B.08.02_HP-5_S-284_RTA_Specs_Vol2.pdf

W912EP-18-R-0042

Jacksonville District

Herbert Hoover Dike Rehabilitation Structure Replacements S-284 (HP-5) Reconstruction

Glades County, Florida

Construction Solicitation and Specifications Volume 2 of 2

See Volume 1 of 2 for Issue Date

Her ber t Hoover Di ke Rehabi l i t at i on, St r uct ur e Repl acement s S- 284 ( HP- 5) Reconst r uct i on, Gl ades Count y, Fl or i da

PROJECT TABLE OF CONTENTS

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

00 31 21 CONTROL MONUMENT DESCRI PTI ONS

00 31 32 GEOTECHNI CAL DATA REPORT

00 33 50 WEATHER AND WATER STAGE DATA

DI VI SI ON 01 - GENERAL REQUI REMENTS

01 11 00 SUMMARY OF WORK

01 22 00 MEASUREMENT AND PAYMENT

01 30 00 ADMI NI STRATI VE PROCEDURES

01 32 01 PROJECT SCHEDULE

01 33 00 SUBMI TTAL PROCEDURES

01 35 25 OWNER SAFETY REQUI REMENTS - DI VI NG

01 35 26 GOVERNMENTAL SAFETY REQUI REMENTS

01 45 00 RESI DENT MANAGEMENT SYSTEM CONTRACTOR MODE ( RMS CM)

01 45 04 CONTRACTOR QUALI TY CONTROL

01 50 02 TEMPORARY CONSTRUCTI ON FACI LI TI ES

01 50 03 PERMI T FOR CONSTRUCTI ON ACCESS FOR THE ARMY CORPS OF

ENGI NEERS AND I TS CONTRACTORS

01 52 10 CONTRACTI NG OFFI CER' S FI ELD OFFI CE

01 57 20 ENVI RONMENTAL PROTECTI ON

01 57 25 TURBI DI TY AND DI SPOSAL MONI TORI NG

01 57 50 DRI LLI NG PROGRAM PLAN

01 78 02 CLOSEOUT SUBMI TTALS

01 78 23 OPERATI ON AND MAI NTENANCE DATA

01 91 00 CULVERT COMMI SSI ONI NG

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

02 10 10 ACCESS ROAD REPAI R

02 22 13 VI BRATI ON MONI TORI NG REQUI REMENTS FOR EXI STI NG STRUCTURES

02 41 00 DEMOLITION

DI VI SI ON 03 - CONCRETE

03 11 13 STRUCTURAL CAST- I N- PLACE CONCRETE FORMI NG

03 15 00 CONCRETE ACCESSORI ES

03 20 00 CONCRETE REI NFORCI NG

03 31 01 CAST- I N- PLACE STRUCTURAL CONCRETE FOR CI VI L WORKS

03 35 00 CONCRETE FI NI SHI NG

03 39 00 CONCRETE CURI NG

DI VI SI ON 05 - METALS

05 50 14 STRUCTURAL METAL FABRI CATI ONS

05 50 15 CI VI L WORKS FABRI CATI ONS

DI VI SI ON 08 - OPENI NGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

08 91 00 METAL WALL LOUVERS

DI VI SI ON 13 - SPECI AL CONSTRUCTI ON

13 34 23 PRECAST CONCRETE BUI LDI NGS

PROJECT TABLE OF CONTENTS Page 1

Her ber t Hoover Di ke Rehabi l i t at i on, St r uct ur e Repl acement s S- 284 ( HP- 5) Reconst r uct i on, Gl ades Count y, Fl or i da

13 51 00 INSTRUMENTATION

DI VI SI ON 25 - I NTEGRATED AUTOMATI ON

25 31 01 STRUCTURE REMOTE TERMI NAL ( RTU) , SCADA

DI VI SI ON 26 - ELECTRI CAL

26 20 00 I NTERI OR DI STRI BUTI ON SYSTEM

26 29 10 ELECTRI C MOTOR ACTUATOR FOR LI FT GATES

26 31 00 SOLAR PHOTOVOLTAI C ( PV) COMPONENTS

26 41 01 LI GHTNI NG PROTECTI ON SYSTEM

26 51 00 I NTERI OR LI GHTI NG

26 56 00 EXTERI OR LI GHTI NG

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

28 05 26 GROUNDI NG AND BONDI NG FOR ELECTRONI C SAFETY AND SECURI TY

DI VI SI ON 31 - EARTHWORK

31 05 19 GEOTEXTILE

31 32 11 SOI L SURFACE EROSI ON CONTROL

31 41 16 METAL SHEET PI LI NG

31 62 13 PRESTRESSED CONCRETE PI LES

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 11 23 LI MEROCK BASE FOR ROADS

