3.4 Testing and Procedure Methods

4 GEOTECHNICAL DATA

4.1 Summary of Field Investigations

4.2 Summary of Index Testing Data

4.3 SLUG TESTING DATA

4.4 Boring Log Notes

4.5 Inspection of Recovered Materials

4.6 Boring Logs

4.7 LABORATORY Testing DATA

List of Tables

Table 1. Available Core Boring Data Table 2. Available Hand Auger Data Table 3. Available Push Probe Data Table 4. Available Test Pit Data Table 5. Index Testing Available for this Project

List of Plates

Plate 1. Vicinity Map Plate 2. Investigation Locations for S-705 (Contract 5A) & S-703 (Contract 5B) Plate 3. Investigation Locations for S-710 & Spreader Canal (Contract 5C) Plate 4. Investigation Locations for S-711, Seepage Canal C-711W, & Spreader Canal (Contract

5C)

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-2

GEOTECHNICAL DATA REPORT

1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for Contract 5. The Contract has been split into Contracts 5A, 5B, and 5C. This section will remain intact and note which specific features will be placed in each contract in the subsequent paragraphs. The investigations consist of core borings, hand auger borings, push probes, test pits locations, and slug testing. The associated boring logs and laboratory data are presented in paragraphs 4.6 and 4.7, 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 paragraph 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 section includes items that supplement the data documented by the boring logs. When reviewing the boring logs, use all of the data on the logs, including the materials description, legend, and blow counts. When evaluating the subsurface conditions, use all of the data, including the character of materials paragraph and boring logs.

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

2 CHARACTER OF MATERIALS

2.1 REGIONAL/LOCAL GEOLOGY

The Biscayne Bay Coastal Wetlands project is located immediately adjacent to the Atlantic Coast in the Homestead area of Miami-Dade County in southeastern Florida (see Plate 1 for project location). The project site lies within the Southern Slope geomorphic feature of the Atlantic Coastal Lowlands geomorphic province as defined by White (1970). The geology of the site area consists of a relatively thin surficial layer of sands, silts, and clays with organics and shell underlain by limestone. The limestone in the project area is mapped as the Miami Limestone by the Florida Geological Survey. The cross stratified, oolitic limestone is locally fossiliferous and attains a thickness of over 40 feet at the coast. The Miami Limestone forms the foundation of the Atlantic Coastal Ridge, located to the west of the project area.

The Miami Limestone in the project area is highly permeable containing interconnected cavities and solution holes. Sandy, shelly sediments are often contained within the cavities and voids of the unit. The Miami Limestone forms the uppermost portion of the Biscayne Aquifer, the primary potable water supply source in southeastern Florida. The Miami Limestone forms the majority of the uppermost major flow unit within the aquifer, which exhibits an average hydraulic conductivity of 8,200 feet per day. The underlying portions of the Biscayne Aquifer consist of the Tertiary- Quaternary Shell Units, which includes the sediments formerly attributed to the Fort Thompson Formation, the Key Largo Limestone, and the upper portion of the Pliocene-age, Tamiami Formation.

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-3

2.2 MATERIALS ENCOUNTERED

2.2.1 Levee Fill

The materials encountered for the three Contracts are represented through the investigations plotted on Plates 1 to 4, with all listed on Tables 1 through 4. The initial material encountered in the majority of the investigations are levee fill; this fill material was mechanically placed during construction, which originated from the excavation of the adjacent canals. From the investigations performed on the levees, the thickness of the fill material ranges from approximately 3.5 to 6 feet thick.

The levee material is generally a heterogeneous mixture of loose to dense sand to boulder (+12”) size limestone, with variable amounts of fine quartz sand, silt and/or clay. It is unlikely the limestone cobbles and boulders are evenly distributed within the levee and may be found in concentrated clusters. Debris from past construction activities are expected to be buried within the levee. The debris can be of any size and length and can be composed of the following materials: metal, wood, masonry, trash, vegetative material, etc. Within the adjacent excavated canals, post excavation materials in the form of soft sandy organic rich silt and clay had settled.

The thicknesses of canal sediments are unknown. In addition, debris from illegal dumping should be anticipated to be encountered within the canals. Debris can be of any size and nature.

