EAA_CNT11B_Specs_Draft_11.03.23.pdf

DRAFT

SECTION 00010A

LINE ITEMS AND PRICING SCHEDULE

CENTRAL EVERGLADES PLANNING PROJECT (CEPP)

CONTRACT 11B, EVERGLADES AGRICULTURAL AREA (EAA)

A-2 RESERVOIR EMBANKMENT AND STRUCTURES

PALM BEACH COUNTY, FLORIDA

LINE ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL

0520 COFFERDAM - STEEL WALL SYSTEM - PRE-DRILLING 9,000 VLF $____________ $____________

OUTLET WORK STRUCTURE S-628

0600 DEWATERING JOB $____________

0601 CUTOFF WALL 380 SY $____________ $____________

0602 SOIL - BENTONITE FILL 660 CY $____________ $____________

0603 OUTLET STRUCTURE JOB $____________

0604 REVETMENT 8,900 SY $____________ $____________

0605 VERTICAL LIFT SLIDE GATE WITH ACTUATOR 3 EACH $____________ $____________

0606 CONTROL BUILDING JOB $____________

0607 STILLING WELL PLATFORM, CANAL SIDE 1 EACH $____________ $____________

0608 ELECTRICAL WORK JOB $____________

0609 INSTRUMENTATION AND CONTROLS WORK JOB $____________

0610 TELECOMMUNICATIONS WORK JOB $____________

0611 FLOATING SAFETY/DEBRIS BARRIER 2 EACH $____________ $____________

0612 OUTLET STRUCTURE CHIMNEY DRAIN (DRAIN SAND - TYPE 2) 6,000 CY $____________ $____________

0613 OUTLET STRUCTURE BLANKET DRAIN (DRAIN GRAVEL - FINE) 7,000 CY $____________ $____________

0614 OUTLET STRUCTURE BLANKET DRAIN (DRAIN GRAVEL - COARSE) 8,300 CY $____________ $____________

0615 OUTLET STRUCTURE PERF. PIPE (18" PERFORATED HDPE) 1,650 LF $____________ $____________

0616 OUTLET STRUCTURE BLANKET DRAIN OUTFALL SYSTEM 4 EACH $____________ $____________

0617 OUTLET STRUCTURE BLANKET DRAIN OUTFALL PIPE (18" SOLID HDPE 460 LF $____________ $____________

0618 VERIFICATION DRILLING/TESTING 7 EACH $____________ $____________

AUXILIARY OVERFLOW SPILLWAY STRUCTURE S-627

0700 AUXILIARY OVERFLOW SPILLWAY JOB $____________

INLINE SPILLWAY STRUCTURE S-629

0800 DEWATERING JOB $____________

0801 INLINE STRUCTURE JOB $____________

0802 WINGWALLS JOB $____________

0803 REVETMENT 3,350 SY $____________ $____________

0804 VERTICAL LIFT ROLLER GATE WITH HOIST MECHANISM 3 EACH $____________ $____________

0805 NEEDLE BEAM - 4-FT WIDE PANEL A 18 EACH $____________ $____________

0806 NEEDLE PANEL SPREADER BEAM 3 EACH $____________ $____________

0807 CONTROL BUILDING WITH GENERATOR JOB $____________

0808 ELECTRICAL WORK JOB $____________

0809 INSTRUMENTATION AND CONTROLS WORK JOB $____________

0810 TELECOMMUNICATIONS WORK JOB $____________

0811 FLOATING SAFETY/DEBRIS BARRIER 2 EACH $____________ $____________

0812 STILLING WELL PLATFORM 2 EACH $____________ $____________

TOTAL OUTLET WORK STRUCTURE S-626 (LINE ITEMS 0500 THROUGH 0520)

TOTAL OUTLET WORK STRUCTURE S-628 (LINE ITEMS 0600 THROUGH 0618)

TOTAL AUXILIARY OVERFLOW SPILLWAY STRUCTURE S-627 (LINE ITEM 0700)

TOTAL INLINE SPILLWAY STRUCTURE S-629 (LINE ITEMS 0800 THROUGH 0812)

00010A-4

Jacksonville District

Central Everglades Planning Project (CEPP)

Contract 11B, Everglades Agricultural Area

(EAA) A-2 Reservoir Embankment and

Structures

Palm Beach County, Florida

Construction Solicitation and Specifications

Volume 2 of 2

See Volume 1 of 2 for issue date

Central Everglades Planning Project (CEPP) Contract 11B EAA A-2 Reservoir Embankment and Structure Palm Beach County, Florida

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 21 CONTROL MONUMENT DESCRIPTIONS

00 31 32 GEOTECHNICAL DATA REPORT (SEE SEPERATE FILE)