32 12 16 ASPHALT FOR ROADS

32 92 19 SEEDING

32 92 23 SODDING

DI VI SI ON 33 - UTI LI TI ES

33 11 00 WATER UTI LI TY DI STRI BUTI ON PI PI NG

33 29 00 DECOMMI SSI ONI NG WELLS

33 46 13 I NTERNAL DRAI NAGE SYSTEM

33 71 02 UNDERGROUND ELECTRI CAL DI STRI BUTI ON

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

35 20 16 VERTI CAL LI FT SLI DE GATES

35 20 17 VERTI CAL LI FT ROLLER GATES

35 20 18 VERTI CAL LI FT DUAL LEAF GATE

35 31 19 STONE PROTECTI ON FOR STRUCTURES

35 41 00 EMBANKMENT CONSTRUCTI ON

35 42 00 SOI L- BENTONI TE FI LL

35 42 35 FI LTER GRAVEL

- - End of Pr oj ect Tabl e of Cont ent s - -

PROJECT TABLE OF CONTENTS Page 2

Herbert Hoover Dike Rehabilitation, Structure Replacements S-284 (HP-5) Reconstruction, Glades County, Florida

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 31 21

CONTROL MONUMENT DESCRIPTIONS

SECTION 00 31 21 Page i

SECTION 00 31 21

CONTROL MONUMENT DESCRIPTIONS

-- This page was intentionally left blank for duplex printing. --

SECTION 00 31 21 Page ii

W912EP-18-R-0042 SECTION 00 31 21 Page 1

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.

W912EP-18-R-0042 SECTION 00 31 21 Page 2

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

W912EP-18-R-0042 SECTION 00 31 21 Page 3

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.

W912EP-18-R-0042 SECTION 00 31 21 Page 4

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”.

SECTION 00 31 32

Geotechnical Data Report

For

Herbert Hoover Dike Rehabilitation

Structure Replacement

Structure 284 (Culvert HP-5)

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

Revised 11 July 2018

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

GLADES COUNTY, FLORIDA

00 31 32 - 1

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 PROJECT BACKGROUND

3 CHARACTER OF MATERIALS

3.1 Regional Geology

3.2 Materials Encountered

3.2.1 Structure 284 Embankment Materials

3.2.2 Structure 284 Foundation Materials

3.2.3 Landside Structure 284 Cofferdam Hand Probes

3.2.4 Landside Structure 284 Cofferdam Foundation Materials

3.2.5 Structure 284 Sediment Probes

4 DEFINITIONS

4.1 Definitions of Basic Terms

4.2 Current Logging Terms

4.3 Previous Logging Terms

4.4 Testing and Procedure Methods

5 GEOMECHANICAL DATA

5.1 Summary of Field Investigations

5.2 Summary of Slug Test Data

5.3 Summary of Index Testing Data

5.4 Boring Log Notes

5.5 Inspection of Recovered Materials

5.6 Boring Logs

5.7 Laboratory Testing Data

5.8 Slug Test Data

List of Tables

Table 1. Available Boring Data Table 2. Available Hand Probe Data Table 3. Available Probing Data Table 4. Slug Testing Hydraulic Conductivity “K” Results (cm/sec) 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 S-284 (HP-5) Field Investigations Plate 3. General Location Map of S-284 (HP-5) Hand Probes Plate 4. Location of S-284 (HP-5) Area A Hand Probes Plate 5. Location of S-284 (HP-5) Area B Hand Probes Plate 6. Location of S-284 (HP-5) Area C Hand Probes Plate 7. Location of S-284 (HP-5) Sediment Probes

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 2

GEOTECHNICAL DATA REPORT

1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of 14 borings, 7 hand augers (landside cofferdam area), 26 hand probes (landside cofferdam area), and 18 sediment probes (canals at Structure S-284). The associated boring logs and laboratory data are presented in paragraphs 5.6 and 5.6, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing both recent and historical knowledge of the project area. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques.

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

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

2 PROJECT BACKGROUND

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 an impermeable core and replacing the aged culvert structures. The location of the project site is shown on Plate 1.

Total replacement of S-284 and construction of an impermeable core will take place within the construction limits. This geotechnical data report presents all the lateral geologic information for this site, and will not be limited to the construction limits.

3 CHARACTER OF MATERIALS

3.1 REGIONAL GEOLOGY

The S-284 project site at HHD is located on the northern boundary of Glades County on the upper 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 a range of 2 to 100 feet in thickness of fine to medium quartz sand, shells and organic soils. From the Atlantic Coast towards Lake Okeechobee, the sand sediments thicken, and thin organic rich soils appear. Below the sands and organic soils, the mid to early Pleistocene’s Anastasia Formation is present. The Anastasia differs in composition from a coquina to pure sand, but in Glades County, it is composed of semi-consolidated fine quartz and carbonate sands, and shell beds. The Anastasia ranges in thickness from 200 feet at the coast to 20 feet at Lake Okeechobee, where it then pinches out or merges with the Ft. Thompson Formation. The composition of the Ft. Thompson Formation varies throughout Glades County but is primarily composed of marine sands, shell beds, limestone, or

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 3 sandstone which are all present at the project site. The formation ranges in thickness from 2 to 15 feet. These deposits lie unconformably on the upper Miocene/Pliocene sediments of the Caloosahatchee and Tamiami Formations. The Caloosahatchee and Tamiami sediments are comprised of shelly quartz sand, silty shelly sand, and indurated clayey sand with occasional thin interbedded limestone and sandstone. These sediments vary in thickness (10-140 feet) throughout the region, and generally thin towards the west.

