Volume_2_Specs_KI1_and_KI2_5.18.17.pdf

W912EP-17-R-0006

Jacksonville District

Herbert Hoover Dike Rehabilitation Structure Replacements S-265 (KI-2) and S-266 (KI-1) Reconstruction

Okeechobee County, Florida

Construction Solicitation and Specifications Volume 2 of 2

See Volume 1 of 2 for issue date

Herbert Hoover Dike Rehabilitation, Structure Replacements KI-1 (S-266) and KI-2 (S-265) Reconstruction

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 19 TIMBER 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

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

00 31 21-i

Section 00 31 21

CONTROL MONUMENT DESCRIPTIONS

Point (PID) Identifier Easting Northing Elevation

AF6695 W 357 668843.24 1057658.84 30.42

AE6451 KR 1014 668475.29 1051530.12 25.17

KR 1346 676899.01* 1045613.57* 32.62

FCE 4563 676152.67* 1045990.57* 30.84

NOTE: 1. Elevations are based on the North

American Vertical Datum of 1988 (NAVD88) and are in feet.

2. Horizontal coordinates are based on the transverse Mercator projection for the East zone of Florida and are referenced to the North American Datum of 1983, adjustment of 2011 (NAD83(2011)) and are in U.S. Survey Feet.

*Horizontal values determined from Online Positioning User Service (OPUS)-reference Survey 16-110.

1 National Geodetic Survey, Retrieval Date = DECEMBER 28, 2016

AF6695 ***********************************************************************

AF6695 DESIGNATION - W 357

AF6695 PID - AF6695

AF6695 STATE/COUNTY- FL/OKEECHOBEE

AF6695 COUNTRY - US

AF6695 USGS QUAD - OKEECHOBEE NW (1972)

AF6695

AF6695 *CURRENT SURVEY CONTROL

AF6695 ______________________________________________________________________

AF6695* NAD 83(2011) POSITION- 27 14 36.30331(N) 080 57 39.54604(W) ADJUSTED

AF6695* NAD 83(2011) ELLIP HT- -17.037 (meters) (06/27/12) ADJUSTED

AF6695* NAD 83(2011) EPOCH - 2010.00

AF6695* NAVD 88 ORTHO HEIGHT - 9.273 (meters) 30.42 (feet) ADJUSTED

AF6695 ______________________________________________________________________

AF6695 GEOID HEIGHT - -26.352 (meters) GEOID12B AF6695 NAD 83(2011) X - 891,515.389 (meters) COMP AF6695 NAD 83(2011) Y - -5,604,105.912 (meters) COMP AF6695 NAD 83(2011) Z - 2,902,213.915 (meters) COMP AF6695 LAPLACE CORR - -3.17 (seconds) DEFLEC12B AF6695 DYNAMIC HEIGHT - 9.258 (meters) 30.37 (feet) COMP AF6695 MODELED GRAVITY - 979,101.0 (mgal) NAVD 88

AF6695

AF6695 VERT ORDER - FIRST CLASS II

AF6695

AF6695 Network accuracy estimates per FGDC Geospatial Positioning Accuracy AF6695 Standards:

AF6695 FGDC (95% conf, cm) Standard deviation (cm) CorrNE AF6695 Horiz Ellip SD_N SD_E SD_h (unitless)

AF6695 -------------------------------------------------------------------

AF6695 NETWORK 2.25 2.80 0.97 0.84 1.43 -0.27495167

AF6695 -------------------------------------------------------------------

AF6695 Click here for local accuracies and other accuracy information.

AF6695

AF6695

AF6695.The horizontal coordinates were established by GPS observations AF6695.and adjusted by the National Geodetic Survey in June 2012.

AF6695

AF6695.NAD 83(2011) refers to NAD 83 coordinates where the reference frame has AF6695.been affixed to the stable North American tectonic plate. See AF6695.NA2011 for more information.

AF6695

AF6695.The horizontal coordinates are valid at the epoch date displayed above AF6695.which is a decimal equivalence of Year/Month/Day.

AF6695

AF6695.The orthometric height was determined by differential leveling and AF6695.adjusted by the NATIONAL GEODETIC SURVEY AF6695.in June 1991.

AF6695

AF6695.Significant digits in the geoid height do not necessarily reflect accuracy.

AF6695.GEOID12B height accuracy estimate available here.

AF6695

AF6695.The X, Y, and Z were computed from the position and the ellipsoidal ht.

00 31 21-1

AF6695.The Laplace correction was computed from DEFLEC12B derived deflections.

AF6695

AF6695.The ellipsoidal height was determined by GPS observations AF6695.and is referenced to NAD 83.

AF6695

AF6695.The dynamic height is computed by dividing the NAVD 88 AF6695.geopotential number by the normal gravity value computed on the AF6695.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45 AF6695.degrees latitude (g = 980.6199 gals.).

AF6695

AF6695.The modeled gravity was interpolated from observed gravity values.

AF6695

AF6695. The following values were computed from the NAD 83(2011) position.

AF6695

AF6695; North East Units Scale Factor Converg.