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 26 GOVERNMENTAL SAFETY REQUIREMENTS

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

01 45 04 CONTRACTOR QUALITY CONTROL

01 45 08 DATA MANAGEMENT AND DATA REQUIREMENTS

01 45 35 SPECIAL INSPECTIONS

01 50 02 TEMPORARY CONSTRUCTION FACILITIES

01 52 10 CONTRACTING OFFICER'S FIELD OFFICE

01 52 11 ADDITIONAL CONTRACTING OFFICER'S FIELD OFFICE

01 55 26 TRAFFIC CONTROL

01 57 20 ENVIRONMENTAL PROTECTION

01 57 25 TURBIDITY AND DISPOSAL MONITORING

01 78 02 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 88 00 WATER CONTROL STRUCTURE COMMISSIONING

01 88 01 TRAINING

DIVISION 02 - EXISTING CONDITIONS

02 32 00 CUTOFF WALL VERIFICATION DRILLING

02 32 10 SUBSURFACE DRILLING AND SAMPLING FOR PIEZOMETER

INSTALLATION

02 35 29 CUTOFF WALL

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

05 50 14 STRUCTURAL METAL FABRICATIONS

05 50 15 CIVIL WORKS FABRICATIONS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 31 00 PRESSURE TREATED LUMBER AND STRUCTURAL TIMBER

06 51 00 PLASTIC LUMBER

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 55 60 ROOFING AND SIDING PANELS

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

PROJECT TABLE OF CONTENTS Page 1

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

DIVISION 09 - FINISHES

09 90 00 PAINTS AND COATINGS

09 97 02 PAINTING: HYDRAULIC STRUCTURES

DIVISION 10 - SPECIALTIES

10 14 53 TRAFFIC SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 44 16 FIRE EXTINGUISHERS

10 50 00 KIOSKS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 METAL BUILDING SYSTEMS

13 34 23 PRECAST CONCRETE BUILDINGS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 30 00 HVAC AIR DISTRIBUTION

DIVISION 25 - INTEGRATED AUTOMATION

25 31 01 STRUCTURE REMOTE TERMINAL UNIT (RTU)

25 31 20 FIELD REMOTE TERMINAL UNIT (RTU)

DIVISION 26 - ELECTRICAL

26 00 00 BASIC ELECTRICAL MATERIALS AND METHODS

26 08 00 APPARATUS INSPECTION AND TESTING

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 28 01 COORDINATED POWER SYSTEM PROTECTION

26 29 10 ELECTRIC MOTOR ACTUATOR FOR LIFT GATES

26 32 15 ENGINE-GENERATOR SET STATIONARY 15-2500 KW, WITH

AUXILIARIES

26 36 23 AUTOMATIC TRANSFER SWITCHES AND BY-PASS/ISOLATION SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 42 14 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

26 56 13 LIGHTING POLES AND STANDARDS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 05 26 GROUNDING AND BONDING FOR ELECTRONIC SAFETY AND SECURITY

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19.13 GEOTEXTILES FOR EARTHWORK

31 11 00 CLEARING GRUBBING AND DE-MUCKING

31 23 16 BLASTING

31 23 24 CONTROLLED LOW STRENGTH MATERIAL (CLSM)

31 23 35 DRAINAGE TRENCH

PROJECT TABLE OF CONTENTS Page 2

31 32 19 GEOCOMPOSITE DRAINAGE LAYER

31 41 16 METAL SHEET PILING

31 42 00 EMBANKMENT SOIL-BENTONITE FILL

31 52 10 DEWATERING

31 62 13 PRESTRESSED CONCRETE PILES

31 66 10 ROCK FOUNDATION PREPARATION

31 75 00 INSTRUMENTATION

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23 LIMEROCK BASE FOR ROADS

32 12 16 ASPHALT FOR ROADS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

32 92 23 SODDING

DIVISION 33 - UTILITIES

33 05 23 TRENCHLESS UTILITY INSTALLATION

33 05 23.13 UTILITY HORIZONTAL DIRECTIONAL DRILLING

33 11 23 LIQUID PETROLEUM PIPING

33 29 00 PLUGGING AND ABANDONMENT OF WELLS

33 40 00 STORMWATER UTILITIES AND CULVERTS

33 46 16 DRAIN PIPES AND DRAINAGE STRUCTURES

33 46 23 FILTER MATERIAL

33 47 14 GEOMEMBRANE

33 51 39 MONITORING WELLS

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 01 42 VERTICAL GATE LIFT SYSTEMS