The Hawthorn Group sediments of middle Miocene Age, lies unconformably below the upper Miocene/Pliocene sediments which underlie all of Glades County. The Hawthorn Group is composed of dark green to white phosphatic clay containing silt and quartz sands, interbedded with layers of sandy limestone and chert. Its formational contact ranges from 80 to 200 feet below land surface near the lake and dips to 400 feet near the coast. The thickness of the Hawthorn Group ranges from 250 to 750 feet.

3.2 MATERIALS ENCOUNTERED

3.2.1 Structure 284 Embankment Materials

The materials encountered for S-284 are represented through the borings, hand augers, and probes plotted on Plate 2 through Plate 6. The initial materials encountered in the borings drilled on land is embankment fill. This fill material had been mechanically placed during the initial construction of the embankment. 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 (+6”) that have varying minor percentages and distribution within these embankments.

Fill is expected to run deeper at the structure due to the initial culvert construction excavation.

Debris from past construction activities are also 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.

3.2.2 Structure 284 Foundation Materials

The top of natural ground ranges from 12.2 to 19.5 feet (NAVD-88) and has an average elevation of 15.8 feet. The materials consist primarily silty sand comprised of mostly fine quartz with occasional pockets of organic silts or clayey sands and occasional layers of limestone or sandstone. The limestone and sandstone layers had average thickness of 2.9 feet. These limestone and sandstone layers can be encountered as high as elevations 16.7.

Below the silty sand layers, a fossiliferous continuous sandstone was encountered at an average elevation of 8.9 feet and ranged from 0.5 to 7.0 feet in thickness. The sandstone was mostly quartz grains, moderately hard, highly weathered, and observed to be interbedded with poorly cemented sand and shell and is generally brown to brownish-gray. Below the sandstone fine silty quartz sands with shell is encountered. The shell content varies horizontally and vertically, with 5% to 45% sand to gravel-sized whole and broken shell

A second continuous sandstone layer is encountered beneath the fine silty sand at average elevation -10.0 feet. This sandstone is fossiliferous, moderately hard, highly weathered, mostly fine quartz grains, pitted, and interbedded with poorly cemented sand and shell. Although the sandstone is described as moderately hard, the rock strength is variable and harder more resistant rock may be encountered. This sandstone layer ranged in thickness from 1.0 to 3.5 feet.

Beneath this sandstone layer, sediments consisting of fine, dense, silty to slightly silty quartz sand with various percentages of shell are encountered and continue below the deepest boring of elevation of -61.3 feet.

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 4

Unconfined Compressive Strength testing of 5 rock cores was completed on rock samples in the Harney Pond area. The resulting strengths range from 369 to 5190 pounds per square inch (psi), with an average strength of 2,744 psi. At any given location at the project site, strengths can vary and may exceed results presented above.

3.2.3 Landside Structure 284 Cofferdam Hand Probes

Twenty-six (26) hand probes were performed in or near the cofferdam alignment from the land side toe of the south HP-5 Canal Levee approximately 180 feet towards the southwest. See Plates 3 through 6 for locations of individual hand probe locations. This length of the cofferdam alignment contains multiple obstructions consisting of dense vegetation, a man-made pond, and an earth-rock debris pile. The hand probes were completed where access on or near the cofferdam alignment was possible. The hand probe used has a 4.8 foot long ¾ inch diameter steel shaft with a case-harden stainless-steel tip. The probe was raised and lowered 1 to 2 inches in a vibratory manner with a continuous downward force applied until probe advancement ended in refusal. The twenty-six hand probes were performed in three areas designated as Area A, Area B, and Area C – see associated plates. In Area A, thirteen hand probes were completed and had an average refusal depth of 3.5 feet below ground surface. Four hand probes were completed in Area B with probe refusal averaging 2.3 feet below ground surface. A total of nine hand probes were completed in Area C. Hand probes completed in Area C had an average refusal depth of 0.6 feet below ground surface.

3.2.4 Landside Structure 284 Cofferdam Foundation Materials

Seven (7) hand augers borings were performed near the proposed alignment of the landside cofferdam. Coordinates for hand auger location were obtained using a Garmin hand-held GPS device. Ground surface elevations at each of the hand auger locations were obtained from a topographic map. Due to ponding of water, soft ground conditions exist in the pasture area directly south and southwest of the elevated roadway adjacent to and along the south side of the HP-5 Canal. The materials encountered consist primarily of sands and silty sands comprised of mostly fine quartz with occasional pockets of organic silts or clayey sands and layers of limestone or sandstone. The limestone and sandstone layers were encountered at average depth of 2.5 feet. Hand auger refusal was encountered on the limestone and sandstone layers in all hand auger borings.