2.2.2 Pump Stations S-705 (Contract 5A) and S-703 (Contract 5B)

The top of natural ground at the S-703 and S-705 site area adjacent to the C-102 and L-31E canals typically consists of fine-grained materials that occur at approximate elevation 2.0 feet (NAVD88). These materials consist primarily of soft silt, clayey silt, and random silty sand with variable amounts of organics. Sand to gravel size shell fragments and plant debris are present within the surficial soils in variable amounts. The surficial sediment ranges from zero up to approximately 4.5 feet in thickness where encountered but could be found locally thicker.

The entire site is underlain by a thick sequence of limestone. The limestone is encountered at an approximate average elevation of -1.0 feet and continues to the full depth of the site investigation of 100 feet BGS. The limestone is characterized as white to tan, oolitic (upper 10‘), fossilferous, soft to hard, thick bedded, very porous, and is found to be interbedded with poorly-graded, fine quartz sand and shell. The interbedded sand layers are random, discontinuous, partially cemented (thin rock layers) and can range from inches up to approximately 10 feet thick. When sampled with Standard Penetration Testing (SPT), N-values ranged from the single digits to refusal.

2.2.3 Pump Station S-710 (Contract 5C)

The top of natural ground at the S-710 site area adjacent to the C-103 canal typically consist of fine-grained materials that occur at approximate elevation 1.0 feet (NAVD88). These materials consist primarily of soft silt, clayey silt, silty clay, and random silty sand with variable amounts of organics. Sand to gravel size shell fragments and plant debris are present within the surficial soils in variable amounts. The surficial sediment ranges from zero up to approximately 2.0 feet in thickness where encountered but could be found locally thicker.

The entire site is underlain by a thick sequence of limestone. The limestone is encountered at an approximate average elevation of -1.0 feet and continues to the full depth of the site investigation of 100 feet BGS. The limestone is characterized as white to tan, oolitic (upper 10‘), fossilferous, soft to hard, thick bedded, very porous, and is found to be interbedded with poorly-graded, fine quartz sand and shell. The interbedded sand layers are random, discontinuous, partially cemented (thin rock layers) and can range from inches up to approximately 6 feet thick. When sampled with Standard Penetration Testing (SPT), N-values ranged from the single digits to refusal.

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-4

2.2.4 Pump Station S-711, Spreader Canal, and Seepage Canal C-711W (Contract 5C)

The top of natural ground at the S-711 site area adjacent to the C-103 canal typically consist of fine-grained materials that occur at approximate elevation 2.0 feet (NAVD88). These materials consist primarily of soft silt, clayey silt, silty clay, organic silt, and random silty sand with variable amounts of organics. Sand to gravel size shell fragments and plant debris are present within the surficial soils in variable amounts. The surficial sediment ranges from zero up to approximately

4.5 feet in thickness where encountered but could be found locally thicker.

The entire site is underlain by a thick sequence of limestone. The limestone is encountered at an approximate average elevation of -1.0 feet and continues to the full depth of the site investigation of 100 feet BGS. The limestone is characterized as white to tan, oolitic (upper 10‘), fossilferous, soft to hard, thick bedded, very porous, and is found to be interbedded with poorly-graded, fine quartz sand and shell. The interbedded sand layers are random, discontinuous, partially cemented (thin rock layers) and can range from inches up to approximately 6 feet thick. When sampled with Standard Penetration Testing (SPT), N-values ranged from the single digits to refusal. Test pits were performed with a John Deere 110 backhoe was slow going and difficult, however a Link Belt 225 excavator was able to dig deeper and faster with limited difficulty.

2.2.5 Local Groundwater

Groundwater lies within a few feet of the ground surface along the flanks of the levee’s and typically less than a foot at or near natural ground level. Groundwater levels are very dynamic and responsive to changes in the level of the canals. Changes in the canal levels, recent rain events, wind patterns, barometric pressure, and pumping can induce sudden changes in the local groundwater levels. Typically, canal water levels are equal to the local groundwater levels. Water noted on the boring logs shall not be taken as the current water levels. Portions of the site area can be inundated during wet periods.

