Volume_2_Specs_20_Jun_2017.pdf

W912EP-17-R-0014

Jacksonville District

Herbert Hoover Dike Rehabilitation Structure Replacements S-285 (HP-6) Reconstruction

Glades County, Florida

Construction Solicitation and Specifications Volume 2 of 2

See Volume 1 of 2 for issue date

Herbert Hoover Dike Rehabilitation, Structure Replacements

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 21 CONTROL MONUMENT DESCRIPTIONS

00 31 32 GEOTECHNICAL DATA REPORT

00 33 50 WEATHER AND WATER STAGE DATA

DIVISION 01 - GENERAL REQUIREMENTS

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 04 CONTRACTOR QUALITY CONTROL

01 50 02 TEMPORARY CONSTRUCTION FACILITIES

01 52 10 CONTRACTING OFFICER'S FIELD OFFICE

01 57 20 ENVIRONMENTAL PROTECTION

01 57 25 TURBIDITY AND DISPOSAL MONITORING

01 57 50 DRILLING PROGRAM PLAN

01 78 02 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 11 13 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00 CONCRETE ACCESSORIES

03 20 00 CONCRETE REINFORCING

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

03 35 00 CONCRETE FINISHING

03 39 00 CONCRETE CURING

DIVISION 05 - METALS

05 50 14 STRUCTURAL METAL FABRICATIONS

05 50 15 CIVIL WORKS FABRICATIONS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

08 91 00 METAL WALL LOUVERS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 23 PRECAST CONCRETE BUILDINGS

13 51 00 INSTRUMENTATION

DIVISION 25 - INTEGRATED AUTOMATION

25 31 01 STRUCTURE REMOTE TERMINAL UNIT (RTU), SUTRON

PROJECT TABLE OF CONTENTS Page 1

DIVISION 26 - ELECTRICAL

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 29 10 ELECTRIC MOTOR ACTUATOR FOR LIFT GATES

26 31 00 SOLAR PHOTOVOLTAIC (PV) COMPONENTS

26 41 01 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 31 - EARTHWORK

31 05 19 GEOTEXTILE

31 23 24 CONTROLLED LOW STRENGTH MATERIAL (CLSM or FLOWABLE FILL)

31 32 11 SOIL SURFACE EROSION CONTROL

31 41 16 METAL SHEET PILING

31 62 13 PRESTRESSED CONCRETE PILES

31 62 16.16 STEEL H-PILES

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23 LIMEROCK BASE FOR ROADS

32 12 16 ASPHALT FOR ROADS

32 92 23 SODDING

DIVISION 33 - UTILITIES

33 29 00 DECOMMISSIONING WELLS

33 46 13 INTERNAL DRAINAGE SYSTEM

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 20 16 VERTICAL LIFT SLIDE GATES

35 20 17 VERTICAL LIFT ROLLER GATES

35 20 18 VERTICAL LIFT DUAL LEAF GATES

35 31 19 STONE PROTECTION FOR STRUCTURES

35 41 00 EMBANKMENT CONSTRUCTION

35 42 00 SOIL-BENTONITE FILL

35 42 35 FILTER GRAVEL

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

Section 00 31 21

CONTROL MONUMENT DESCRIPTIONS

00 31 21 - i

DESIGNATION - H 439

PID - AE6452

MARKER: VERTICAL CONTROL DISK

SETTING: SET IN TOP OF CONCRETE MONUMENT

STAMPING: H 439 1995

MARK LOGO: NGS

PROJECTION: FLUSH

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO SURFACE

MOTION

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - June 10, 2013

HISTORY - Date Condition Report By

HISTORY - 1995 MONUMENTED FLDEP

HISTORY - 20111011 GOOD MCKIM

HISTORY - 20130610 GOOD BAKER

STATION DESCRIPTION

DESCRIBED BY FL DEPT OF ENV PRO 1995 (VAJ)

THE MARK IS ABOUT 2.5 MI (4.0 KM) NORTHEAST OF LAKEPORT IN SECTION 13,

TOWNSHIP 40 SOUTH, RANGE 32 EAST. TO REACH THE MARK FROM THE

INTERSECTION OF COUNTY ROAD 74 AND STATE ROAD 78 IN LAKEPORT, GO

NORTHEAST ON STATE ROAD 78 FOR 2.55 MI (4.10 KM) TO THE JUNCTION OF

OKURA STREET ON THE RIGHT (A DIRT ROAD) AND THE MARK ON THE LEFT, SET

IN THE TOP OF A CONCRETE MONUMENT, ON THE EXTENDED CENTERLINE OF OKURA

ROAD AND RECESSED 0.3 FT (9.1 CM) BELOW THE LEVEL OF THE GROUND.

LOCATED 89.1 FT (27.2 M) NORTHWEST AND ACROSS STATE ROAD 78 FROM A

STOP SIGN, 45.5 FT (13.9 M) NORTHWEST OF THE APPROXIMATE CENTERLINE OF

STATE ROAD 78, 36.8 FT (11.2 M) SOUTHWEST OF AN OAK TREE, 34.0 FT

(10.4 M) NORTHWEST OF THE PAVEMENT EDGE OF STATE ROAD 78 AND 8.5 FT

(2.6 M) SOUTHEAST OF THE BRUSH CUT.