35 20 16 VERTICAL LIFT SLIDE GATES AND DEWATERING NEEDLE PANELS

35 20 17 VERTICAL LIFT ROLLER GATES

35 31 19 STONE PROTECTION

35 42 01 CONSTRUCTION DATA REPORT

35 42 34 SOIL-CEMENT SLOPE PROTECTION

35 51 12 FLOATING PIER FOR SMALL CRAFT

35 59 13.14 20 POLYMERIC PILES

DIVISION 40 - PROCESS INTERCONNECTIONS

40 05 13 PIPELINES, LIQUID PROCESS PIPING

40 05 13.96 WELDING PROCESS PIPING

40 05 14 STEEL PIPE, SPECIALS, AND FITTINGS

40 60 00 PROCESS CONTROL

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 3

00 31 21 CONTROL MONUMENT DESCRIPTIONS

00 31 21 PAGE 1

DESIGNATION - P 781

PID - DQ1735

STAMPING: P 781 2015

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

MARK LOGO: NGS

PROJECTION: RECESSED BELOW SURFACE

MAGNETIC: MARKER EQUIPPED WITH BAR MAGNET

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - December 16, 2015

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

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

SOUTHWEST OF SHAWANO, 12.3 MI SOUTH OF OKEELANTA.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

CAP.

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

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

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

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

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

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

(561)682-2978.DRAFT

00 31 21 PAGE 2

DESIGNATION - Q 781

PID - DQ1737

STAMPING: Q 781 2015

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

MARK LOGO: NGS

PROJECTION: RECESSED BELOW SURFACE

MAGNETIC: MARKER EQUIPPED WITH BAR MAGNET

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - December 16, 2015

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

THE LEVEL OF THE NATIONAL GEODETIC SURVEY LOGO CAP.

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

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

EAST OF A CARSONITE WITNESS POST.

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

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

(561)682-2978. DRAFT

00 31 21 PAGE 3

DESIGNATION - SW 1

PID - DQ1738

STAMPING: SW 1 2015

MARKER: SURVEY DISK SET IN PAVEMENT (SLAB)

MARK LOGO: FLDEP

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: MARK OF QUESTIONABLE OR UNKNOWN STABILITY

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - December 16, 2015

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

LEVEE ROAD.

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

EAST OF THE APPROXIMATE CENTERLINE OF THE LEVEE ROAD.

(561)682-2978.DRAFT

00 31 21 PAGE 4

DESIGNATION – 32 BRP

PID - AJ3484

STAMPING: 32 BRP 1969

MARKER: DD = SURVEY DISK

MARK LOGO: USGS

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS - December 19, 2018

STATION DESCRIPTION BY FL DEPT OF ENV PRO 2000 (JLM)

THE MARK IS ABOUT 27.6 MI (44.4 KM) SOUTHWEST OF SOUTH BAY ON

LEVEE, IN ESTIMATED SECTION 5, TOWNSHIP 45 SOUTH, RANGE 37 EAST.

TO REACH THE MARK FROM THE JUNCTION OF U.S. HIGHWAY 27 AND STATE ROAD

80 IN SOUTH BAY, GO SOUTH OF U.S. HIGHWAY 27 FOR 3.8 MI (6.1 KM) TO

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

1.05 MI (1.69 KM) TO A CONCRETE BRIDGE OVER THE NORTH NEW RIVER CANAL,

TURN LEFT CROSSING OVER THE BRIDGE TO THE EAST END AND THE JUNCTION OF

LEVEE 19 ON THE RIGHT PARALELLING THE NORTH NEW RIVER CANAL, TURN

RIGHT ON LEVEE 19 AND GO SOUTH FOR 6.5 MI (10.5 KM) TO THE MARK ON THE

RIGHT SET IN THE TOP OF THE NORTHEAST WINGWALL OF THE CROSSOVER BRIDGE

LEVEL WITH THE GROUND AND THE BRIDGE ROAD.

LOCATED 150.0 FT (45.7 M) SOUTHWEST OF THE APPROXIMATE CENTERLINE OF

THE LEVEE ROAD, 73.3 FT (22.3 M) NORTHEAST OF THE APPROXIMATE

CENTERLINE OF THE NORTHBOUND LANES OF U.S. HIGHWAY 27, 12.5 FT (3.8 M)

NORTHWEST OF THE APPROXIMATE CENTERLINE OF A CROSSOVER ROAD AND 0.6 FT

(18.3 CM) NORTH OF A METAL GUARDRAIL.