3 DEFINITIONS

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

3.1 DEFINITIONS OF BASIC TERMS

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

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

Layer – Rock or soil with a thickness of 6 inches or less.

Lens – A geologic deposit of variable thickness, which disappears laterally in all directions and cannot be correlated to adjacent borings.

Rock – A naturally occurring substance composed of one or more minerals bound together. This geologic term includes a range of engineering properties: strength, hardness, permeability, weathering, and discontinuity. These properties are noted or can be inferred from the boring logs as blow counts, penetration rate, RQD, hardness, etc.

Shell – Material composed of predominantly (>75%) coarse-grained sand to gravel-sized whole or broken shell.

3.2 CURRENT LOGGING TERMS

Definition of terms used on boring logs dated since 2000:

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

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

Cavity - Voids greater than the diameter of the core.

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

mm) for igneous or metamorphic rocks.

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-5

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.

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-6

Very Hard (Hardness) - Cannot be scratched with a knife (chips can be broken off only with heavy blows of a geology hammer).

Very Soft (Hardness) - Can be deformed by hand (has a rock-like character, but can be easily broken by hand).

Very Tight (Fracture Aperture) - less than 0.004" (0.1 mm).

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

Vuggy - Voids 0.236" (6mm) to the diameter of the core.

3.3 PREVIOUS LOGGING TERMS

Definition of terms used on boring logs dated before 2000:

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

Incompetent – Rock that disintegrates while coring; weak.

Indurated – Rock or soil hardened or consolidated by pressure or cementation. Very difficult to break by hand.

Poorly-Indurated – See semi-indurated.

Seam – Rock or soil with average thickness of 2 to 3 inches.

Semi-Indurated – Rock or soil with a lesser degree of hardening or consolidation by pressure or cementation. Crumbles with little effort by hand.

3.4 TESTING AND PROCEDURE METHODS

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

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

Air Content by the Pressure Method ASTM C231 Air Content by the Volumetric Method ASTM C173 Air-Entraining Admixtures for Concrete ASTM C233 Atterberg Limits, wet preparation method, test method a multipoint ASTM D4318 Bulk Specific Gravity of Bituminous Mixtures ASTM D2726 Capping Cylindrical Concrete Specimens ASTM C617 Carbonate Content ASTM D4373 Compaction: 4" Mold, Modified Proctor ASTM D1557 Compaction: 4" Mold, Standard Proctor ASTM D698 Compaction: 6" Mold, Modified Proctor ASTM D1557 Compaction: 6" Mold, Standard Proctor ASTM D698 Compressive Strength of Cast in Place Concrete Cylinders ASTM C873 Compressive Strength of Cylindrical Concrete Specimens (Set of 4) ASTM C39 Compressive Strength of Lightweight Concrete ASTM C495 Consolidation, each load of rebound increment with complete time ASTM D2435

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

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

Density of Soil in Place by the Sand-Cone Method ASTM D1556 Direct Shear ASTM D3080 Drilled Cores and Sawed Beams of Concrete ASTM C42 Extraction of Bituminous Paving Mixtures ASTM D2172 Freezing and Thawing (up to 55 cycles) ASTM D5312

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-7

Test/Procedure Method 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

00 31 32-8

4 GEOTECHNICAL DATA

4.1 SUMMARY OF FIELD INVESTIGATIONS

The tables below summarizes the field investigations data set available for Contracts 5A & 5B.

The Tables below specify which investigation point is for which project feature, which is defined by Contract in Paragraphs 2.2.2 through 2.2.4.