AF6695;SPC FL E - 322,375.060 203,863.828 MT 0.99994136 +0 01 04.3

AF6695;SPC FL E - 1,057,658.84 668,843.24 sFT 0.99994136 +0 01 04.3

AF6695;UTM 17 - 3,013,397.048 503,862.510 MT 0.99960018 +0 01 04.3

AF6695

AF6695! - Elev Factor x Scale Factor = Combined Factor AF6695!SPC FL E - 1.00000268 x 0.99994136 = 0.99994404 AF6695!UTM 17 - 1.00000268 x 0.99960018 = 0.99960286

AF6695

AF6695_U.S. NATIONAL GRID SPATIAL ADDRESS: 17RNL0386213397(NAD 83)

AF6695

AF6695 SUPERSEDED SURVEY CONTROL

AF6695

AF6695 NAD 83(2007)- 27 14 36.30347(N) 080 57 39.54678(W) AD(2002.00) 0

AF6695 ELLIP H (02/10/07) -17.019 (m) GP(2002.00)

AF6695 NAD 83(1999)- 27 14 36.30337(N) 080 57 39.54725(W) AD( ) 1

AF6695 ELLIP H (12/12/02) -17.022 (m) GP( ) 2 2 AF6695 NAVD 88 9.27 (m) 30.4 (f) LEVELING 3 AF6695 NGVD 29 (09/01/92) 9.637 (m) 31.62 (f) ADJUSTED 1 2

AF6695

AF6695.Superseded values are not recommended for survey control.

AF6695

AF6695.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.

AF6695.See file dsdata.txt to determine how the superseded data were derived.

AF6695

AF6695_MARKER: DV = VERTICAL CONTROL DISK

AF6695_SETTING: 49 = STAINLESS STEEL ROD W/O SLEEVE (10 FT.+)

AF6695_STAMPING: W 357 1979

AF6695_MARK LOGO: NGS

AF6695_PROJECTION: FLUSH

AF6695_MAGNETIC: N = NO MAGNETIC MATERIAL

AF6695_STABILITY: B = PROBABLY HOLD POSITION/ELEVATION WELL

AF6695_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

AF6695+SATELLITE: SATELLITE OBSERVATIONS - June 30, 2013 AF6695_ROD/PIPE-DEPTH: 9.75 meters

AF6695

AF6695 HISTORY - Date Condition Report By

AF6695 HISTORY - 1979 MONUMENTED NGS

AF6695 HISTORY - 19950218 GOOD FLDEP

00 31 21-2

AF6695 HISTORY - 20010607 GOOD EMCINC

AF6695 HISTORY - 20010907 GOOD FLDEP

AF6695 HISTORY - 20020413 GOOD MAPTEC

AF6695 HISTORY - 20080909 GOOD MOREKL

AF6695 HISTORY - 20130630 GOOD GCT

AF6695

AF6695 STATION DESCRIPTION

AF6695

AF6695'DESCRIBED BY NATIONAL GEODETIC SURVEY 1979

AF6695'8.1 MI WEST FROM OKEECHOBEE.

AF6695'8.1 MILES WEST ALONG STATE HIGHWAY 70 FROM THE CITY HALL IN

AF6695'OKEECHOBEE, AT AND ACROSS THE ROAD FROM COUNTY ROAD C-670 LEADING

AF6695'NORTH, AT A PRIVATE ROAD LEADING SOUTH, 51 FEET SOUTH OF THE

AF6695'CENTERLINE OF THE HIGHWAY, 14 FEET EAST OF THE CENTERLINE OF THE

AF6695'PRIVATE ROAD AND 1 FOOT NORTH OF A FENCE CORNER.

AF6695

AF6695 STATION RECOVERY (1995)

AF6695

AF6695'RECOVERY NOTE BY FL DEPT OF ENV PRO 1995

AF6695'RECOVERED AS DESCRIBED.

AF6695

AF6695 STATION RECOVERY (2001)

AF6695

AF6695'RECOVERY NOTE BY EMC INCORPORATED 2001 (WJB)

AF6695'RECOVERED AS DESCRIBED.

AF6695

AF6695 STATION RECOVERY (2001)

AF6695

AF6695'RECOVERY NOTE BY FL DEPT OF ENV PRO 2001 (JLM)

AF6695'THE MARK IS ABOUT 8.0 MI WEST OF OKEECHOBEE, IN SECTION 20, TOWNSHIP

AF6695'37 SOUTH, RANGE 34

AF6695'EAST.

AF6695'

AF6695'TO REACH THE MARK FROM THE JUNCTION OF U.S. HIGHWAY 441 (PARROTT

AF6695'STREET) AND STATE

AF6695'ROAD 70 (PARK STREET) IN OKEECHOBEE, GO WEST ON STATE ROAD 70 (U.S.

AF6695'HIGHWAY 98, PARK

AF6695'STREET) FOR 8.1 MI TO THE JUNCTION OF NORTHWEST 128TH AVENUE ON THE

AF6695'RIGHT (COUNTY ROAD

AF6695'599), A PRIVATE ROAD ON THE LEFT LEADING SOUTH AND THE MARK ON THE

AF6695'LEFT, A DISK SET ON THE

AF6695'TOP OF A STAINLESS STEEL ROD DRIVEN INTO THE GROUND.