STATION RECOVERY (2013)

RECOVERY NOTE BY M BAKER JR INCORPORATED 2013 (SJC)

3 FT SOUTH OF CARSONITE WITNESS POST.

5.5 FT NORTH OF A GUARD RAIL.

00 31 21-1

DESIGNATION - POND

PID - AE6404

MARKER: SURVEY DISK

SETTING: SET IN THE ABUTMENT OR PIER OF A LARGE BRIDGE

SP_SET: BRIDGE ABUTMENT

STAMPING: POND 1985 JAX FLA

MARK LOGO: USE

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE: SATELLITE OBSERVATIONS - June 10, 2013

HISTORY - Date Condition Report By

HISTORY - 1985 MONUMENTED USE

HISTORY - 20110216 GOOD MCKIM

HISTORY - 20130610 GOOD BAKER

STATION DESCRIPTION

DESCRIBED BY FL DEPT OF ENV PRO 1995 (LGB)

THE MARK IS ABOUT 3.4 MI (5.5 KM) NORTHEAST OF LAKEPORT IN SECTION 13,

TOWNSHIP 40 SOUTH, RANGE 32 EAST. TO REACH THE MARK FROM THE

INTERSECTION OF STATE ROAD 78 AND STATE ROAD 74 IN LAKEPORT, GO

NORTHEAST ON STATE ROAD 78 FOR 3.4 MI (5.5 KM) TO THE WEST END OF THE

BRIDGE OVER CANAL C 41 (HARNEY POND CANAL) AND THE MARK SET FLUSH IN

THE NORTHWEST ABUTMENT OF THE BRIDGE. LOCATED 32.5 FT (9.9 M) SOUTH OF

THE MOST EASTERLY GATEPOST, 17.6 FT (5.4 M) NORTH OF THE APPROXIMATE

CENTERLINE OF STATE ROAD 78 AND 2.3 FT (0.7 M) SOUTH OF A CARSONITE

WITNESS POST.

STATION RECOVERY (2013)

RECOVERY NOTE BY M BAKER JR INCORPORATED 2013 (SJC)

CARSONITE WITNESS POST MISSING

00 31 21-2

DESIGNATION - FCE 4541

PID - AE6402

MARKER: SURVEY DISK

SETTING: SET IN THE ABUTMENT OR PIER OF A LARGE BRIDGE

SP_SET: CONCRETE ABUTMENT

STAMPING: FCE 4541 1994 JAX FLA

MARK LOGO: USE

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR SATELLITE

OBSERVATIONS - February 07, 1995

HISTORY - Date Condition Report By

HISTORY - 1994 MONUMENTED USE

HISTORY - 20081008 GOOD MOREKL

STATION DESCRIPTION

TO REACH THE MARK FROM THE INTERSECTION OF STATE ROAD 70 AND COUNTY

ROAD 721 EAST OF OKEECHOBEE, GO SOUTH ON COUNTY ROAD 721 (RESERVATION

ROAD N.E.) FOR 3.8 MI TO CANAL C 40 (INDIAN PRAIRIE CANAL), CONTINUE

SOUTH ON COUNTY ROAD 721 FOR 6.9 MI TO THE JUNCTION OF COUNTY ROAD

721-A (HARNEY POND CANAL ROAD N.E.) ON THE RIGHT, TURN RIGHT ON COUNTY

ROAD 721-A AND GO WEST FOR 3.4 MI TO THE WEST END OF THE BRIDGE OVER

CANAL C 41 (HARNEY POND CANAL), TURN LEFT ON WEST LEVEE ROAD OF CANAL

C 41 (HARNEY POND CANAL), PASSING THROUGH THE LOCKED GATE, GO

SOUTHEAST ON THE LEVEE ROAD FOR 4.0 MI TO THE FLOOD GATE CONTROL

STRUCTURE S 71 ON THE LEFT AND THE MARK SET FLUSH IN THE SOUTHWEST

CORNER OF THE STRUCTURE. THE MARK CAN ALSO BE REACHED FROM THE

INTERSECTION OF STATE ROAD 78 AND STATE ROAD 74 IN LAKEPORT, GO

NORTHEAST ON STATE ROAD 78 FOR 3.4 MI TO THE WEST END OF THE BRIDGE

OVER CANAL C 41 (HARNEY POND CANAL) AND A LOCKED GATE ON THE LEFT,

TURN LEFT ON WEST LEVEE OF CANAL C 41, PASSING THROUGH THE LOCKED

GATE, GO NORTHWEST ON THE LEVEE ROAD FOR 2.3 MI TO FLOOD GATE CONTROL

STRUCTURE S 71 ON THE RIGHT AND THE MARK SET FLUSH IN THE SOUTHWEST

CORNER OF STRUCTURE. LOCATED 85.8 FT WEST OF THE SOUTHEAST CORNER OF

THE STRUCTURE, 16.9 FT SOUTH OF A CONCRETE GATE CONTROL COLUMN AND 9.8

FT SOUTH OF THE APPROXIMATE CENTERLINE OF THE BRIDGE ON THE STRUCTURE.

NOTE ALL GATES ON LEVEE ARE LOCKED, FOR KEY CONTACT CARL ZEISS, SOUTH

FLORIDA WATER MANAGEMENT DISTRICT, PHONE NUMBER (407) 686-8800.

STATION RECOVERY (2008)

RECOVERED IN GOOD CONDITION.