Table 1. Available Core Boring Data

Designation State Plane, FL-East

(NAD83) Project Location Available for Inspection East North

CP08-BCBCW-CB-0049 867728 413674 PS-710

CP08-BCBCW-CB-0050 863518 413637 PS-711

CP12-BCBCW-CB-1 871549 431765 PS-703

CP12-BCBCW-CB-2 871460 431259 PS-705

CP16-BBCW-CB-1 871556 431766 PS-703

CP16-BBCW-CB-2 871460 431258 PS-705

CP16-BBCW-CB-3 863666 413558 PS-711

CP16-BBCW-CB-4 867522 413579 PS-710

CP19-BBCW-CB-03 863527 413228 Pump Station 711, Seepage Canal C-7111W

CP19-BBCW-CB-04 863581 412137 Seepage Canal C-7111W

Table 2. Available Hand Auger Data

Designation State Plane, FL- East (NAD83) Project Location

East North

CP16-BBCW-AB-1 871590 431729

PS-703 CP16-BBCW-AB-3 871668 431680

CP16-BBCW-AB-4 871622 431696

CP16-BBCW-AB-8 867460 413461 PS-710 & Spreader

Canal CP16-BBCW-AB-9 867604 413466 CP16-BBCW-AB-10 863684 413423 PS-711 & Spreader

Canal CP16-BBCW-AB-11 863780 413460

Table 3. Available Push Probe Data

State Plane, FL-East

(NAD83) Probe Depth

Probe Top

Elevation

Probe Refusal

Elevation Project Location

East North

CP08-BCBCW-DP-0051 863517 413425 5.3 2.6 -2.7 PS-711,

Spreader Canal

& Seepage Canal

C711W CP08-BCBCW-DP-0057 863593 413456 3.9 1.9 -2.0

Probe refusal should be anticipated to be top of rock.

00 31 32-9

Table 4. Available Test Pit Data

State Plane, FL-East

(NAD83) Depth (Ft.)

Project Location East North

CP19-BBCW-RS-01 863546 413280 7.0 PS-7111 & Spreader Canal

CP19-BBCW-RS-02 863554 412822 8.0

Spreader Canal CP19-BBCW-RS-03 863563 412337 8.0

CP19-BBCW-RS-04 863576 411873 7.0

CP19-BBCW-RS-05 863584 411360 7.0

Seepage Canal C-7111W CP19-BBCW-RS-06 863549 412668 10.0

CP19-BBCW-RS-07 863572 411537 10.0

4.2 SUMMARY OF INDEX TESTING DATA

The table below summarizes the index testing available for this project. The index testing data is provided in Section 4.7.

Table 5. Index Testing Available for this Project

Designation Sample #

USCS

LL

PL

PI wn Munsell Color

CP08-BCBCW-CB-0049 1 MH 2.5Y 5/2

CP08-BCBCW-CB-0050 1 MH 5Y 6/2

USCS: Unified Soil Classification System; LL: Liquid Limit; PL: Plastic Limit: PI: Plasticity Index; wn:

Moisture Content

4.3 SLUG TESTING DATA

Slug tests were conducted in the CP19-BBCW-CB-03 and 04 borings to determine hydraulic conductivity (K) values for the shallow, water table aquifer beneath the project site. Most of the tests failed to produce useful data. The CP19-BBCW-CB-03 Deep test, conducted within the upper 5 feet of the shallow water bearing zone, produced a hydraulic conductivity value of approximately 2 feet/day. It should be noted that significantly higher hydraulic conductivity values, averaging 8,200 feet/day, have been reported for the Biscayne Aquifer in the project area, which includes the water table zone. Higher hydraulic conductivity values, several orders of magnitude higher than the previously listed slug testing data, should be expected within the project area. The slug testing information is provided in Section 4.7.

4.4 BORING LOG NOTES

All core 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 split spoon (1 3/8-inch I.D. and 2-inch O.D.).

Borings were advanced in 24 & 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 conventional 4-inch by 5 1/2-inch diameter core barrel or a PQ wireline core barrel methods until the rate of penetration indicated softer material, at which point the SPT procedure was resumed.

All hand augered borings were advanced using a 3.5-inch diameter steel hand auger.

All push probes used a hand probe consisting of a 4.8 foot long, 0.75-inch diameter steel shaft with a case-hardened, stainless steel tip. The probe was raised and lowered 1 to 2 inches in a

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-10 vibratory manner with a continuous downward force applied until probe advancement ended in refusal.

Test pit excavations CP19-BBCW-RS-01 through CP19-BBCW-RS-05 were completed using a John Deere 110 backhoe. Test pit excavations CP19-BBCW-RS-06 and CP19-BBCW-RS-07 were excavated using a Link Belt 225 with a 3 foot wide bucket. The excavations were dug to a predetermined depth and not to refusal.