00 31 21 PAGE 5

DESIGNATION – L 409 X

PID - AD8155

STAMPING: L 409 X 1992

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

MARK LOGO: NGS

PROJECTION: FLUSH

MAGNETIC: BAR MAGNETIMBEDDED IN MONUMENT

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS – MAY 18, 2020

STATION DESCRIPTION BY NATIONAL GEODETIC SURVEY 1992

14.9 KM (9.25 MI) SOUTHERLY ALONG MIAMI CANAL ROAD AND THE WEST

LEVEE ROAD OF THE MIAMI CANAL FROM THE POST OFFICE IN LAKE

HARBOR, THENCE 0.1 KM (0.05 MI) EASTERLY ALONG A PAVED ROAD,

THENCE 11.6 KM (7.20 MI) SOUTHERLY ALONG THE EAST LEVEE ROAD OF

THE MIAMI CANAL, 7.7 M (25.3 FT) EAST-NORTHEAST OF AND LEVEL WITH

THE CENTER OF THE ROAD, 2.9 M (9.5 FT) SOUTHEAST OF A UTILITY

POLE, AND 0.5 M (1.6 FT) WEST OF A WITNESS POST.

RECOVERY NOTE BY FL DEPT OF ENV PRO 2003 (JLM)

THE MARK IS ABOUT 21.2 MI SOUTH-SOUTHEAST OF CLEWISTON, 17.5 MI SOUTH-

SOUTHWEST OF BELLE GLADE, IN SECTION 26, TOWNSHIP 46 SOUTH, RANGE 35

EAST.

TO REACH THE MARK FROM THE JUNCTION OF U.S. HIGHWAY 27 SOUTHBOUND

LANES AND MIAMI CANAL ROAD IN LAKE HARBOR (ABOUT 6.5 MI WESTERLY OF

SOUTHBAY), GO SOUTHERLY ON MIAMI CANAL ROAD FOR 0.15 MI TO THE

INTERSECTION OF CORKSCREW BOULEVARD, CONTINUE SOUTHERLY ON THE MIAMI

CANAL ROAD FOR 0.65 MI TO THE END OF THE PAVEMENT, CONTINUE SOUTHERLY

(ON THE WEST SIDE OF MIAMI CANAL) FOR 8.55 MI TO THE INTERSECTION OF A

PAVED ROAD (AT A BRIDGE SPANNING THE MIAMI CANAL), TURN LEFT ON THE

PAVED ROAD AND GO EASTERLY FOR 0.05 MI TO THE EAST SIDE OF THE MIAMI

CANAL AND A LEVEE ROAD ON THE RIGHT, TURN RIGHT ON THE LEVEE ROAD AND

GO SOUTHERLY FOR 7.2 MI TO THE MARK ON THE LEFT, A STAINLESS STEEL

ROD DRIVEN INTO THE GROUND WITH A NGS LOGO CAP FLUSH WITH THE GROUND

AND ABOUT LEVEL WITH THE LEVEE ROAD, THE DATUM POINT IS RECESSED 0.2

FT BELOW THE LEVEL OF THE NGS LOGO CAP.

LOCATED 25.5 FT EAST OF THE APPROXIMATE CENTERLINE OF THE LEVEE ROAD

AND 9.5 FT SOUTHEAST OF A POWER POLE WITH A WITNESS SIGN ATTACHED.

NOTE ACCESS TO THE DATUM POINT IS HAD THROUGH A 5-INCH NGS LOGO CAP.

A BAR MAGNET WAS PLACED INSIDE OF THE NGS LOGO CAP. DRAFT

00 31 21 PAGE 6

DESIGNATION – N 409 X

PID - AD8157

STAMPING: N 409 X 1992

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

MARK LOGO: NGS

PROJECTION: FLUSH

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE OBSERVATIONS – JANUARY 09,2019

DESCRIBED BY NATIONAL GEODETIC SURVEY 1992

14.9 KM (9.25 MI) SOUTHERLY ALONG MIAMI CANAL ROAD AND THE WEST LEVEE

ROAD OF THE MIAMI CANAL FROM THE POST OFFICE IN LAKE HARBOR, THENCE

0.1 KM (0.05 MI) EASTERLY ALONG A PAVED ROAD, THENCE 8.2 KM (5.10 MI)

SOUTHERLY ALONG THE EAST LEVEE ROAD OF THE MIAMI CANAL, 7.0 M (23.0

FT) EAST OF AND LEVEL WITH THE CENTER OF THE ROAD, 1.3 M (4.3 FT)

SOUTH-SOUTHEAST OF A UTILITY POLE, AND 0.5 M (1.6 FT) NORTH-NORTHWEST

OF A WITNESS POST. NOTE--ACCESS TO THE DATUM POINT IS THROUGH A 5-

INCH LOGO CAP.

RECOVERY NOTE BY FL DEPT OF ENV PRO 2003 (JLM)

THE MARK IS ABOUT 19.2 MI SOUTH-SOUTHEAST OF CLEWISTON, 15.5 MI SOUTH-

SOUTHWEST OF BELLE GLADE, IN SECTION 15, TOWNSHIP 46 SOUTH, RANGE 35

EAST.