AF6695'

AF6695'LOCATED 51.0 FT SOUTH OF THE CENTERLINE OF U.S. HIGHWAY 98, 14.0 FT

AF6695'EAST OF THE

AF6695'APPROXIMATE CENTERLINE OF SOUTHWEST 128TH AVENUE AND 1.0 FT NORTH OF A

AF6695'FENCE CORNER.

AF6695

AF6695 STATION RECOVERY (2002)

AF6695

AF6695'RECOVERY NOTE BY MAPTECH INCORPORATED 2002 (CDP)

AF6695'RECOVERED AS DESCRIBED

AF6695 STATION RECOVERY (2008)

00 31 21-3

AF6695'RECOVERY NOTE BY MORGAN AND EKLUND INC 2008

AF6695'RECOVERED IN GOOD CONDITION.

AF6695

AF6695 STATION RECOVERY (2013)

AF6695

AF6695'RECOVERY NOTE BY GUSTIN, COTHERN, AND TUCKER, I 2013 (HWW)

AF6695'RECOVERED IN GOOD CONDITION.

00 31 21-4

1 National Geodetic Survey, Retrieval Date = DECEMBER 28, 2016

AE6451 ***********************************************************************

AE6451 DESIGNATION - KR 1014

AE6451 PID - AE6451

AE6451 STATE/COUNTY- FL/OKEECHOBEE

AE6451 COUNTRY - US

AE6451 USGS QUAD - OKEECHOBEE NW (1972)

AE6451

AE6451 *CURRENT SURVEY CONTROL

AE6451 ______________________________________________________________________

AE6451* NAD 83(2011) POSITION- 27 13 35.61046(N) 080 57 43.64343(W) ADJUSTED

AE6451* NAD 83(2011) ELLIP HT- -18.648 (meters) (03/26/13) ADJUSTED

AE6451* NAD 83(2011) EPOCH - 2010.00

AE6451* NAVD 88 ORTHO HEIGHT - 7.671 (meters) 25.17 (feet) ADJUSTED

AE6451 ______________________________________________________________________

AE6451 GEOID HEIGHT - -26.329 (meters) GEOID12B AE6451 NAD 83(2011) X - 891,538.138 (meters) COMP AE6451 NAD 83(2011) Y - -5,604,966.514 (meters) COMP AE6451 NAD 83(2011) Z - 2,900,552.174 (meters) COMP AE6451 LAPLACE CORR - -3.35 (seconds) DEFLEC12B AE6451 DYNAMIC HEIGHT - 7.659 (meters) 25.13 (feet) COMP AE6451 MODELED GRAVITY - 979,098.6 (mgal) NAVD 88

AE6451

AE6451 VERT ORDER - SECOND CLASS I

AE6451

AE6451 Network accuracy estimates per FGDC Geospatial Positioning Accuracy AE6451 Standards:

AE6451 FGDC (95% conf, cm) Standard deviation (cm) CorrNE AE6451 Horiz Ellip SD_N SD_E SD_h (unitless)

AE6451 -------------------------------------------------------------------

AE6451 NETWORK 0.64 1.27 0.25 0.27 0.65 0.05343040

AE6451 -------------------------------------------------------------------

AE6451 Click here for local accuracies and other accuracy information.

AE6451

AE6451

AE6451.The horizontal coordinates were established by GPS observations AE6451.and adjusted by the FL DEPT OF ENV PRO in March 2013.

AE6451

AE6451.NAD 83(2011) refers to NAD 83 coordinates where the reference frame has AE6451.been affixed to the stable North American tectonic plate. See AE6451.NA2011 for more information.

AE6451

AE6451.The horizontal coordinates are valid at the epoch date displayed above AE6451.which is a decimal equivalence of Year/Month/Day.

AE6451

AE6451.The orthometric height was determined by differential leveling and AE6451.adjusted by the NATIONAL GEODETIC SURVEY AE6451.in March 1998.

AE6451

AE6451.Significant digits in the geoid height do not necessarily reflect accuracy.

AE6451.GEOID12B height accuracy estimate available here.

AE6451

AE6451.The X, Y, and Z were computed from the position and the ellipsoidal ht.

00 31 21-5

AE6451

AE6451.The Laplace correction was computed from DEFLEC12B derived deflections.

AE6451

AE6451.The ellipsoidal height was determined by GPS observations AE6451.and is referenced to NAD 83.

AE6451

AE6451.The dynamic height is computed by dividing the NAVD 88 AE6451.geopotential number by the normal gravity value computed on the AE6451.Geodetic Reference System of 1980 (GRS 80) ellipsoid at 45 AE6451.degrees latitude (g = 980.6199 gals.).

AE6451

AE6451.The modeled gravity was interpolated from observed gravity values.

AE6451

AE6451. The following values were computed from the NAD 83(2011) position.

AE6451

AE6451; North East Units Scale Factor Converg.