4.5 INSPECTION OF RECOVERED MATERIALS

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

Address: 3077 Talleyrand Avenue Jacksonville, 32206 Florida

Hours: 7:00 am to 2:30 pm

The recovered materials will be available for inspection during normal business hours as noted above, except Federal holidays, during the entire bid period. Prospective offerors shall notify the project geologist at 904-232-1607 or Chief, Geology and Exploration 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.

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-11

Plate 1. Vicinity Map

00 31 32-12

Plate 2. Investigation Locations for S-705 (Contract 5A) & S-703 (Contract 5B)

00 31 32-13

Plate 3. Investigation Locations for S-710 & Spreader Canal (Contract 5C)

00 31 32-14

Plate 4. Investigation Locations for S-711, Seepage Canal C-711W, & Spreader Canal (Contract 5C)

00 31 32-15

4.6 BORING LOGS

Applicable boring logs are presented on the following pages.

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

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-16

RQD

RQD

RQD

RQD

-14.8

-16.3

-17.8

-19.3

-19.7

-22.3

-25.3

-27.3

WOH

25/0.4'

-28.3

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit DT = 12 mins HP = 400 psi

DFR = 90 %

4 x 5-1/2" Diamond Set Bit DT = 17 mins HP = 300 psi

DFR = 60 %

4 x 5-1/2" Diamond Set Bit DT = 7 mins HP = 300 psi

DFR = 60 %

4 x 5-1/2" Diamond Set Bit 3 mins, 300 psi, 60 %

WOH

BOX

BOX

SILT, inorganic-H, high plasticity, soft, few angular sand to gravel-sized limestone up to 3/8", few clay, trace fine to medium-grained sand-sized quartz, strong reaction with HCl, wet, 2.5Y 7/1 light gray (MH) LIMESTONE, moderately hard, highly weathered, 2.5Y 7/1 light gray At El. -16.3 Ft., 5Y 8/2 pale yellow

At El. -19.7 Ft., fossiliferous, moderately weathered, medium grained, mostly carbonate grains, massive bedding, bedding orientation, pitted, 2.5Y 8/3 pale yellow At El. -20.3 Ft., slightly weathered

NOTES:

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

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

Abbreviations:

-14.8-14.8 -15.1

-28.3 13.5

0.0 0.3 0.0

H ig hl y

W ea th er ed M

W S lig ht ly W ea th er e d

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

INCLINED

DIVISION INSTALLATION

VERTICAL

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

VERTICAL

OF

CP08-BCBCW-CB-0049

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CP08-BCBCW-CB-0049

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

NAD83

X = 867,728 Y = 413,674

NAVD88

CME-45 (barge-mounted)

N/A

N/A

Corps of Engineers - NAB

13.5 Ft.

Jacksonville District

01-28-10

South Atlantic

N/A

Albert McNamara

Biscayne Bay Coastal Wetlands

C-103, Proposed S-710

01-28-10

-14.8 Ft.

76 %

Christopher J. Larson, Geologist

SAJ FORM 1836

JUN 02

(Continued)

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-17

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

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/0.3 MH*

*Lab visual classification based on gradation curve

WOH = Weight of Hammer DT = Drill Time.

HP = Hydraulic Pressure.

DFR = Drill Fluid Return.

INSTALLATION

LOCATION COORDINATES

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OFDRILLING LOG (Cont. Sheet)

ELEVATION TOP OF BORING

Boring Designation

Biscayne Bay Coastal Wetlands

-14.8 Ft.