TO REACH THE MARK FROM THE JUNCTION OF U.S. HIGHWAY 27 SOUTHBOUND

LANES AND MIAMI CANAL ROAD IN LAKE HARBOR (ABOUT 6.5 MI WESTERLY OF

SOUTHBAY), GO SOUTHERLY ON MIAMI CANAL ROAD FOR 0.15 MI TO THE

INTERSECTION OF CORKSCREW BOULEVARD, CONTINUE SOUTHERLY ON THE MIAMI

CANAL ROAD FOR 0.65 MI TO THE END OF THE PAVEMENT, CONTINUE SOUTHERLY

(ON THE WEST SIDE OF MIAMI CANAL) FOR 8.55 MI TO THE INTERSECTION OF A

PAVED ROAD (AT A BRIDGE SPANNING THE MIAMI CANAL), TURN LEFT ON THE

PAVED ROAD AND GO EASTERLY FOR 0.05 MI TO THE EAST SIDE OF THE MIAMI

CANAL AND A LEVEE ROAD ON THE RIGHT, TURN RIGHT ON THE LEVEE ROAD AND

GO SOUTHERLY FOR 5.1 MI TO THE MARK ON THE LEFT, A STAINLESS STEEL

ROD DRIVEN INTO THE GROUND WITH A NGS LOGO CAP FLUSH WITH THE GROUND

AND ABOUT LEVEL WITH THE LEVEE ROAD, THE DATUM POINT IS RECESSED 0.2

FT BELOW THE LEVEL OF THE NGS LOGO CAP.

LOCATED 23.3 FT EAST OF THE APPROXIMATE CENTERLINE OF THE LEVEE ROAD,

4.2 FT SOUTH-SOUTHEAST OF A POWER POLE WITH A WITNESS SIGN ATTACHED AND

1.6 FT NORTH-NORTHWEST OF A CARSONITE WITNESS POST.

NOTE ACCESS TO THE DATUM POINT IS HAD THROUGH A 5-INCH NGS LOGO CAP.

NOTE A RAILROAD SPIKE WAS PLACED INSIDE OF THE NGS LOGO CAP.

00 31 21 PAGE 7

DESIGNATION – SW 2

PID - DQ1741

STAMPING: SW 2 2015

MARKER: SURVEY DISK

MARK LOGO: FLDEP

MAGNETIC: NO MAGNETIC MATERIAL

STABILITY: MARK OF QUESTIONABLE OR UNKNOWN STABILITY

DESCRIBED BY FL DEPT OF ENV PRO 2015 (MAH)

THE MARK IS ABOUT 12.7 MI (20.4 KM) SOUTH-SOUTHWEST OF SIXMILE BEND,

10.4 MI (16.7 KM) SOUTH-SOUTHEAST OF OKEELANTA, 10.1 MI (16.3 KM)

SOUTHWEST OF SHAWANO, IN SECTION 4, TOWNSHIP 46 SOUTH, RANGE 37 EAST.

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

HIGHWAY 27 IN SOUTH BAY, GO SOUTH ON U.S. HIGHWAY 27 FOR 3.8 MI (6.1

KM) TO THE INTERSECTION OF COUNTY ROAD 827. CONTINUE SOUTH ON U.S.

HIGHWAY 27 FOR 17.2 MI (27.7 KM) (ABOUT 0.25 MI (0.4 KM) SOUTH OF MILE

MARKER 53) TO A HIGHWAY CROSS-OVER ON THE LEFT AND THE ENTRANCE ROAD TO

SOUTH FLORIDA WATER MANAGEMENT PUMP STATION G-370 ON THE RIGHT. TURN

RIGHT ON THE PAVED ENTRANCE ROAD AND GO SOUTHWEST FOR 0.25 MI (0.4 KM)

TO PUMP STATION BUILDING G-370 ON THE LEFT AND A METAL GATE ENTRANCE TO

THE SOUTH FLORIDA WATER MANAGEMENT LEVEE SYSTEM. CONTINUE THROUGH THE

GATE ON THE LEVEE ROAD AND GO NORTH FOR 0.15 MI (0.2 KM) TO SPILLWAY

STRUCTURE G-721 ON THE LEFT AND THE JUNCTION OF A LEVEE ROAD LEADING

NORTHWEST ON THE RIGHT. TURN RIGHT ON THE LEVEE ROAD AND GO NORTHWEST

FOR 6.0 MI (9.7 KM) TO STILLING WELL STRUCTURE 2 ON THE LEFT AND THE

MARK ON THE LEFT, SET FLUSH IN THE TOP OF THE CONCRETE SUPPORT BASE

WALKWAY OF A METAL DOCK LEADING TO STILLING WELL STRUCTURE 2 AND 0.2 FT

(6 CM) ABOVE THE LEVEL OF THE LEVEE ROAD.