00 31 21-3

DESIGNATION - SFWMD C41H78 2007

PID - N/A

USGS QUAD: FISHEATING BAY

COUNTY: GLADES

PROJECT: C-41 CANAL CROSS SECTION

STAMPING: SFWMD C41H78 2007

SECTION 13 TOWNSHIP 40 SOUTH RANGE 32 EAST

ESTABLISHED BY: WANTMAN GROUP, INC., DATE: 9 / 18 / 2007

FIELD BOOK 201/ 45

DESCRIPTION:

TO REACH: FROM INTERSECTION OF STATE ROAD 74 AND STATE ROAD 78, IN

LAKEPORT, GO EAST ALONG STATE ROAD 78 FOR 3.5 MILES TO THE

INTERSECTION OF HARNEY POND ROAD. TURN RIGHT ALONG THE EAST SIDE OF

THE C-41 CANAL SOUTH 0.3 MILES. THE STATION IS 54’ WEST OF CENTERLINE

OF THE ROAD, 44’ EAST OF THE EAST TOP OF BANK, AND 70’ EAST OF THE

EAST EDGE OF WATER ON THE C-41 CANAL. THE STATION IS A SOUTH FLORIDA

WATER MANAGEMENT DISTRICT ALUMINUM DISK IN POURED IN PLACE CONCRETE

STAMPED “C41H78”.

00 31 21-4

SECTION 00 31 32

Geotechnical Data Report

For

Herbert Hoover Dike Rehabilitation

Structure Replacements

S-285 (HP-6) Reconstruction

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

November 14, 2016

Table of Contents

1.1 SCOPE

1.2 PROJECT BACKGROUND

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

1.3.2 Structure 285 (Culvert HP-6) Materials Encountered

1.3.2.1 Embankment Fill

1.3.2.2 Foundation Materials

1.4 DEFINITIONS

1.4.1 Definitions of Basic Terms

1.4.2 Current Logging Terms

1.4.3 Previous Logging Terms

1.4.4 Testing and Procedure Methods

1.5 GEOMECHANICAL DATA

1.5.1 Summary of Field Investigations

1.5.2 Summary of Index Testing Data

1.5.3 Boring Log Notes

1.5.4 Test Pit Log Notes

1.5.5 Sediment Probes Notes

1.5.6 Recovered Materials

1.5.7 Boring Logs

1.5.8 Laboratory Testing Data

List of Tables

Table 1. Available Boring Data Table 2. Available Test Pit Data Table 3. Available Probe Data Table 4. Slug Testing Hydraulic Conductivity “K” Results (cm/sec) ... 10 Table 5: Index Testing Available for this Project Table 6. Available Laboratory Rock Testing Data

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Boring and Test Pit Investigations for S285 Plate 3. Probe Locations for S285

HHD Structure Replacement S-285 (Culvert HP-6) Reconstruction

00 31 32 1

1.1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of borings, test pits, and sediment probes. The associated boring logs and laboratory data are presented in paragraphs 1.5.7 and 1.5.8, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing both recent and historical knowledge of the project area. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques.

Items discussed in the character of materials paragraph may not appear explicitly on the boring logs. Based on historic knowledge of the project area, the character of materials paragraph includes items that supplement the data documented by the boring logs. When reviewing the boring logs, use all of the data on the logs, including the materials description, legend, and blow counts. When evaluating the subsurface conditions, use all of the data, including the character of materials paragraph and boring logs.

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

1.2 PROJECT BACKGROUND

Herbert Hoover Dike (HHD) is an earthen embankment that completely encompasses Lake Okeechobee, located in south central Florida. To reduce seepage pathways, restoration of the embankment is being achieved by constructing a seepage barrier into the foundation and replacing the aged culvert structure.

Total replacement of Structure 285 (Culvert HP-6) will be done at this site. Initial design planned for removal and replacement of the culvert at its current footprint. Subsequent engineering analysis and design changed the replacement culvert footprint and was moved approximately 300 feet due south of its present location. This geotechnical data report presents all the lateral geologic information for this structure site, and will not be limited to the construction limits.

HHD Structure Replacement

00 31 32 2

1.3 CHARACTER OF MATERIALS

1.3.1 Regional Geology

Reach 6 of Herbert Hoover Dike is located in the east-central portion of Glades County, which borders the northwestern shore of Lake Okeechobee in the Okeechobee Plain physiographic region. The regional geology of Glades County for the Quaternary and upper Tertiary Systems range in age from Recent to Pleistocene to Miocene age sediments. The Recent to late Pleistocene Age sediments are undifferentiated and cover the county with an average 5-foot thickness. From the west and northwest moving towards the lake to the Everglades area, the sediments are terraces of fine to medium quartz sands and shell. Closer to the lake nearing the Everglades area, the sand becomes mixed with organics with occasional layers of peat, with thicknesses ranging from 0 to 8 feet. Below the sands and peat, the mid to early Pleistocene Anastasia Formation is present. The Anastasia differs in composition as a whole from a coquina to pure sand, but in this region it is composed of semi-consolidated marine fine quartz sands, shell beds, and thin discontinuous layers of sandy limestone or sandstone. The Anastasia ranges in thickness from approximately 200 feet at the east coast and thins to approximately 15-feet at the edge of the Everglades, where it then pinches out or merges with the Ft. Thompson Formation. The Ft. Thompson is prevalent in the Everglades and its composition varies throughout, but is primarily composed of alternating fresh water and marine sands, shell beds, limestone, or sandstone. The formation ranges in thickness from 2 to 25 feet. These deposits lie unconformably with the upper Miocene/Pliocene sediments of the Caloosahatchee and Tamiami Formations. The Caloosahatchee is primarily composed of unconsolidated sand, sandy silt/clay layers, which have an abundance of shell materials, with an occasional layer of limestone or sandstone. In the Everglades, the Caloosahatchee can range in thickness from 15 to 30 feet. Tamiami sediments are comprised of silty, shelly quartz sands and silty shell beds with occasional thin interbedded layers of limestone and sandstone.