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 867,728 Y = 413,674

CP08-BCBCW-CB-0049

NAD83 NAVD88

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

SAJ FORM 1836-A

JUN 02

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-18

25/0.4'

RQD

RQD

RQD

-13.9

-15.4

-16.9

-18.4

-19.9

-21.3

-24.1

-26.4

-28.4

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit DT = 12 mins HP = 200 psi

DFR = 40 %

4 x 5-1/2" Diamond Set Bit DT = 7 mins HP = 200 psi

DFR = 40 %

4 x 5-1/2" Diamond Set Bit DT = 9 mins HP = 200 psi

DFR = 40 %

BOX

BOX

SILT, inorganic-H, high plasticity, soft, few angular sand to gravel-sized limestone up to 3/8", few clay, trace fine to medium-grained sand-sized shell, trace fine to medium-grained sand-sized quartz, strong reaction with HCl, wet, 5Y 7/1 light gray

(MH)

LIMESTONE, moderately hard, highly weathered, 5Y 7/1 light gray At El. -15.4 Ft., 5Y 8/2 pale yellow

At El. -21.3 Ft., fossiliferous, moderately hard, slightly weathered, medium grained, mostly carbonate grains, massive bedding, bedding orientation, pitted, 2.5Y 8/3 pale yellow

At El. -22.9 Ft., moderately weathered, vuggy

At El. -24.3 Ft., slightly weathered, pitted

140# hammer w/30" drop used with

-13.9-13.9 -14.2

-28.4 14.5

0.0 0.3 0.0

H ig hl y

W ea th er ed S l.

W ea th er ed

M od

W ea

S lig ht ly

W ea th er e d

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

INCLINED

DIVISION INSTALLATION

VERTICAL

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

VERTICAL

OF

CP08-BCBCW-CB-0050

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CP08-BCBCW-CB-0050

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

NAD83

X = 863,518 Y = 413,637

NAVD88

CME-45 (barge-mounted)

N/A

N/A

Corps of Engineers - NAB

14.5 Ft.

Jacksonville District

01-28-10

South Atlantic

N/A

Albert McNamara

Biscayne Bay Coastal Wetlands

C-103, Proposed S-711

01-29-10

-13.9 Ft.

70 %

Christopher J. Larson, Geologist

SAJ FORM 1836

JUN 02

(Continued)

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-19

NOTES:

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

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

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

1 0.0/0.3 MH*

*Lab visual classification based on gradation curve

2.0' split spoon (1-3/8" I.D. x 2" O.D.).

Abbreviations:

INSTALLATION

LOCATION COORDINATES

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OFDRILLING LOG (Cont. Sheet)

ELEVATION TOP OF BORING

Boring Designation

Biscayne Bay Coastal Wetlands

-13.9 Ft.

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 863,518 Y = 413,637

CP08-BCBCW-CB-0050

NAD83 NAVD88

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

SAJ FORM 1836-A

JUN 02

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-20

6.3

4.8

3.3

1.8

0.3

-1.2

-2.7

-4.2

-5.7

-7.2

-8.7

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, gravelly, mostly fine gravel-sized limestone, some sand, some fines, trace plant debris, cobbles and boulders (Levee Fill), 7.5YR 7/1 light gray

At El. 4.8 Ft., moist, 10YR 6/2 light brownish gray

SILT, organic-L, low plasticity, firm, trace fine-grained sand-sized limestone, trace shell fragments, trace plant debris, 2.5Y 3/2 very dark grayish brown (OL)

LIMESTONE, oolitic, fossiliferous, moderately hard, weathered, 10YR 8/1 white

6.36.3

0.3

-1.2

0.0

6.0

7.5

0.0

W ea th er e d

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

INCLINED

DIVISION INSTALLATION

VERTICAL

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

VERTICAL

OF

CP12-BCBCW-CB-1

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CP12-BCBCW-CB-1

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

NAD83

See Remarks

X = 871,549 Y = 431,765

NAVD88

Failing 1500

-1.5 Ft.

N/A

Corps of Engineers - CESAM

23.8 Ft.

Jacksonville District

12-09-11

South Atlantic

N/A

C. Brown

Biscayne Bay Coastal Wetlands

Proposed Pump Station S-703

12-09-11

6.3 Ft.

69 %

Mike FitzHarris, Geologist

SAJ FORM 1836

JUN 02

(Continued)

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-21

RQD

RQD

-9.4

-12.5

-17.5

SPT Sampler

4 x 5-1/2" Diamond Impregnated Bit DT = 4 mins HP = 200 psi

DFR = 75 %

4 x 5-1/2" Diamond Impregnated Bit DT = 5 mins HP = 200 psi

DFR = 75 %

50/0.2'