LOCATED 34.5 FT (10.5 M) EAST OF A WELL SHAFT OF STILLING WELL 2 AND

7.2 FT (2.2 M) WEST-SOUTHWEST OF THE APPROXIMATE CENTERLINE OF THE

LEVEE ROAD.

NOTE FOR KEY CONTACT SOUTH FLORIDA WATER MANAGEMENT DISTRICT 561)682-

2978.

00 31 21 PAGE 8

DESIGNATION – 23-037-1

PID - N/A

STAMPING: 23-037-1

MARKER: SURVEY DISK

MARK LOGO: USACE

MAGNETIC: YES

STABILITY: MARK OF QUESTIONABLE OR UNKNOWN STABILITY

DESCRIBED BY HYATT SURVEY SERVICES APRIL 2023

THE STATION IS LOCATED ABOUT 13.7 MI (22.1 KM) SOUTH-SOUTHWEST OF BELLE

GLADE, 16.0 MI (25.8 KM) SOUTH OF LAKE HARBOR AND 10.1 MI (16.3 KM)

SOUTH-SOUTHWEST OF OKEELANTA. OWNERSHIP OF THE PARCEL IS SOUTH FLORIDA

WATER MANAGEMENT DISTRICT AND WILL REQUIRE A KEY TO PASS THROUGH ACCESS

GATE.

SECTION 00 33 50 WEATHER, WATER STAGE, AND TIDE DATA

SECTION 00 33 50 Page 3

15. Historical NNR average daily flows as measured at S-351 for the period of record from February 18, 1989 through February 3, 2021 are provided in Figure 11. A maximum average daily flow of 3,069 cfs was observed on November 14, 2015.

16. Historical Miami Canal average daily flows as measured at S-354 for the period of record from April 1, 1990 through February 3, 2021 are provided in Figure 12. A maximum average daily flow of 3,445 cfs was observed on August 23, 2014.

17. Historical G-370 average daily flows are provided in Figure 13 for the period of record from October 1, 2003 through February 28, 2021. A maximum flow of 2,747 cfs was observed on September 1, 2006.

Additionally, G-370 headwater (NNR) and tailwater for the period of record from August 18, 2015 through March 14, 2021. Additionally, historical head water (NNR) and tailwater (A-1 FEB) elevations are provided in Figure 13A for the period of record from June 1, 2015 through March 21, 2021. A maximum head water elevation of 12.25 feet, NGVD was observed on May 28, 2017. A Maximum tail water elevation of

15.92 feet, NGVD was observed on both August 5, 2019 and July 11, 2020.

Normal Full Storage Pool elevation within the STA 3 /4 Supply Canal is approximately 15.6 feet, NGVD29.

18. Historical G-370S flows are provided in Figure 14 for the period of record from December 14, 2005 through February 28, 2021. A maximum flow of 192 cfs was observed on August 18, 2015.

19. Historical G-721 flows are provided in Figure 15 for the period of record from July 31, 2015 through March 20, 2021. A maximum flow of 1,662 cfs was observed on August 5, 2016.

20. Historical G-720 flows are provided in Figure 16 for the period of record from August 19, 2015 through March 17, 2021. A maximum flow of 2,265 cfs was observed on August 5, 2016. Additionally, G-720 headwater (STA 3/4 Inflow Canal) and tailwater (A-1 FEB) elevations are provided in Figure 17 for the period of record from August 19, 2015 through March 16, 2021. Maximum headwater and tailwater elevations of

15.86 and 14.13 feet, NGVD was observed on August 2, 2016 and November 11 and 12, 2020, respectively.

21. Historical G-372 flows are provided in Figure 18 for the period of record from October 1, 2003 through February 28, 2021. A maximum flow of 3,786 cfs was observed on October 30, 2017. Additionally, historical G-372 headwater (Miami Canal) and tailwater (STA 3/4 Inflow Canal) elevations are provided in Figure 19 for the period of record from June 1, 2005 through March 15, 2021. Maximum headwater and tailwater elevations of 11.91 and 16.96 feet, NGVD was observed on April 24, 2016 and February 5, 2006, respectively.

22. Elevations and flows in the project area may change suddenly due to hydrometeorological conditions. Historical flows and elevations are not indicative of future flows and elevations. There may be extended periods of high flows during the contract period, depending on hydrometeorological conditions. The contractor shall not attempt to operate existing USACE or SFWMD structures.