3.2.5 Structure 284 Sediment Probes

Three (3) probes were performed in both the landside and lakeside outlet channels at S-284. An additional 12 probes were performed in the Harney Pond Canal adjacent to S-284. See Plate 7 for sediment probe locations. The outlet channels have an average soft sediment thickness of 6.0 feet and an average base elevation of 0.5 feet. The inlet channel has an average soft sediment thickness of 8.0 feet with an average base elevation of 0.5 feet. The Harney Pond Canal has an average soft sediment thickness of 6.6 feet with an average base elevation of -3.6 feet. Harney Pond Canal soft sediments could not be measured in the center of the canal and soft sediment could be thicker.

4 DEFINITIONS

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

4.1 DEFINITIONS OF BASIC TERMS

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

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 5

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

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

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

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

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

4.2 CURRENT LOGGING TERMS

Definition of terms used on boring logs dated since 2000:

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

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

Cavity - Voids greater than the diameter of the core.

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

mm) for igneous or metamorphic rocks.

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

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

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

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

Dipping (Dip) - 20 to 45 degrees.

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

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

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

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

Flat (Dip) - 0 to 20 degrees.

Fossiliferous – Greater than 40 percent fossils.

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

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

Highly Weathered - Entire section is discolored; alteration is greater than 50%; some areas of slightly weathered rock are present; some minerals are leached away; retains only a fraction of its original strength (wet strength usually lower than dry strength).

Intact – Spacing greater than 6' (1.8 m).

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

Massive – Over 3' (0.9 m) thick.

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

Medium Grained - Grain diameters between 0.016" (0.4 mm) to 0.079" (2 mm) for sedimentary rocks or 0.039" (1 mm) to 0.197" (5 mm) for igneous or metamorphic rocks.

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

Moderately Fractured - Spacing 1' (30.5 cm) to 3' (0.9 m).

Moderately Hard (Hardness) - Can be scratched easily with a knife, but cannot be scratched by a fingernail (can be pitted with moderate blows of a geology hammer).

Moderately Open (Fracture Aperture) - 0.020" (0.5 mm) to 0.098" (2.5 mm).

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 6

Moderately Weathered - Discoloration is evident; surface is pitted and altered, with alterations penetrating well below rock surfaces; 10% to 50% of the rock is altered; strength is noticeably less than unweathered rock.

Non-fossiliferous – No observed fossils.

Open (Fracture Aperture) - 0.098" (2.5 mm) to 0.394" (10 mm).

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

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

Slightly Fractured - Spacing 3' (0.9 m) to 6' (1.8 m).

Slightly Weathered - Superficial discoloration, alteration and/or discoloration along discontinuities;

less than 10% of the rock volume is altered; strength is essentially unaffected.

Soft (Hardness) - Can be scratched with a fingernail (cannot be crumbled between fingers, but can be easily pitted with light blows of a geology hammer).

Solid - Absence of voids.

Sparsely Fossiliferous – Less than 40 percent fossils.

Steeply Dipping (Dip) - 45 to 90 degrees.

Thick-Bedded – 1' (30.5 cm) to 3' (0.9 m) thick.

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

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

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

Unweathered - No evidence of any mechanical or chemical alteration.

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

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

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

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

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

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

4.3 PREVIOUS LOGGING TERMS

Definition of terms used on boring logs dated before 2000:

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

Incompetent – Rock that disintegrates while coring; weak.

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

Poorly-Indurated – See semi-indurated.

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

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

4.4 TESTING AND PROCEDURE METHODS

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

ASTM C535

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

ASTM C131

Air Content by the Pressure Method ASTM C231

Air Content by the Volumetric Method ASTM C173

Air-Entraining Admixtures for Concrete ASTM C233

Atterberg Limits, wet preparation method, test method a multipoint ASTM D4318

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 7

Test/Procedure Method

Bulk Specific Gravity of Bituminous Mixtures ASTM D2726

Capping Cylindrical Concrete Specimens ASTM C617

Carbonate Content ASTM D4373

Compaction: 4" Mold, Modified Proctor ASTM D1557

Compaction: 4" Mold, Standard Proctor ASTM D698

Compaction: 6" Mold, Modified Proctor ASTM D1557

Compaction: 6" Mold, Standard Proctor ASTM D698

Compressive Strength of Cast in Place Concrete Cylinders ASTM C873

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

Compressive Strength of Lightweight Concrete ASTM C495

Consolidation, each load of rebound increment with complete time ASTM D2435

Density and Water Content of Soil by Nuclear Methods (Minimum 4)