The Tamiami Formation below the Kissimmee River occurs approximately 50 feet below land surface with a nominal thickness at the eastern portion of the Highlands Ridge to a maximum thickness of approximately 100 feet at the western edge of the county near the Kissimmee River.

The Hawthorn Group of middle Miocene Age, lies unconformably below the upper Miocene/Pliocene sediments which underlie the county. The uppermost portion sediments are considered to be Post-Miocene in age.

The sediments are typically dark green to bright green to white montmorillonitic clay, white to cream dense sandy phosphatic limestone, fine to pebble size quartz sand, phosphorite pebbles, and phosphatic clay. As the depths of the sediments increase, its mixture may alter from clastic to increased percentages of carbonate units. Its formational contact may occur at depths of approximately 85 to 100 feet below land surface and may be as thick as 350 feet.

1.3.2 Structure 285 (Culvert HP-6) Materials Encountered

1.3.2.1 Embankment Fill

The materials encountered for Structure 285 (Culvert HP-6) are represented through the borings, test pits, and probes plotted on

HHD Structure Replacement

00 31 32 3

Plates 2 and 3. The initial materials encountered in the borings drilled on land are embankment fill; this fill material had been hydraulically or mechanically placed during the initial construction of the embankment. When the embankment was raised and widened, the materials were mechanically placed. The thickness of the fill averages 20 feet at the crest and thins on the flanks. The embankment material is generally a heterogeneous mixture of loose (lightly compacted) to dense fine to medium quartz sand with varying amounts of shell, silt and organics. Other materials encountered are limestone and sandstone gravel, cobbles and occasional boulders (+12”) that have varying percentages and distribution within the embankment. In Test Pit 2, a 4 foot long boulder was encountered at a depth of 3.8 feet on the embankment crown. Isolated areas of high concentrations of limestone/sandstone cobbles, and boulders should be anticipated to be found within the embankment. Fill is expected to run deeper at all structure locations due to the initial culvert construction. Debris from past construction activities are expected to be buried within the embankment. The debris can be of any size and length and can be composed of the following materials: metallic, wooden, masonry, trash, etc.

1.3.2.2 Foundation Materials

The materials encountered for Structure 285 are represented through the borings, test pits, and probes plotted on Plates 2 & 3. Different from embankment fill, the materials in the adjacent channels are not native, but were naturally deposited by lake processes. Investigations show that soft sediment had settled in the channels post excavation.

Typically the sediment is a very soft, sandy, organic rich silty material with high water content. Eighteen (18) probes were performed in both the landside and lakeside outlet channels and Harney Pond Canal.

An additional eight (8) probes were performed in the rim canal. The inlet channel has an average soft sediment thickness of 8.5 feet with an average base elevation of 0.0 feet NAVD-88. The outlet channel has an average soft sediment thickness of 4.0 feet with an average base elevation of 2.5 feet. The rim canal has an average soft sediment thickness of 1.9 feet with an average base elevation of 5.2 NAVD-88.

Harney Pond Canal soft sediments could not be measured in the center of the canal. The top and bottom of the sediment were at depths deeper than elevation -7.0 feet. Between the edge and mid-canal the soft sediment ranges from 0.0 to 11.2 feet in thickness with an average base elevation of -2.5 feet.

The top of natural ground typically consists of sandy dark organic stained soil that is at an average elevation of 17.0 feet. This layer is typically two feet thick and is composed of dark brown to black, fine, silty to slightly silty quartz sand.

The top of natural ground to the terminal depth of the borings is comprised of an 82 foot thick unit of semi-homogeneous, fine, light greenish gray, clean to silty quartz sand with shell. The shell content varies horizontally and vertically, containing from 0 to 45% sand to gravel sized whole and broken shell in the upper 45 feet. Below elevation -30.0 the average is less than 5% shell. The majority of this sand unit has trace to few silt, with less than 10% of its volume containing silty sand. This sand unit is generally of loose to dense

HHD Structure Replacement

00 31 32 4 consistency with SPT blow counts ranging from single digits to refusal.

Weight of Rod (WOR) or Weight of Hammer (WOH) is consistently encountered below elevation -30.0 feet in SPT borings performed in 2016.

These low “N”-Values are attributed to heaving sands within the augur flight. Borings performed in 2013 in the same material (below elevation -30.0) have higher “N”-Values. Above elevation -30.0 feet, the higher blow count and refusal zones are generally caused by zones with a higher degree of cementation, consolidation, or thin layers of sandstone.

Within this sand unit, three distinct layers of sandstone are found at average elevations of 9.0, -9.0 and -20.0 feet respectively. These sandstone layers are slightly weathered, hard to moderately hard, interbedded with poorly cemented sand and range from 1 to 6 feet in thickness. A total of three unconfined compressive strength tests of these rock units have been performed in the culvert HP-6 area, and range from 369 to 5,104 psi. At any given location, rock strengths do vary and may exceed the results presented here.

1.4 DEFINITIONS

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

1.4.1 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.

1.4.2 Current Logging Terms

Definition of terms used on boring logs dated since 2000:

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

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

Cavity - Voids greater than the diameter of the core.

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

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

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

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

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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.

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00 31 32 6

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

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

Unweathered - No evidence of any mechanical or chemical alteration.

Very Fine Grained - Grain diameter less than 0.004" (0.1 mm); individual grains or crystals are too small to be seen with the naked eye.

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

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

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

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

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

1.4.3 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.