23. Note that all hydrometeorological data in this section are provisional and subject to revision. The contractor should not expect that water levels/flows will be manipulated for contractor. The contractor should not expect “no flow” or dry conditions during the contract period. The contractor should be able to obtain hydrometeorological data from the Jacksonville District, Water Management Section’s website, which can be found at:

http://www.saj.usace.army.mil/WaterManagement/ and also from SFWMD’s website, which can be found at: https://www.sfwmd.gov/.

24. It shall be the contractor's responsibility to obtain information concerning rain and wind. Reference is made to the National Oceanic and Atmospheric Administration (NOAA) publication titled Local Climatological Data – Monthly Summary, which contains climatological and meteorological observations and data, including wind, rain, and temperature data for the project area. Subscription price and ordering information is available from the National Centers for Environmental Information, Federal Plaza, 151 Patton Avenue, Asheville, North Carolina 28801-5001. NOAA also has an internet information page at: https://www.ncdc.noaa.gov/.

25. The climate of the area is essentially subtropical and humid.

Temperatures below freezing are rare. The wet season in the project area is from May through October. The hurricane season is from June through November. In general, the winter months constitute the dry season, and rainfall is usually associated with mid-latitude systems (fronts and low-pressure systems) and is distributed in a spatially uniform pattern. The summer months comprise the wet season and rainfall is closely associated with convective activity. These rainfall events are normally of short duration and amounts are quite variable spatially. Occasionally, daily rainfall in the dry season can be quite heavy as mid-latitude systems penetrate South Florida.

The project site is subject to tropical storms and hurricanes from June through November, and to windy and/or rainy weather throughout the year. Weather forecasts as well as actual rainfall information from the National Weather Service Miami-South Florida forecast office can be found at: https://www.weather.gov/mfl/.

26. The following data are provided:

MONTHLY ANTICIPATED ADVERSE WEATHER DELAY WORK

DAYS BASED ON 5-DAY WORK WEEK

The average number of workdays in each calendar month with precipitation greater than or equal to 0.50 inches is provided for the project area in the following table. This information is based on data obtained from station Belle Glade located at latitude 26.6928 and longitude -80.6711.

SECTION 00 33 50 Page 4

SECTION 00 33 50 Page 5

Average Number of Workdays Per Month With Precipitation >= 0.50 Inches

Based on a 5 Day Work Week

Gage Name Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Belle Glade 1 1 2 1 2 4 3 3 4 2 1 1

The data were obtained from Climatography of the United States No.

20, Monthly Station Climate Summaries for Florida, published by the National Climatic Data Center, NOAA, for the period of record 1981- 2010. The values in this table have been rounded to the nearest whole number.

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SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 11 00

SUMMARY OF WORK

PART 1 GENERAL

1.1 REFERENCES

1.2 WORK COVERED BY CONTRACT DOCUMENTS

1.2.1 Project Description

1.2.2 Location

1.2.3 Safety Requirements

1.2.4 Work Performed by Others

1.2.5 Order of Work and Restrictions

1.2.6 Demonstration Sections

1.2.6.1 Rock Foundation Preparation and Cutoff Wall

1.2.6.2 Drainage Trench

1.2.6.3 Soil-Cement Slope Protection

1.2.7 Excavation for Outlet Work Structures S-624, S-625, S-626, and S-628

1.2.8 D-623 Embankment Foundation Preparation at Outlet Work

Structures S-624, S-625, S-626, and S-628

1.2.9 D-623 Embankment Foundation Preparation at Non-Outlet Work Structure Gaps

1.2.10 D-623 Cutoff Wall at Non-Outlet Work Structure Gaps

1.2.11 Emergency Stockpile Material

1.3 COMMENCEMENT, PROSECUTION AND COMPLETION OF WORK

1.4 LIQUIDATED DAMAGES - CONSTRUCTION

1.5 PHYSICAL DATA

1.5.1 Physical Conditions

1.5.2 Weather and Water Stage Data

1.5.3 Contractor Investigation

1.6 LAYOUT OF WORK

1.6.1 Established Project Control

1.6.2 Layout

1.6.3 Survey

1.7 DAMAGE TO WORK

1.8 DAMAGE TO WORK -- COFFERDAM REQUIRED

1.9 EXISTING WORK

1.10 LOCATION OF UNDERGROUND FACILITIES

1.10.1 Notification Prior to Excavation

1.11 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER (31 OCT 1989)

1.11.1 Schedule of Monthly Anticipated Adverse Weather Delays

1.11.2 Contractor Responsibility

1.12 UNITS OF MEASURE

1.13 SOUTH FLORIDA WATER MANAGEMENT DISTRICT

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

SECTION 01 11 00 Page 1

-- End of Section Table of Contents --

SECTION 01 11 00 Page 2

SECTION 01 11 00

SUMMARY OF WORK

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

U.S. ARMY CORPS OF ENGINEERS (USACE)