AE6451;SPC FL E - 320,507.022 203,751.676 MT 0.99994135 +0 01 02.4

AE6451;SPC FL E - 1,051,530.12 668,475.29 sFT 0.99994135 +0 01 02.4

AE6451;UTM 17 - 3,011,529.648 503,750.396 MT 0.99960017 +0 01 02.4

AE6451

AE6451! - Elev Factor x Scale Factor = Combined Factor AE6451!SPC FL E - 1.00000293 x 0.99994135 = 0.99994428 AE6451!UTM 17 - 1.00000293 x 0.99960017 = 0.99960310

AE6451

AE6451_U.S. NATIONAL GRID SPATIAL ADDRESS: 17RNL0375011529(NAD 83)

AE6451

AE6451 SUPERSEDED SURVEY CONTROL

AE6451

AE6451.No superseded survey control is available for this station.

AE6451

AE6451_MARKER: DD = SURVEY DISK

AE6451_SETTING: 36 = SET IN A MASSIVE STRUCTURE

AE6451_SP_SET: BOAT LOCK

AE6451_STAMPING: KR 1014 1964 JACKSONVILLE

AE6451_MARK LOGO: USE

AE6451_MAGNETIC: N = NO MAGNETIC MATERIAL

AE6451_STABILITY: B = PROBABLY HOLD POSITION/ELEVATION WELL

AE6451_SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

AE6451+SATELLITE: SATELLITE OBSERVATIONS - September 16, 2008

AE6451

AE6451 HISTORY - Date Condition Report By

AE6451 HISTORY - 1964 MONUMENTED USE

AE6451 HISTORY - 19950215 GOOD FLDEP

AE6451 HISTORY - 20080916 GOOD FLDEP

AE6451

AE6451 STATION DESCRIPTION

AE6451

AE6451'DESCRIBED BY FL DEPT OF ENV PRO 1995 (LGB)

AE6451'THE MARK IS ABOUT 8.1 MI (13.0 KM) SOUTHWEST OF OCKEECHOBEE IN SECTION

AE6451'30, TOWNSHIP 37 SOUTH, RANGE 34 EAST. TO REACH THE MARK FROM THE

AE6451'INTERSECTION OF STATE ROAD 70 AND U.S. HIGHWAY 441 IN OCKEECHOBEE, GO

AE6451'WEST ON STATE ROAD 70 FOR 4.05 MI (6.52 KM) TO THE EAST END OF THE

AE6451'BRIDGE OVER PAPOSH SLOUGH, CONTINUE WEST ON STATE ROAD 70 FOR 4.0 MI

AE6451'(6.4 KM) TO COUNTY ROAD C 670 NORTH ON THE RIGHT AND THE KISSIMMEE

00 31 21-6

AE6451'RIVER LOCKS ACCESS ROAD ON THE LEFT, TURN LEFT ON ACCESS ROAD AND GO

AE6451'SOUTH FOR 1.2 MI (1.9 KM) TO THE KISSIMMEE RIVER BOAT LOCK AND THE

AE6451'MARK SET FLUSH IN THE NORTH CONCRETE WALL OF THE LOCK. LOCATED 79.8 FT

AE6451'(24.3 M) SOUTHEAST OF THE NORTHWEST LOCK TENDERS CONTROL BOOTH, 27.6

AE6451'FT (8.4 M) NORTHWEST OF THE SOUTHEAST LOCK TENDERS CONTROL BOOTH AND

AE6451'27.0 FT (8.2 M) SOUTHEAST OF A FLAG POLE.

AE6451

AE6451 STATION RECOVERY (2008)

AE6451

AE6451'RECOVERY NOTE BY FL DEPT OF ENV PRO 2008 (BPJ)

AE6451'RECOVERED AS DESCRIBED.

00 31 21-7

00 31 21-8

00 31 21-9

00 31 21-10

00 31 21-11

SECTION 00 31 32

Geotechnical Data Report

For

Herbert Hoover Dike Rehabilitation

Structure Replacement

Culverts S-266 (KI-1) and S-265 (KI-2) Reconstruction

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

5 January 2017

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 Structures 266 (Culvert KI-1) and 265 (Culvert KI-2) Embankment Fill

3.2.2 Structure 266 (Culvert KI-1) Foundation Materials

3.2.3 Structure 265 (Culvert KI-2) Foundation Materials

3.2.4 Structures 266 and 265 Sediment Probes

3.2.5 Groundwater Quality

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 Index Testing Data

5.3 Boring Log Notes

5.4 Inspection of Recovered Materials

5.5 Boring Logs

5.6 Laboratory Testing Data

List of Tables

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

List of Plates

Plate B-1. Vicinity Map Plate B-2. Location of S-266 (KI-1) Field Investigations Plate B-3. Location of S-265 (KI-2) Field Investigations Plate B-4. Location of S-266 (KI-1) Probe Locations Plate B-5. Location of S-265 (KI-2) Probe Locations

Herbert Hoover Dike Rehabilitation Structure Replacement KI-1 (S-266) and KI-2 (S-265) 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 5 new borings and 3 test pits at S-266 and 2 new test pits at S-265. The associated boring logs and laboratory data are presented in paragraphs 5.5 and 5.6, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing both recent and historical knowledge of the project area. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques. Presentation

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.

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 structure. The location of the project sites are shown in Plate 1.