1.4.4 Testing and Procedure Methods

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

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

Air Content by the Pressure Method ASTM C231 Air Content by the Volumetric Method ASTM C173 Air-Entraining Admixtures for Concrete ASTM C233 Atterberg Limits, wet preparation method, test method a multipoint ASTM D4318

Bulk Specific Gravity of Bituminous Mixtures ASTM D2726 Capping Cylindrical Concrete Specimens ASTM C617 Carbonate Content ASTM D4373 Compaction: 4" Mold, Modified Proctor ASTM D1557 Compaction: 4" Mold, Standard Proctor ASTM D698 Compaction: 6" Mold, Modified Proctor ASTM D1557 Compaction: 6" Mold, Standard Proctor ASTM D698 Compressive Strength of Cast in Place Concrete Cylinders ASTM C873

Compressive Strength of Cylindrical Concrete Specimens (Set of 4) ASTM C39

Compressive Strength of Lightweight Concrete ASTM C495 Consolidation, each load of rebound increment with complete time ASTM D2435

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00 31 32 7

Test/Procedure Method Density and Water Content of Soil by Nuclear Methods (Minimum 4)

ASTM

D2922/D3017

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

Density of Soil in Place by the Sand-Cone Method ASTM D1556 Direct Shear ASTM D3080 Drilled Cores and Sawed Beams of Concrete ASTM C42 Extraction of Bituminous Paving Mixtures ASTM D2172 Freezing and Thawing (up to 55 cycles) ASTM D5312 Grain size sieve Analysis ASTM D422 Hydrometer Analysis ASTM D422 Making and Curing Concrete Test Specimens in the Field (Set of 6) ASTM C31

Making and Curing Concrete Test Specimens in the Lab (Set of 4) ASTM C192

Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559 Material Passing No. 200 Sieve ASTM D1140 Modulus of Elasticity ASTM D3148 Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

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

SPLITTING TENSILE STRENGTH ASTM D3967

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

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

ASTM D4767

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

ASTM D2850

Unbonded Caps for Compressive Strength ASTM C1231

HHD Structure Replacement

00 31 32 8

Test/Procedure Method 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

1.5 GEOMECHANICAL DATA

1.5.1 Summary of Field Investigations

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

Table 1. Available Boring Data

Designation State Plane, FL-East, NAD83

Project Location X Y

CB-HP-6-R 633272 980736

Structure 285

HHD13-S285-CB-1 633216 980551

HHD13-S285-CB-2 633260 980638

HHD13-S285-CB-3 633184 980674

HHD13-S285-CB-4 633224 980802

HHD13-S285-CB-5 633387 980828

HHD13-S285-CB-6 633364 981029

HHD13-S285-CB-7 633133 980858

HHD13-S285-CB-8 633442 980656

HHD16-S285-CB-1 633308 980095

HHD16-S285-CB-2 633524 980340

HHD16-S285-CB-3 633262 980337

HHD16-S285-CB-4 633330 980390

HHD16-S285-CB-5 633426 980505

HHD16-S285-CB-6 633480 980557

* Coordinates presented correspond to the project coordinate system and datum

Table 2. Available Test Pit Data

Designation State Plane, FL-East, NAD83

Project Location X Y

HHD16-S285-TP-1 633442 980276

Structure 285 HHD16-S285-TP-2 633321 980477

HHD16-S285-TP-3 633401 980659

HHD16-S285-TP-4 633476 980927

HHD Structure Replacement

00 31 32 9

Table 3. Available Probe Data

Designation State Plane, FL-East, NAD83 Project

Location X Y 1 980684 633232

Structure 285

2 980659 633217 3 980600 633187 4 980740 632964 5 980750 633045 6 980770 633090 7 980639 632991 8 980623 633063 9 980649 633126 10 980457 633045 11 980477 633108 12 980477 633181 13 980305 633081 14 980325 633162 15 980336 633199 16 980820 633316 17 980871 633344 18 980918 633369 19 980842 633499 20 980781 633493 21 980708 633799 22 980632 633514 23 980558 633540 24 980466 633564 25 980371 633576 26 980292 633590

Slug tests for determination of hydraulic conductivity were obtained for this data set. Three slug tests were performed in borings HHD16-S285- CB-4 and HHD16-S285-CB-5. Each slug test consisted of a falling and rising head measurements. See Table 5 for testing results.

Table 4. Slug Testing Hydraulic Conductivity “K” Results (cm/sec)

Well ID

Screened Elevation

NAVD88

(feet)