BOX

At El. -8.7 Ft., 2.5Y 7/3 pale yellow

At El. -9.4 Ft., highly weathered, vuggy, sand filled vugs, possible voids and fracture zones, 10YR 7/2 light gray

NOTES:

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

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

3. Core sample collected from 18.8 ft. to

20.3 ft. BGS and wrapped w/tin foil for laboratory submittal

4. Borehole grouted with 5 bags of Portland cement and cuttings

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

Abbreviations:

-17.5 23.8

H ig hl y

W ea th er ed

INSTALLATION

LOCATION COORDINATES

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OFDRILLING LOG (Cont. Sheet)

ELEVATION TOP OF BORING

Boring Designation

Biscayne Bay Coastal Wetlands

6.3 Ft.

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 871,549 Y = 431,765

CP12-BCBCW-CB-1

NAD83 NAVD88

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

SAJ FORM 1836-A

JUN 02

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-22

50/0.4'

2.6

1.1

-0.4

-1.9

-3.4

-4.9

-6.4

-7.9

-9.4

-10.9

-12.3

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, gravelly, mostly fine gravel-sized limestone, some sand, some fines, dry, cobbles and boulders (Levee Fill), 2.5Y 6/2 light brownish gray

At El. 1.1 Ft., moist, 10YR 6/1 gray

LIMESTONE, oolitic, fossiliferous, moderately hard, highly weathered, vuggy, sand filled vugs, 2.5Y 8/2 pale yellow

At El. -6.4 Ft., 2.5Y 7/2 light gray

At El. -7.9 Ft., 10YR 8/1 white

At El. -9.4 Ft., 2.5Y 6/3 light yellowish brown

At El. -10.9 Ft., 2.5Y 7/2 light gray

2.62.6

-0.4

0.0

3.0

0.0

H ig hl y

W ea th er ed

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

INCLINED

DIVISION INSTALLATION

VERTICAL

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

VERTICAL

OF

CP12-BCBCW-CB-2

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CP12-BCBCW-CB-2

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

NAD83

See Remarks

X = 871,460 Y = 431,259

NAVD88

Failing 1500

-0.4 Ft.

N/A

Corps of Engineers - CESAM

23.1 Ft.

Jacksonville District

12-08-11

South Atlantic

N/A

C. Brown

Biscayne Bay Coastal Wetlands

Proposed Pump Station S-705

12-08-11

2.6 Ft.

65 %

Mike FitzHarris, Geologist

SAJ FORM 1836

JUN 02

(Continued)

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-23

RQD

-15.6

-20.5

4 x 5-1/2" DT = 9 mins HP = 200 psi

DFR = 75 %

4 x 5-1/2" DT = 7 mins HP = 200 psi

DFR = 70 %

BOX

NOTES:

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

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

3. Borehole grouted with 5 bags of Portland cement and cuttings

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

Abbreviations:

-20.5 23.1

H ig hl y

W ea th er ed

INSTALLATION

LOCATION COORDINATES

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OFDRILLING LOG (Cont. Sheet)

ELEVATION TOP OF BORING

Boring Designation

Biscayne Bay Coastal Wetlands

2.6 Ft.

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 871,460 Y = 431,259

CP12-BCBCW-CB-2

NAD83 NAVD88

RQD

OR

UD

CLASSIFICATION OF MATERIALS %

REC.

L E

G E

N D

B O

X O

R S

A M

P L

E

REMARKS

N -V

A L

U E

B L

O W

S

.5

F T

DEPTH

(ft)

ELEV.

(ft)

SAJ FORM 1836-A

JUN 02

Biscayne Bay Coastal Wetlands, Contracts 5A, 5B, & 5C

00 31 32-24

WOH

WOH

6.0

4.0

2.0

0.0

-2.0

-4.0

-6.0

-8.0

WOH

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

WOH

FILL, gravelly, nonplastic, mostly subangular fine to coarse gravel-sized limestone up to 1", few fine-grained sand-sized quartz, strong reaction with HCl, dry, cobbles and boulders (Levee Fill), 2.5Y 8/1 white

SILT, organic-L, low plasticity, soft, trace fine-grained sand-sized shell, trace plant debris, moist, 2.5Y 3/2…