ASTM

D2922/D3017

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

ASTM D2950

Density of Soil in Place by the Sand-Cone Method ASTM D1556

Direct Shear ASTM D3080

Drilled Cores and Sawed Beams of Concrete ASTM C42

Extraction of Bituminous Paving Mixtures ASTM D2172

Freezing and Thawing (up to 55 cycles) ASTM D5312

Grain size sieve Analysis ASTM D422

Hydrometer Analysis ASTM D422

Making and Curing Concrete Test Specimens in the Field (Set of 6) ASTM C31

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

Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559

Material Passing No. 200 Sieve ASTM D1140

Modulus of Elasticity ASTM D3148

Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974

Organic Impurities in Fine Aggregate ASTM C40

Permeability: Constant Head Permeability ASTM D2434

Permeability: Falling Head Permeability ASTM D5084

Petrographic Examination ASTM C295

Sampling Aggregate (Minimum 4 hours) ASTM D75

Sampling Freshly Mixed Concrete ASTM C172

Sedimentation Rate No ASTM

Sieve Analysis of Aggregate ASTM C136

Slump of Hydraulic-Cement Concrete ASTM C143

Soil Classification (Boring logs) ASTM D 2488

Specific Gravity and Absorption of Fine Aggregate ASTM C128

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 8

Test/Procedure Method

Specific Gravity for Rock ASTM C127

Specific Gravity for Soil ASTM D854

SPLITTING TENSILE STRENGTH ASTM D3967

Splitting Tensile Strength of Concrete Cylinders ASTM C496

Subsample Preparation ASTM D4220, Group B ASTM D4220, Sulfate Soundness ASTM C88

Total Evaporable Moisture Content ASTM C566

Triaxial Compression Test for Rock with Strain Gages or LVDTs (per confining pressure)

ASTM D2664

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

ASTM D4767

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

ASTM D2850

Unbonded Caps for Compressive Strength ASTM C1231

Unconfined Compressive Strength for Rock Greater than 9,000 psi with Strain

ASTM D2938

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

ASTM D2938

Unconfined Compressive Strength for Soil ASTM D2166

Unit Weight and Absorption ASTM C127

Unit Weight of Aggregate ASTM C29 -

Visual Percent Shell No ASTM

Wetting and Drying ASTM D5313

5 GEOMECHANICAL DATA

5.1 SUMMARY OF FIELD INVESTIGATIONS

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

Table 1. Available Boring Data

Designation State Plane, FL-East, NAD83*

Project Location Available for Inspection X Y

CB-HP-5-R 632,764 981,079 S-284

HHD13-S284-CB-1 632,903 980,985

HHD13-S284-CB-2 632,808 980,962

HHD13-S284-CB-3 632,892 981,066

HHD13-S284-CB-4 632,621 981,148

HHD13-S284-CB-5 632,812 981,136

HHD13-S284-CB-6 632,689 981,226

HHD13-S284-CB-7 632,887 981,163

HHD13-S284-CB-8 632,688 980,662

HHD17-S284-CB-1 632,813 980,953

HHD17-S284-CB-2 632,568 980,989

HHD17-S284-CB-3 632,813 981,134

HHD17-S284-CB-4 632,544 981,195

HHD17-S284-CB-5 632,595 980,882

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00 31 32 - 9

Designation State Plane, FL-East, NAD83*

Project Location Available for Inspection X Y

HHD17-S824-HA-1 632,597 980,941

HHD17-S824-HA-1A 632,603 980,957

HHD17-S824-HA-2 632,568 980,989

HHD17-S824-HA-3 632,566 980,134

HHD18-S824-HA-1 632,409 981,058

HHD18-S284-HA-2 632,503 980,807

HHD18-S284-HA-3 632,678 980,775

* Coordinates presented correspond to the project coordinate system and datum Designations: HHD = Herbert Hoover Dike; CB = Core Boring; HA = Hand Auger

Table 2. Available Hand Probe Data

Designation

State Plane, FL-East, NAD83* Probe Of Designated Area of Probe Investigation (See Plates 4 through 7)

X Y Refusal

(Feet Below Ground Surface)

1 623,531.93 981147,47 4.3

Area A

2 632,540.35 981,168.98 4.4 3 632,547.96 981,163.08 4.4 4 632,557.71 981,157.45 4.5 5 632,551.74 981,148.91 1.5 6 632,546.32 981.140.09 3.6 7 632,540.76 981,131.20 3.0 8 632,518.06 981,133.84 3.4 9 632,535.42 981,122.80 2.8 10 632,505.56 981,129.95 3.6 11 632,514.03 981,125.02 3.9 12 632,522.01 981,120.23 3.5 13 632,530.21 981,114.74 3.3 14 632,493.89 980,991.71 4.3

Area B 15 632,503.54 980,992.26 2.3 16 632,493.96 980,982.40 1.1 17 632,507.71 980,982.17 1.5 18 632,432.58 980,938.15 0.6

Area C

19 632,443.92 980,949.87 0.9 20 632,437.02 980,939.05 0.2 21 632,446.49 980,939.98 1.8 22 632,439.39 980,930.70 0.3 23 632,448.56 980,930.91 1.5 24 632,442.79 980.919.47 1.2 25 632,452.48 980,920.29 1.0 26 632,446.36 980,909.42 1.2

* Coordinates presented correspond to the project coordinate system and datum

Table 3. Available Probing Data

Designation State Plane, FL-East, NAD83* Thickness Of

Project Location X Y

Soft Sediment (ft.)