Total replacement of Structures 266 (Culvert KI-1) and 265 (KI-2), 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

Reach 6 of Herbert Hoover Dike 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 foot 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. Below the sands and organic soils, the mid to early Pleistocene 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 Ft. Thompson is in Glades County and its composition varies throughout, but is primarily composed of marine sands, shell beds, Herbert Hoover Dike Rehabilitation Structure Replacement

00 31 32 3 limestone, or sandstone; however, limestone and sandstone is absent at the project site. The formation ranges in thickness from 2 to 15 feet. These deposits lie unconformably with 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 have an overall trend to towards thin to 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 Structures 266 (Culvert KI-1) and 265 (Culvert KI-2) Embankment Fill

The materials encountered for Structures 266 (Culvert KI-1) and 265 (Culvert KI-2) are represented through the borings, test pits, and probes plotted on Plate 2 through Plate 5. The initial materials encountered in the borings drilled on land at both structures is embankment fill.

This fill material had been hydraulically or mechanically placed during the initial construction of the embankment at Structures 266 and 265. When both embankments were raised and widened, new material were mechanically placed. The thickness of the fill averages 20 feet at the crest and thins on the flanks at both structures. 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 all structure locations due to the initial culvert construction excavations. 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 266 (Culvert KI-1) Foundation Materials

Two field investigations were completed at Structure 266. The initial investigation consisting of borings were completed in 2013 as part of the reconstruction design. During redesign the culvert alignment moved and subsequently a second field investigation consisting of borings and test pits that were completed in 2016. The top of natural ground attains an average elevation of 14.7 (NAVD-88). The materials consist primarily of inorganic silt with medium to high plasticity. The layers silt consisted of little to mostly sand-size quartz with occasional pockets of peat and organic silt. These materials have varying amounts of silt and sand and are best delineated by their dark gray to dark brown. The high organic material is usually black in color. This dark inorganic/organic layer averages over 1.5 feet thick, but in the original culvert excavation may have been removed.

Below the dark inorganic silt layer, approximately 25 feet of alluvial sediments are encountered and terminate near elevation -15.0. The sediments consist of a semi-homogeneous light greenish gray to gray, fine, dense, silty to slightly silty quartz sand with trace shell, and are best characterized by its intra-bedding of discontinuous layers of silts and stained sands that range from 1-inch to 5.0 feet thick. Below the alluvial sediments is a thick unit of heterogeneous gray, silty, fine, clayey quartz sand with shell. The shell content varies horizontally and vertically, with 5 to 45% sand to gravel-sized whole and broken shell. This clayey sand unit is generally of loose consistency with SPT blow counts ranging from single digits into the teens. Higher blow count zones are present and are generally caused by zones with a higher shell content. The clayey sand is interbedded with layers of silts and sands. These interbedded layers average 30 feet in

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3.2.3 Structure 265 (Culvert KI-2) Foundation Materials

The site field investigation for S-265 was completed in 2013. Two test pits and on additional boring for slug testing were c in 2016. Foundation material at Structure 265 are similar to S-266. The top of natural ground had an average elevation of 12.2 (NAVD-88). The materials consist primarily of inorganic silt with medium to high plasticity. This layer consisted of little to mostly sand-size quartz with occasional pockets of organic silt, peat, or fine grained sand size quartz. These materials have varying amounts of silt and are best delineated by their dark gray to dark brown.

The high organic material is black in color. This dark inorganic/organic layer averages about 1 foot in thickness, but in the original culvert excavation may have been removed.

Below the dark inorganic silt layer, approximately 30 feet of alluvial sediments are encountered and terminate near elevation -30.0. The sediments consist of a semi-homogeneous light greenish gray to gray, fine, dense silty to slightly silty quartz sand with trace shell, and are best characterized by its intra-bedding of thin discontinuous layers of silts and stained sands that range from 1-inch to 5.0 feet thick. Below the alluvial sediments is a thick unit of heterogeneous gray, silty, fine, clayey quartz sand with shell interbedded with a high plasticity clay. The shell content varies horizontally and vertically, with 5 to 45% sand to gravel-sized whole and broken shell. This clayey sand unit is generally of loose consistency with SPT blow counts ranging from single digits into the teens. Higher blow count zones are present and are generally caused by zones with a higher shell content. The clayey sand unit is interbedded with layers of silts and clays. These interbedded clays and silt layers ranged from 3 to 15 feet in thickness and are found to continue below the deepest boring of elevation of -58.0.

3.2.4 Structures 266 and 265 Sediment Probes

Eleven (11) probes were performed at both S-266 and S-265. At each structure both the landside and lakeside outlet channels to Kissimmee River. The outlet channels for S-266 and S-265 has an average soft sediment thickness of 1.53 and 1.85 feet respectively. The average base elevation for S-266 was 5.16 feet NAVD-88; and the average base elevation for S-265 was 4.66 feet NAVD-88. The inlet channel for S-266 has an average soft sediment thickness of 2.52 feet with an average base elevation of 5.38 feet NAVD-88. The inlet channel for S-265 has an average soft sediment thickness of 6.22 feet with an average base elevation of 2.9 feet NAVD-88.

Kissimmee River soft sediments could not be measured in the center of the canal.

3.2.5 Groundwater Quality

Groundwater quality samples were not collected for S-265 or S-266 during site geotechnical investigations. Biofouling of dewatering systems has occurred at culvert replacement projects located on the Kissimmee River. Periodic scheduled maintenance and cleaning programs may be required if biofouling occurs.