Slug Inserted Test 1

Slug Removed Test 1

Slug Inserted Test 2

Slug Removed Test 2

Slug Inserted Test 3

Slug Removed Test 3

HHD16-S285-CB-4 2.5 to -2.0 4.9E-02 5.1E-02 4.6E-02 5.3E-02 5.3E-02 5.7E-02

HHD16-S285-CB-5 -13.6 to -17.7 2.9E-02 3.3E-02 2.9E-02 3.9E-02 2.9E-02 3.6E-02

1.5.2 Summary of Index Testing Data

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

HHD Structure Replacement

00 31 32 10

Table 5: Index Testing Available for this Project

Boring Designation

Sample Designation USCS LL PL PI Org

Visual Shell wn GS Munsell Color

HHD13-S285-CB-1

4 SC 28 15 13 20.1 2.5Y 7/4

6 SP-SM 23 2.5Y 6/6

15 SM 2.74 2.5Y 5/3

22 SP-SM 16.6 2.72 2.5Y 6/3

29 SP-SM 2.5Y 4/2

32 SP-SM 2.5Y 5/3

35 SP-SM 2.5Y 5/3

HHD13-S285-CB-4

4 SP-SM 10.4 2.67 2.5Y 4/3

10 SP-SM 8.4 2.5Y 5/4

22 SM 43 2.75 2.5Y 7/2

26 SP-SM 16 2.5Y 5/4

35 SP-SM 38 16.1 2.5Y 6/3

39 SP-SM 2.5Y 4/2

43 SP-SM 2.5Y 5/3

HHD13-S285-CB-5 38 SM 2.5Y 5/3

HHD13-S285-CB-6

4 SP 20.5 2.63 2.5Y 8/3

7 SP-SM 17.5 10YR 4/3

13 SP-SM 56 2.5Y 6/3

24 SP 52 2.5Y 5/3

30 SP 56 19 2.71 2.5Y 5/2

34 SP-SM 22.2 2.5Y 5/4

38 SP-SM 10YR 5/6

HHD16-S285-CB-1

4 SP 0 20.3 2.64 10YR 5/2

8 SC 31.4 2.70 10YR 8/2

12 SC 75.1 2.66 10YR 8/3

22 SP 0 62 20.0 2.59 10YR 7/2

35 SM 40.5 2.65 10YR 6/3

HHD16-S285-CB-2

3 SP-SM 16.1 2.66 10YR 5/2

8 SC 29 18 11 0 14 21.7 2.59 10YR 6/3

10 SC 11.1 5Y 8/3

21 SP-SC 18.6 2.71 10YR 7/1

29 SP-SC 14.0 10YR 7/2

36 SP-SM 0 22.8 10YR 5/2

HHD16-S285-CB-3

4 SP-SM 0 32 16.1 10YR 6/2

13 SP-SC 19.4 2.68 10YR 8/2

19 SP-SM 0 2 19.0 10YR 7/2

29 SP-SM 23.2 2.66 10YR 7/3

HHD16-S285-CB-4

3 SP-SC 8.3 10YR 8/3

12 SP-SC 12.1 2.67 10YR 7/2

15 SP 6.0 10YR 4/3

16 SP-SC 33.7 2.68 10YR 5/8

20 SP 22.9 10YR 7/3

22 SP 0 25 18.2 10YR 6/3

32 SP-SC 38.5 2.74 5Y 7/2

38 SM 46.7 2.69 10YR 7/2

HHD16-S285-CB-5

2 SP 32.4 2.66 10YR 8/2

7 SP-SM 0 18.3 2.66 10YR 6/1

8 SP-SC 19.6 2.65 10YR 4/6

15 SM 0 13 24.3 2.68 10YR 5/1

18 SP-SC 17.9 2.71 10YR 7/2

HHD Structure Replacement

00 31 32 11

Boring Designation

Sample Designation USCS LL PL PI Org

Visual Shell wn GS Munsell Color

HHD16-S285-CB-5

19 SP-SM 19.3 2.71 10YR 7/2

22 SP-SC 17.0 2.70 10YR 7/1

27 SM 20.0 2.71 10YR 8/2

32 SP 0 50.8 18.5 10YR 5/1

36 SP-SM 19.7 2.71 10YR 7/2

HHD16-S285-CB-6

10 SP-SC 15.8 2.66 10YR 8/3

16 SC 18.1 2.70 10YR 7/2

27 SP 19.1 2.69 10YR 7/2

35 SP-SM 21.6 2.66 10YR 6/3

USCS: Unified Soil Classification System; LL: liquid limit; PL: plastic limit; PI: plastic index; Org %: organic content; Wn: moisture content; Gs: specific gravity

The table below summarize laboratory testing on rock available for this project. Testing result data sheets are included in paragraph 1.5.8.

Table 6. Available Laboratory Rock Testing Data

Boring Number Depth (feet)

Point Load (psi)

Unconfined Compressive Strength (psi)

Wet Unit Weight (pcf)

Cerchar Abrasivety

Index

HHD13-S285-CB-4 45.5 to 46.1 369.60 101.7 HHD16-S285-CB-1 30.8 to 31.5 5104.87 148.0 HHD16-S285-CB-2 37.5 to 38.5 4298.87 149.0

1.5.3 Boring Log Notes

All 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 18-inch intervals, or until refusal was encountered. Refusal is defined as a total of 50 blows of the hammer within any 6-inch increment, a total of 100 blows within any 1-foot increment, or no observed advance of the sampler after 10 successive blows of the hammer. When refusal was encountered, the borings were continued with a 4-inch by 5 1/2-inch diameter core barrel until the rate of penetration indicated softer material, at which point the SPT procedure was resumed. All borings with the exception of HHD13-S285-CB-2 were drilled, in part, with a 4-inch by 5 1/2-inch diameter core barrel.

Field investigations at Structure 285 were performed in 2013 and 2016.

Some blow counts for the 2016 field investigation were lower than those in the 2013 field investigation in identical material at identical depths. These lower blow counts are attributed to heaving sands within the hollow stem augers.

Test pits were accomplished using a CX130C Excavator with a 24 inch wide bucket. Soil was excavated in 3 foot lifts. The planned excavation depth was 10 feet. Sloughing of test pit wall collapse forced excavation termination in some of the excavations.

HHD Structure Replacement

00 31 32 12

1.5.4 Test Pit Log Notes

Test pits were accomplished using a CX130C Excavator with a 24 inch wide bucket excavated in 3 foot lifts. The planned test pit excavation depth was 10 feet. Sloughing or test pit wall collapse forced early excavation termination in two test pits.