1 632,819 981,012 6.5

HP-5

Outlet Channel 2 632,846 981,002 6.3 3 632,892 980,962 5.4

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00 31 32 - 10

State Plane, FL-East, NAD83* Thickness Of

Project Location X Y

Soft Sediment (ft.)

4 632,928 981,144 14.0

Kissimmee River

5 632,982 981,133 ** 6 633,054 981,113 8.5 7 632,934 981,022 5.6 8 632,987 981,036 ** 9 633,045 981,032 6.1 10 632,946 980,891 5.2 11 633,018 980,891 ** 12 633,064 980,904 6.5 13 632,991 980,841 4.6 14 633,027 980,841 ** 15 633,063 980,851 2.2 16 632,684 981,164 8.3

HP-5

Inlet Channel

17 632,630 981,214 7.0 18 632,595 981,245 8.7

* Coordinates presented correspond to the project coordinate system and datum ** Harney Pond Canal Mid-Channel deeper then length of 22 foot probe – no data collected

5.2 SUMMARY OF SLUG TEST DATA

Slug tests for determination of hydraulic conductivity were obtained from temporary wells installed in 2017 at companion borings HHD17-S284-CB-1 (HHD13-S284-CB-2), HHD17-S284-CB-2 (HHD13-S284-CB-4), and HHD17-S284-CB-3 (HHD13-S284-CB-5) Three rounds of slug testing were performed in each well with each round consisting of a failing and rising head measurements. The table below summarizes slug testing.