4 DEFINITIONS

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

4.1 DEFINITIONS OF BASIC TERMS

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

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

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

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

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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).

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.

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

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

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

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

Solid - Absence of voids.

Sparsely Fossiliferous – Less than 40 percent fossils.

Steeply Dipping (Dip) - 45 to 90 degrees.

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

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

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

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

Unweathered - No evidence of any mechanical or chemical alteration.

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

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

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

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

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

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

4.3 PREVIOUS LOGGING TERMS

Definition of terms used on boring logs dated before 2000:

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

Incompetent – Rock that disintegrates while coring; weak.

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

Poorly-Indurated – See semi-indurated.

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

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

4.4 TESTING AND PROCEDURE METHODS

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

ASTM C535

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

ASTM C131

Air Content by the Pressure Method ASTM C231

Air Content by the Volumetric Method ASTM C173

Air-Entraining Admixtures for Concrete ASTM C233

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

Bulk Specific Gravity of Bituminous Mixtures ASTM D2726

Capping Cylindrical Concrete Specimens ASTM C617

Carbonate Content ASTM D4373

Compaction: 4" Mold, Modified Proctor ASTM D1557

Compaction: 4" Mold, Standard Proctor ASTM D698

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Test/Procedure Method

Compaction: 6" Mold, Modified Proctor ASTM D1557

Compaction: 6" Mold, Standard Proctor ASTM D698

Compressive Strength of Cast in Place Concrete Cylinders ASTM C873

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

Compressive Strength of Lightweight Concrete ASTM C495

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

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

ASTM

D2922/D3017

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

ASTM D2950

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

Direct Shear ASTM D3080

Drilled Cores and Sawed Beams of Concrete ASTM C42

Extraction of Bituminous Paving Mixtures ASTM D2172

Freezing and Thawing (up to 55 cycles) ASTM D5312

Grain size sieve Analysis ASTM D422

Hydrometer Analysis ASTM D422

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

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

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

Material Passing No. 200 Sieve ASTM D1140

Modulus of Elasticity ASTM D3148

Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974

Organic Impurities in Fine Aggregate ASTM C40

Permeability: Constant Head Permeability ASTM D2434

Permeability: Falling Head Permeability ASTM D5084

Petrographic Examination ASTM C295

Sampling Aggregate (Minimum 4 hours) ASTM D75

Sampling Freshly Mixed Concrete ASTM C172

Sedimentation Rate No ASTM

Sieve Analysis of Aggregate ASTM C136

Slump of Hydraulic-Cement Concrete ASTM C143

Soil Classification (Boring logs) ASTM D 2488

Specific Gravity and Absorption of Fine Aggregate ASTM C128

Specific Gravity for Rock ASTM C127

Specific Gravity for Soil ASTM D854

SPLITTING TENSILE STRENGTH ASTM D3967

Splitting Tensile Strength of Concrete Cylinders ASTM C496

Subsample Preparation ASTM D4220, Group B ASTM D4220, Herbert Hoover Dike Rehabilitation Structure Replacement

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Test/Procedure Method

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-KL-1-R 686940 1037921

S-266

HHD13-S266-CB-1 686796 1037764

HHD13-S266-CB-2 687031 1037887

HHD13-S266-CB-3 868814 1037974

HHD13-S266-CB-4 686889 1038018

HHD13-S266-CB-5 687124 1037980

HHD13-S266-CB-6 687030 1038091

HHD16-S266-CB-1 686377 1037837

HHD16-S266-CB-2 686941 1038195

HHD16-S266-CB-3 686660 1038150

HHD16-S266-CB-4 686753 1038200

HHD16-S266-CB-5 686759 1038407

CB-KI-2-R 676474 1045721

S-265

HHD13-S265-CB-1 676702 1045608

HHD13-S265-CB-2 676884 1045702

HHD13-S265-CB-3 676476 1045744

HHD13-S265-CB-3** 676470 1045751

HHD13-S265-CB-4 677050 1045786

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Designation State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

HHD13-S265-CB-5 676702 1045827

HHD13-S265-CB-6 676833 1045824

* Coordinates presented correspond to the project coordinate system and datum ** Additional Boring HHD13-S265-CB-3

Table 2. Available Test Pit Data

Designation State Plane, FL-East, NAD83

Project Location X Y

HHD16-S266-TP-1 686293 1037606

S-266 HHD16-S266-TP-2 686460 1038038

HHD16-S266-TP-3 687144 1038445

HHD16-S265-TP-1 676797 1045600

S-265

HHD16-S265-TP-2 676715 1045790

* 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

Sediment (ft.)

1 687463 1038260 1.1

S266

2 687355 1038200 1.9 3 687238 1038139 0.6 4 687192 1038088 2.2 5 687129 1038058 2.3 6 687057 1038018 1.1 7 686828 1037863 2.0 8 686715 1037796 1.5 9 686600 1037724 2.5 10 686452 1037644 3.0 11 686336 1038568 3.6 1 677599 1046049 0.8

S265

2 677463 1046009 0.7 3 677364 1046009 1.3 4 677174 1045948 3.4 5 677021 1045867 2.9 6 646940 1045756 2.0 7 676642 1045686 5.4 8 676523 1045641 5.7 9 676413 1045589 7.1 10 676310 1045531 7.2 11 676188 1045456 5.7

* Coordinates presented correspond to the project coordinate system and datum

Slug tests for determination of hydraulic conductivity were obtained for this data set. Three slug tests were performed in the following borings HHD16-S266-CB-3, HHD16-S66-CB-5, HHD13- S265-CB-3, and HHD13-S265-CB-5. Each slug test consisted of a falling and rising head measurements. See Table 5 for testing results.