1.5.5 Sediment Probes Notes

Probes were accomplished using a one-inch hollow aluminum pipe 32’ long with an attached 1’ X 1’ X ¼” plate on one end. Probe is sent to the bottom of the channel where the top of sediment is measured from the lake surface. One grown adult then presses the one-inch end of the probe into the sediment to refusal. The thickness of the sediment is obtained by the final pushing.

1.5.6 Recovered Materials

The material recovered from boring CB-HP-6R is not available.

The material recovered from the remaining borings is available for inspection by prospective offerors at the Corps of Engineers District warehouse listed under 1 below:

Address: 3077 Talleyrand Avenue Jacksonville, 32206 Florida

Hours: 7:00 am to 2:30 pm

The recovered materials will be available for inspection during normal business hours as noted above, except Federal holidays, during the entire bid period. Prospective offerors shall notify the project geologist at 904-232-1147 or 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) the project title; (2) the specific borings or entire set which are to be viewed; (3) the date, time, and duration of the visit; (4) the name of the person(s) and company to view the borings; and (5) a point of contact and phone number regarding the visit. Prospective offerors shall record their material examination visit in a record book maintained at the inspection site.

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

HHD Structure Replacement

00 31 32 13

Plate 1. Vicinity Map

HHD Structure Replacement

00 31 32 14

Plate 2. Location of Boring and Test Pit Investigations for S285.

00 31 32 15

Plate 3. Probe Locations for S285

00 31 32 16

1.5.7 Boring Logs

Applicable boring and test pit 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.

HHD Structure Replacement

00 31 32 17

37.3

35.8

34.3

32.8

31.3

29.8

28.3

26.8

25.3

23.8

22.3

0.00.0

37.337.3

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, SAND, fine to medium-grained quartz, trace shell, trace organics, damp, tan to brown

(SP)

At El. 29.8 Ft. trace sandstone gravel

At El. 27.8 Ft. trace sand-sized shell

At El. 25.5 Ft. boulder

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

VERTICAL

OF

CB-HP-6-R

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-HP-6-R

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

2.3 Ft.

South Atlantic

N/A

L.C. Gregory

Herbert Hoover Dike

Tributary Culvert - Harney Pond Culvert 6

06-07-94

37.3 Ft.

75 %

NAD83

See Remarks

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

X = 633,273 Y = 980,737

NAVD88

Failing 1500

Corps of Engineers - CESAJ

56.0 Ft.

Jacksonville District

06-06-94

N/A

M. Marty Goff, Geologist

JUN 02

SAJ FORM 1836

HHD Structure Replacement

00 31 32 18

20.8

19.3

17.8

16.3

14.8

13.3

11.8

10.3

8.8

7.3

5.8

4.3

2.8

27.0

10.3

NR

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

At El. 16.1 Ft. trace fine-grained gravel-sized sandstone

At El. 14.3 Ft. little shell

SAND, fine to medium-grained quartz, trace shell, organic stain, brown to dark brown (SP)

At El. 7.3 Ft. discontinue organics

At El. 5.3 Ft. light brown

At El. 2.8 Ft. calcareous, gray

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

37.3 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 633,273 Y = 980,737

CB-HP-6-R

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacement

00 31 32 19

1.3

0.3

-1.7

-3.2

-4.7

-6.2

-7.7

-9.2

-10.7

-12.2

-13.7

-15.2

-16.7

37.0

39.0

BOX

0.3

-1.7

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit DT = 4 mins HP = 0 psi

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SANDSTONE, fossiliferous, soft, weathered, slightly vuggy, medium-grained, tan

SAND, fine to medium-grained quartz, calcareous, little shell, occasional thin layer of sandstone, dark tan (SP)

At El. -4.7 Ft. discontinue sandstone, gray to tan

At El. -7.7 Ft. some shell, gray

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

37.3 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 633,273 Y = 980,737

CB-HP-6-R

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacement

00 31 32 20

-18.7

-18.2

-18.756.0 100

31 40

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

Abbreviations:

SPT Sampler

SPT Sampler

BORING TERMINATED IN REFUSAL

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. Revised boring log: Boring log updated to reflect current project horizontal and vertical datum, and revised lithology.

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

37.3 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 633,273 Y = 980,737

CB-HP-6-R

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacement

00 31 32 21

M od er at el y

W ea th e re d

18.8

17.3

15.8

14.3

12.8

11.3

9.8

8.3

7.9

6.8

5.3

4.5

50/0.3'

0.0

1.5

4.2

6.5

10.3

12.0

14.1

0.0

50/0.4'

BOX

18.818.8

17.3

14.6

12.3

8.5

6.8

4.7

RQD

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit DT = 10 mins

FILL, sandy, mostly fine-grained sand-sized quartz, trace fine gravel-sized limestone, trace organic matter, trace shell, moist, 10YR 3/2 very dark grayish brown

SAND, poorly-graded, mostly fine-grained sand-sized quartz, trace silt, trace organic matter, moist, 2.5YR 3/1 dark reddish gray

(SP)

At El. 15.3 Ft., discontinue organic matter, occasional ball of clayey sand

SAND, clayey, mostly fine-grained sand-sized quartz, little clay, little silt, few fine to coarse-grained sand-sized shell, moist, 10YR 7/2 light gray (SC)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, few silt, wet, 10YR 5/2 grayish brown (SP-SM) At El. 11.3 Ft., little fine to coarse-grained sand-sized shell

At El. 9.8 Ft., moderate cementation, iron staining, silt content increases with depth

SANDSTONE, sparsely fossiliferous, hard, moderately weathered, fine grained, mostly quartz grains, pitted, 10YR 6/2 light brownish gray