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

HHD17-S284-CB-1

-2.3 to

-7.3 1.6E-02 1.3E-02 1.1E-01 5.4E-02 1.4E-02 2.5E-02

HHD17-S284-CB-2

-1.0 to

-6.0 2.3E-02 8.2E-03 6.2E-03 1.3E-02 1.3E-02 9.3E-03

HHD17-S284-CB-3

-5.3 to -10.3

1.2E-01 4.5E-02 4.3E-02 9.9E-02 5.0E-02 8.3E-02

5.3 SUMMARY OF INDEX TESTING DATA

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

Table 5. Index Testing Available for this Project

Boring Designation

Sample Designation

USCS LL PL PI

Org

Visual Shell wn GS

Munsell Color

HHD13-S284-CB-1 5 SP 2.69 2.5Y 6/6

HHD13-S284-CB-1 6 SC 49 19 30 18.9 2.5Y 4/4

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

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Boring

Sample Designation

USCS LL PL PI

Org

Visual Shell wn GS

Munsell Color

HHD13-S284-CB-1 12 SP-SM 42 2.5Y 7/2

HHD13-S284-CB-1 16 SM 19.5 2.5Y 4/3

HHD13-S284-CB-1 23 SP 2.5Y 6/3

HHD13-S284-CB-1 29 SW-SM 46 2.5Y 5/3

HHD13-S284-CB-1 34 SP-SM 2.5Y 5/4

HHD13-S284-CB-1 38 SP-SM 2.5Y 5/4

HHD13-S284-CB-3 12 SP-SM 50 2.5Y 7/2

HHD13-S284-CB-3 16 SP-SM 22.2 2.5Y 5/2

HHD13-S284-CB-3 22 SP 2.5Y 6/2

HHD13-S284-CB-3 31 SP-SM 49 2.76 2.5Y 5/2

HHD13-S284-CB-3 35 SP-SM 2.5Y 5/4

HHD13-S284-CB-3 38 SP-SM 2.5Y 6/4

HHD13-S284-CB-3 40 SP-SM 28 2.5Y 5/3

HHD13-S284-CB-5 3 SM 2.71 2.5Y 6/4

HHD13-S284-CB-5 10 SP-SM 2.67 2.5Y 6/4

HHD13-S284-CB-5 12 SP-SM 30 23 7 22.3 2.5Y 5/4

HHD13-S284-CB-5 21 SM 41 2.5Y 7/2

HHD13-S284-CB-5 24 SP-SM 2.5Y 5/3

HHD13-S284-CB-5 31 SP-SM 2.5Y 7/2

HHD13-S284-CB-5 40 SP-SM 10YR 5/4

HHD13-S284-CB-5 45 SP-SM 2.5Y 5/2

HHD13-S284-CB-6 4 SP 1 10YR 4/3

HHD13-S284-CB-6 9 SP-SM 42 2.5Y 7/4

HHD13-S284-CB-6 15 SP 40 2.5Y 7/2

HHD13-S284-CB-6 25 SM 41 2.5Y 5/3

HHD13-S284-CB-6 32 SP 28 2.71 10YR 7/3

HHD17-S284-CB-1 16 SM 2.5Y 6/6

HHD17-S284-CB-2 5 SP-SM 2.67 10YR 4/2

HHD17-S284-CB-2 17 SM 5 2.70 10YR 7/3

HHD17-S284-CB-3 26 SP-SM 58 2.79 10YR 7/3

USCS: Unified Soil Classification System; LL: liquid limit; PL: plastic limit; PI: Plastic Index; Org %: Organic Content; wn: moisture content; Gs: specific gravity

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

HHD17-S284-CB-1 10.5 – 11.3 1,419.9 132.6

5.4 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. Rock was cored in borings HHD13-S284-CB-7 and HHD13-S284-CB-8; however, HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 12 the recovered rock core was completely broken and the required intact core length required for Unconfined Compressive Strength (USC) testing was not available.

Hand auger borings were accomplished using a 3.25” ID auger head sampler 0.6’ long. The auger head sampler was attached to a 60” extension and T-Handle. Soil samples were retrieved exerting downward pressure while simultaneously turning the T-Handle. Refusal was encountered when the auger could no longer be advanced downward.

Probes were accomplished using a 1” hollow aluminum pipe 22’ long with an attached 1’ X 1’ X ¼” plate on one end. The probe is sent to the bottom of the channel where the top of sediment is measured from the canal surface. The one-inch end of the probe is then pressed into the sediment to refusal. The thickness of the sediment is obtained by the final pushing.

5.5 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 904-232-1147 or the Chief, Geology and Explorations Section at 904-232- 1617 at least seven (7) working days before the visit.

The following information will be required to schedule the visit:

(1) Project title;

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

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

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

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

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

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

00 31 32 - 13

Plate 1. Vicinity Map

00 31 32 - 14

Plate 2. Location of S-284 (HP-5) Field Investigations

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 15

Plate 3. General Location Map of S-284 (HP-5) Hand Probes

00 31 32 - 16

Plate 4. Location of S-284 (HP-5) Area A Hand Probes

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 17

Plate 5. Location of S-284 (HP-5) Area B Hand Probes

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 18

Plate 6. Location of S-284 (HP-5) Area C Hand Probes

00 31 32 - 19

Plate 7. Location of S-284 (HP-5) Sediment Probes

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 20

5.6 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.

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

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00 31 32 - 21

35.7

34.2

32.7

31.2

29.7

28.2

26.7

25.2

23.7

22.2

20.7

0.00.0

35.735.7

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, damp, tan-light brown (SP)

At El. 32.7 Ft. trace gravel, gray

From El. 26.7 to 25.2 Ft. organic stain

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

2. BORING DESIGNATION

STARTED

3. DRILLING AGENCY

13. TOTAL NUMBER CORE BOXES

Boring Designation

17. TOTAL RECOVERY FOR BORING

10. COORDINATE SYSTEM/DATUM

MANUAL HAMMER

DRILLING LOG

VERTICAL

OF

CB-HP-5-R

UNDISTURBED (UD)

16. ELEVATION TOP OF BORING

BEARING

8. TOTAL DEPTH OF BORING

SHEETS

5. DIRECTION OF BORING

DISTURBED

DEG. FROM

VERTICAL

SHEET

14. ELEVATION GROUND WATER

HORIZONTAL

1. PROJECT

INCLINED

DIVISION INSTALLATION

VERTICAL

CONTRACTOR FILE NO.

11. MANUFACTURER'S DESIGNATION OF DRILL

COMPLETED

18. SIGNATURE AND TITLE OF INSPECTOR

15. DATE BORING

7. DEPTH DRILLED INTO ROCK

12. TOTAL SAMPLES

9. SIZE AND TYPE OF BIT

6. THICKNESS OF OVERBURDEN

CB-HP-5-R

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

South Atlantic

N/A

L.C. Gregory / R. Gordon

Herbert Hoover Dike

Tributary Culvert - Harney Pond Culvert 5

06-09-94

35.7 Ft.

71.2 %

15.2 Ft.

NAD83

See Remarks

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

X = 632,764 Y = 981,079

NAVD88

Failing 1500

Corps of Engineers - CESAJ

52.5 Ft.

Jacksonville District

06-08-94

N/A

M. Marty Goff, Geologist

JUN 02

SAJ FORM 1836

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00 31 32 - 22

19.2

17.7

16.2

14.7

13.2

11.7

10.2

8.7

7.2

5.7

4.2

2.7

1.2

22.0

13.7

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

At El. 18.3 Ft. trace gravel, gray

At El. 17.7 Ft. little shell, wet

At El. 15.7 Ft. trace shell

At El. 13.7 Ft. potential base of FILL SAND, fine to medium-grained quartz, trace shell, wet, gray (SP)