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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-S266-CB-3 24 to 29 2.4E-02 2.6E-02 3.3E-02 2.9E-02 2.6E-02 2.9E-02

HHD16-S266-CB-4

-13.6 to

-17.7 1.2E-02 2.3E-02 1.4E-02 1.5E-02 1.6E-02 1.8E-02

HHD13-S265-CB-3

-3.0 to

-8.0 2.8E-02 2.6E-02 1.6E-02 2.2E-02 2.8E-02 2.7E-02

HHD13-S265-CB-5

-10.0 to

-15.0 5.4E-03 4.4E-03 4.4E-03 5.8E-03 4.6E-03 5.4E-03

5.2 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-S266-CB-1 7 MH 84 66 18 12 61

HHD13-S266-CB-1 12 SP-SM 2.5Y 4/1

HHD13-S266-CB-1 17 SP-SM 2.5Y 4/1

HHD13-S266-CB-1 22 SP-SM 27.5 5Y 3/2

HHD13-S266-CB-1 25 SW-SM 43 5Y 4/2

HHD13-S266-CB-1 27 SC 55 25 30 30 2.5Y 4/2

HHD13-S266-CB-1 35 SP-SM 2.5Y 6/2

HHD13-S266-CB-1 36 SM 52 32.4 2.5Y 7/2

HHD13-S266-CB-2 5 SP 2.5Y 7/4

HHD13-S266-CB-2 11 SP-SM 2.5Y 6/4

HHD13-S266-CB-2 17 SP 10YR4/3

HHD13-S266-CB-2 22 SM 41 5Y 4/2

HHD13-S266-CB-2 25 CH 55 20 35 42.5 5Y 4/2

HHD13-S266-CB-2 27 SM 37 26 11 32.8 5Y 5/2

HHD13-S266-CB-2 30 SM 25.1 5Y 6/2

HHD13-S266-CB-2 34 SM 2.5Y 6/2

HHD13-S266-CB-2 38 SW-SM 45 2.5Y 7/2

HHD13-S266-CB-2 40 SC 32 22 10 31.2 5Y 4/2

HHD13-S266-CB-4 4 SP-SM 2.5Y 7/2

HHD13-S266-CB-4 10 SW-SM 2.5Y 7/3

HHD13-S266-CB-5 27 CH 106 23 83 59.4

HHD13-S266-CB-5 29 SM 35 26 9 1 35.7 5Y 6/2

HHD13-S266-CB-6 7 PT 124 53 71 32 104

HHD13-S266-CB-6 11 SM 2.62 2.5Y 4/1

HHD13-S266-CB-6 19 SP-SM 2.5Y 6/1

HHD13-S266-CB-6 26 SM 39 29 10 32.2 5Y 5/2

HHD13-S266-CB-6 31 SM 34 25 9 29.8 5Y 4/2

HHD13-S266-CB-6 34 SP-SM 37.1 2.5Y 6/1

HHD13-S266-CB-6 42 SC 34 19 15 15 5Y 8/2

HHD13-S266-CB-6 48 SM 2.5Y 4/1

HHD16-S266-CB-1 4 SP-SM 23.4 2.69 2.5Y 3/1

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Boring

Sample Designation

USCS LL PL PI

Org

Visual Shell wn GS

Munsell Color

HHD16-S266-CB-1 10 SP-SM 0 3.4 36.8 2.5Y 7/2

HHD16-S266-CB-1 13 SP-SM 0 1.1 22.1 2.67 2.5Y 6/1

HHD16-S266-CB-2 4 OH 89.3 2.38 2.5Y 3/1

HHD16-S266-CB-2 7 SM 29.3 27 25 0.7 4.5 29.3 2.62 2.5Y 6/1

HHD16-S266-CB-2 15 SP 21.5 2.66 2.5Y 7/3

HHD16-S266-CB-2 20 ML 33 5Y 4/1

HHD16-S266-CB-2 25 SC 34.6 2.8 5Y 7/3

HHD16-S266-CB-3 5 SP-SM 10.8 2.68 2.5Y 8/3

HHD16-S266-CB-3 10 SP-SM 35.8 2.62 2.5Y 6/1

HHD16-S266-CB-3 15 SP 25.4 2.65 10YR 7/2

HHD16-S266-CB-3 18 SP 0 0 22.3 2.68 2.5Y 7/2

HHD16-S266-CB-3 26 SP-SM 24.4 2.72 5Y 7/3

HHD16-S-266-CB-3 28 SC 36 2.68 5Y 7/2

HHD16-S266-CB-4 7 SP-SM 10.1 2.69 2.5Y 7/3

HHD16-S266-CB-4 13 SM 133 64 69 21.1 0.0 148.6 2.28 2.5Y 7/2

HHD16-S266-CB-4 21 SP 22.3 2.64 10YR 7/2

HHD16-S266-CB-4 26 SP 20.2 10YR 7/2

HHD16-S266-CB-4 31 SC 31.5 2.70 5Y 6/3

HHD16-S266-CB-4 35 SC 33.7 2.75 56 7/3

HHD16-S266-CB-5 5 SM 46.9 10YR 3/2

HHD16-S266-CB-5 13 SP NP NP 0.2 2.1 19.4 2.65 2.5Y 5/2

HHD16-S266-CB-5 15 SP 18.9 2.37 10Y 7/2

HHD16-S266-CB-5 20 SP 22.2 2.74 10YR 6/1

HHD16-S266-CB-5 27 SP-SC 38.5 2.73 5Y 7/3

HHD13-S265-CB-1 5 MH 153 79 74 16

HHD13-S265-CB-1 11 SP 2.70 2.5Y 7/2

HHD13-S265-CB-1 14 MH 147 65 82 16 94.8

HHD13-S265-CB-1 22 SP-SM 2.5Y 7/1

HHD13-S265-CB-1 27 SP-SM 2.5Y 5/2

HHD13-S265-CB-1 30 SM 47 5Y 4/1

HHD13-S265-CB-1 U-1 CH 120 22 98 52.5 2.66 10Y 5/1

HHD13-S265-CB-1 36 CH 70 19 51 53.1 5Y 4/2

HHD13-S265-CB-1 40 CH 62 19 43 43.7 5Y 5/2