SANDSTONE, moderately hard, occasional thin layers of poorly cemented sand and shell, 10YR 8/1 white

At El. 5.8 Ft., 10YR 7/1 light gray

SANDSTONE, hard, slightly fractured, 10YR 6/2 light brownish gray

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

VERTICAL

OF

HHD13-S285-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

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

HHD13-S285-CB-1

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

12.2 Ft.

South Atlantic

N/A

Charlie Brown

Herbert Hoover Dike

Structure 285 / Culvert HP-6 Replacement

09-10-13

18.8 Ft.

63 %

NAD83

See Remarks

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

X = 633,216 Y = 980,552

NAVD88

Failing 1500

Corps of Engineers - CESAM

70.5 Ft.

Jacksonville District

09-09-13

N/A

Patrick Murphy, Geologist

JUN 02

SAJ FORM 1836

HHD Structure Replacement

00 31 32 22

W ea th

W ea th e re d

2.3

0.8

-0.7

-1.5

-2.2

-3.7

-5.2

-6.7

-8.2

-9.7

-11.2

-12.7

-14.2

-15.7

50/0.3'

16.0

19.4

20.5

22.5

25.5

28.0

31.5

33.0

BOX

2.8

-0.6

-1.7

-3.7

-6.7

-9.2

-12.7

-14.2

RQD

HP = 450 psi 4 x 5-1/2" Diamond Set Bit

DT = 10 mins HP = 450 psi

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SAND, silty, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, little silt, wet, weak cementation, occasional thin layer of sandstone, silt content decreases with depth, 10YR 7/1 light gray

(SM)

LIMESTONE, sandy, fossiliferous, moderately hard, weathered, coarse grained, 7.5YR 6/1 gray

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, few silt, wet, 7.5YR 6/1 gray (SP-SM)

SAND, silty, mostly fine-grained sand-sized quartz, little silt, little fine to coarse-grained sand-sized shell, trace clay, wet, silt content decreases with depth, brown (SM)

At El. -5.7 Ft., discontinue clay, dark gray

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, few silt, wet, moderate cementation, 10B 4/1 dark bluish gray (SP-SM)

SANDSTONE, fossiliferous, moderately hard, weathered, medium grained, mostly quartz grains, pitted, interbedded with poorly cemented sand and shell, 2.5Y 7/2 light gray

At El. -11.2 Ft., 2.5Y 6/1 gray

SAND, poorly-graded with silt, some fine-grained sand-sized quartz, little sand to gravel-sized shell, few silt, wet, weak cementation, occasional thin layer of limestone, 2.5Y 6/1 gray (SP-SM) SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, no cementation, discontinue thin limestone layers

(SP-SM)

At El. -15.7 Ft., few fine to coarse-grained

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

18.8 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 633,216 Y = 980,552

HHD13-S285-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacement

00 31 32 23

S lig ht ly

W ea th e re d

H W

-17.2

-18.7

-23.2

-24.7

-26.2

-27.7

-29.2

-30.7

-32.2

-33.7

-35.2

BOX

37.4

41.0

43.5

44.5

BOX

-18.6

-22.2

-24.7

-25.7

RQD

SPT Sampler

SPT Sampler

4 x 5-1/2" Diamond Set Bit DT = 34 mins HP = 450 psi

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

Advanced Boring

SPT Sampler

Advanced Boring

SPT Sampler sand-sized shell

SANDSTONE, fossiliferous, hard, slightly weathered, fine grained, mostly quartz grains, pitted, interbedded with poorly cemented sand and shell, 10YR 4/1 dark gray

SAND, poorly-graded, mostly sand to gravel-sized shell, few fine-grained sand-sized quartz, trace silt, wet, 10YR 5/2 grayish brown

(SP)

LIMESTONE, sandy, fossiliferous, soft, highly weathered, coarse grained, porous, 10YR 5/2 grayish brown

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, wet, moderate cementation, occasional thin layers of limestone and nodules, 5Y 6/2 light olive gray (SP-SM)

At El. -27.7 Ft., trace fine to coarse-grained sand-sized shell, silt content decreases with depth, 5YR 3/1 very dark gray

At El. -29.2 Ft., trace organic matter, iron staining, 5YR 5/2 reddish gray

At El. -31.7 Ft., trace fine-grained sand-sized shell, discontinue organic matter, wet, very fine grained quartz, light gray

At El. -35.2 Ft., occasional sandstone nodule

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

18.8 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 633,216 Y = 980,552

HHD13-S285-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacement

00 31 32 24

-51.7

-36.7

-38.2

-39.7

-41.2

-42.7

-44.2

-45.7

-47.2

-48.7

-50.2

-51.7

70.5

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

Abbreviations:

SPT Sampler

Advanced Boring

SPT Sampler

Advanced Boring

SPT Sampler

Advanced Boring

SPT Sampler

Advanced Boring

SPT Sampler

Advanced Boring

SPT Sampler

At El. -38.2 Ft., silt varies with depth, 10B 4/1 dark bluish gray

At El. -46.2 Ft., discontinue very fine grained quartz

At El. -50.2 Ft., little fine to coarse-grained sand-sized shell

NOTES:

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

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

3. Laboratory Testing Results

SAMPLE SAMPLE LABORATORY

ID DEPTH CLASSIFICATION

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

18.8 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 633,216 Y = 980,552

HHD13-S285-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HHD Structure Replacement

00 31 32 25

4 4.5/6.0 SC

6 7.5/9.0 SP-SM*

15…