At El. 2.7 Ft. slightly calcareous

At El. 1.2 Ft. trace nodules, brown

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

35.7 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 632,764 Y = 981,079

CB-HP-5-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

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00 31 32 - 23

-16.8

-0.3

-1.8

-3.3

-4.8

-6.3

-7.8

-9.3

-10.8

-12.3

-13.8

-15.3

-16.8

52.5

35.6

36.3 48

WOH

0.1

-0.6

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

Abbreviations:

WOH = Weight of Hammer.)>>

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SANDSTONE, moderately-hard, light brown

SAND, fine to medium-grained quartz, trace shell, wet, gray-tan (SP)

At El. -4.8 Ft. little shell, 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

DEPTH

RQD

OR

UD

B

LO

W S

0.

FT

REMARKSCLASSIFICATION OF MATERIALS %

REC.

LE

G

E N

D

ELEV.

B O

X O

R S

A M

P

LE

N -V

A

LU

E

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

35.7 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 632,764 Y = 981,079

CB-HP-5-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 24

System.

3. Revised boring log: Boring log updated to reflect current project horizontal and vertical datum, corrected minor omissions/errors, 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

ELEVATION TOP OF BORING

Boring Designation

Herbert Hoover Dike

35.7 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 632,764 Y = 981,079

CB-HP-5-R

COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL

OF 4

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING LOG (Cont. Sheet)

NAVD88

JUN 02

SAJ FORM 1836-A

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 25

H ig hl y

W ea th er ed M od

W ea

17.0

15.5

14.0

12.5

11.0

9.5

8.0

6.5

5.0

3.5

2.0

0.0

3.0

4.5

7.5

9.0

14.5

0.0

17.017.0

14.0

12.5

9.5

8.0

2.5

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

SPT Sampler

FILL, sandy, mostly fine-grained sand-sized quartz, few fine to coarse-grained sand-sized shell, few silt, trace fine gravel-sized limestone, moist, 2.5Y 7/4 pale yellow

At El. 15.5 Ft., little silt, trace clay

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, few silt, moist, weak cementation, occasional thin layer of limestone (SP-SM) SAND, poorly-graded, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, trace silt, wet, white (SP)

At El. 11.0 Ft., few fine to coarse-grained sand-sized shell, iron staining

SAND, clayey, mostly fine-grained sand-sized quartz, some clay, few silt, wet, 5GY 7/1 light greenish gray (SC)

SANDSTONE, fossiliferous, moderately hard, highly weathered, interbedded with poorly cemented sand and shell, brown

At El. 4.0 Ft., moderately weathered

SAND, silty, mostly fine-grained sand-sized

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-S284-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-S284-CB-1

4. NAME OF DRILLER

AUTO HAMMERLOCATION COORDINATES

(Continued)

11.7 Ft.

South Atlantic

N/A

James Knox

Herbert Hoover Dike

Structure 284 / Culvert HP-5 Replacement

04-01-13

17.0 Ft.

75 %

NAD83

See Remarks

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

X = 632,903 Y = 980,895

NAVD88

Failing 1500

Corps of Engineers - CESAM

70.5 Ft.

Jacksonville District

04-16-13

N/A

Bobby Norris, Geologist

JUN 02

SAJ FORM 1836

HERBERT HOOVER DIKE STRUCTURE REHABILITATION

S-284 (CULVERT HP-5) REPLACEMENT

00 31 32 - 26 hl y

W ea th er ed

0.5

-1.0

-2.5

-4.0

-5.5

-7.0

-8.5

-10.0

-11.5

-13.0

-14.5

-16.0

-17.5

16.5

19.0

26.7

30.0

33.0

0.5

-2.0

-9.7

-13.0

-16.0

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 quartz, little silt, few sand to gravel-sized shell, wet, weak cementation, occasional thin layers of sandstone and nodules, light brown gray (SM)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, few silt, wet, occasional sandstone nodules, silt content increases with depth, 5Y 7.5/1 yellowish gray (SP-SM)

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

At El. -4.0 Ft., discontinue clay, dark brown gray

At El. -8.5 Ft., some fine to coarse-grained sand-sized shell, weak cementation, occasional nodules

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

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz, some fine to coarse-grained sand-sized shell, few silt, wet, weak cementation, occasional thin layer of sandstone and nodules, 5Y 8/1 white

(SP-SM)

At El. -14.5 Ft., little fine to coarse-grained sand-sized shell

SAND, poorly-graded, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, trace silt, wet, weak cementation, 5Y 8/1 white (SP)

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

17.0 Ft.

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

Jacksonville District

VERTICAL

SHEETS

SHEET

X = 632,903 Y = 980,895

HHD13-S284-CB-1

INSTALLATION

LOCATION COORDINATES

NAD83

DRILLING…