HHD13-S265-CB-2 7 SM 1 21.8 5Y 3/1

HHD13-S265-CB-2 21 SP 5Y 5/1

HHD13-S265-CB-2 33 SP 28 5Y 6/1

HHD13-S265-CB-2 38 SC 40 19 21 27.3 5Y 6/2

HHD13-S265-CB-3 37 CH 81 23 58 52.2 5Y 4/2

HHD13-S265-CB-3 39 MH 106 69 37 57.1 5Y 6/2

HHD13-S265-CB-3* 1 SP-SM 24.7 2.65 10YR 6/4

HHD13-S265-CB-3* 2 SP-SM 23.3 2.66 10YR 7/3

HHD13-S265-CB-3* 4 SP 21.0 2.42 10YR 8/2

HHD13-S265-CB-3* 6 SP 19.2 2.67 2.5Y 5/1

HHD13-S265-CB-3* 9 SP-SM 21.6 2.68 2.5Y 6/2

HHD13-S265-CB-4 35 MH 106 61 45 66.9 5Y 4/1

HHD13-S265-CB-5 3 SP-SM 10YR 6/4

HHD13-S265-CB-5 10 SP 2.5Y 7/2

HHD13-S265-CB-5 14 MH 147 65 82 16 94.8

HHD13-S265-CB-5 25 SM 41 2.5Y 6/1

HHD13-S265-CB-5 43 SC 31 19 12 26 5Y 4/2

HHD13-S265-CB-6 5 SM 0 20.7 2.5Y 3/1

HHD13-S265-CB-6 8 SM 21.2 2.5Y 7/2

HHD13-S265-CB-6 17 SP 2.5Y 5/1

HHD13-S265-CB-6 23 SP-SM 22 2.5Y 5/1

HHD13-S265-CB-6 26 SW 38 10Y 4/1

HHD13-S265-CB-6 32 SP-SM 10Y 5/1

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Boring

Sample Designation

USCS LL PL PI

Org

Visual Shell wn GS

Munsell Color

HHD13-S265-CB-6 35 SC 33 16 17 31 5Y 6/2

HHD13-S265-CB-6 36 CH 120 28 92 74.1

HHD13-S265-CB-6 U-1 CH 68 15 53 69.4 2.63 10Y 6/1

HHD13-S265-CB-6 39 SC 26 18 8 24.7 5Y 5/2

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

* Soil collected and tested from companion boring to HHD13-S265-CB-3 for slug testing.

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. No rock core drilling was required during this investigation.

Field investigations at Structure 266 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.

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. The one-inch end of the probe was then pressed into the sediment to refusal. The thickness of the sediment is obtained by the final pushing.

5.4 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.

Herbert Hoover Dike Rehabilitation Structure Replacement

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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.

Herbert Hoover Dike Rehabilitation Structure Replacement

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Plate 1. Vicinity Map

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Plate 2. Location of S-266 (KI-1) Field Investigations

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Plate 3. Location of S-265 (KI-2) Field Investigations

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Plate 4. Location of S-266 (KI-1) Probe Locations

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Plate 5. Location of S-265 (KI-2) Probe Locations

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5.5 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 Rehabilitation Structure Replacement

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31.9

30.4

28.9

27.4

25.9

24.4

22.9

21.4

19.9

18.4

16.9

0.00.0

31.931.9

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 sand to gravel-sized shell, tan (SP)

At El. 28.2 Ft. trace fines, slightly damp, brown At El. 27.9 Ft. trace peat, trace clay

At El. 22.9 Ft. trace decomposed wood

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-KI-1-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-KI-1-R

4. NAME OF DRILLER

AUTO…