GDR Section 00 31 32, Geotechnical Data Report for Central Everglades Planning Project (CEPP) Contract 11B, EAA A-2 Reservoir Embankment and Structures Palm Beach County, Florida

EM 385-1-1 Safety and Health Requirements Manual

1.2 WORK COVERED BY CONTRACT DOCUMENTS

1.2.1 Project Description

The Work includes clearing, grubbing, de-mucking/removal of overburden, blasting, excavation, and processing of several million cubic yards of earthen material for the construction of a 17.75 miles-long "D-623" embankment dam. Embankment height will be 38.0 ft above average natural grade in the north, east, and west: and 34.0 ft above average natural grade in the south. Work will also include construction of four multi-barrel, gated outlet-work structures (S-624, S-625, S-626, and S-628), one un-gated overflow spillway section (S-627), as well as one multi-bay, gated inline-spillway (S-629).

In addition, the Work will include rock foundation preparation, installation of a seepage cutoff wall, canal filling, and all incidental related work to prepare approximately 2 miles of foundation for the 17.75 miles-long D-623 embankment dam. Rock foundation preparation and cutoff wall installation for the remaining 15.75 miles will be completed by others prior to this Contract's conclusion. The approximate toe to toe width of the foundation is 260 feet in the north, east, and west; and 235 feet in the south.

Last, the Work will include construction of approximately one mile of parallel open channels (canals) as well as a maintenance road with benches between the canals. The northern most canal (C-636 seepage canal) will have a bottom width of 10 feet, 2.5H:1V side slopes, and a depth of 16.5 feet below average natural ground surface. The southernmost canal (C-623 Inflow/Outflow canal) will have a bottom width of 55 feet, 2.5H:1V side slopes, and a depth of 16.5 feet below average natural ground surface.

The maintenance road and benches will separate C-623 and C-636 by approximately 65 feet and will have a minimum crest width of 14 feet 4.5 feet above average natural ground surface.

SECTION 01 11 00 Page 3

Surface and subsurface water management will be required to control surface and groundwater levels and conduct work in the dry at various locations within the construction limits in accordance with applicable Contract specifications.

1.2.2 Location

The project is located in western Palm Beach County, Florida, south of Lake Okeechobee. Access to the site will be from U.S. Highway 27 approximately 13 miles south of the city of South Bay, Florida.

1.2.3 Safety Requirements

See Section 01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS and EM 385-1-1 .

1.2.4 Work Performed by Others

See paragraph PROJECT COORDINATION of Section 01 30 00 ADMINISTRATIVE

PROCEDURES.

1.2.5 Order of Work and Restrictions

Multiple construction contracts managed by both the USACE and the South Florida Water Management District (SFWMD) are located within and adjacent to this project's construction limits that are either ongoing or will be awarded during prosecution of this Contract. Each of these contracts have been noted on the Contract Drawings where applicable for the Contractor's awareness with respect to access, haul road maintenance, or any other activities that may require coordination with another contractor working near the construction limits.

Farming activities are on-going outside the northern Limits of Construction for this project that are coordinated by the Florida Crystals Corporation. Contractor's options for discharging surface and subsurface water are (1) within the Limits of Construction and (2) Off-site. If the Contractor elects to discharge water outside the Limits of Construction ("off-site") at any time during execution of the project, refer to Section 01 57 20 ENVIRONMENTAL PROTECTION for required permits and authorizations. Note that the SFWMD has informed the USACE that off-site discharge of effluent is not permitted to the STA 3/4 Canal located along the southern border of the project limits of construction.

Following award of the Contract and issuance of NTP as stated in Clause 52.211-10 COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK of Section 00700 CONTRACT CLAUSES in Volume 1; the Contractor's limits of construction will be restricted to the construction field office area, shared access road network, borrow areas within the interior of the construction limits as indicated on the contract drawings,D-623 stations:

(1) Station 38+00 to 43+00

(2) Station 250+00 to 266+00

(3) Station 322+00 to 338+00

(4) Station 378+25 to 380+75

(5) Station 517+00 to 533+00

(6) Station 815+00 to 831+00

As well as any segment of prepared foundation and installed cutoff wall that has been completed (under Contract No. W912EP22C0017 (EAA A-2

SECTION 01 11 00 Page 4

Reservoir Foundation and Cutoff Wall CNT11A) that will be ongoing at the time of award and during prosecution of this Contract) and is in the Government's possession at that time.

For bidding purposes, assume the construction field office area, access roads, all borrow areas within the interior of the project footprint identified on the contract drawings, locations of outlet-work structures S-624, S-625, S-626, and S-628, as well as the location of inline gated spillway S-629 and a minimum of 12,500 linear feet of prepared foundation and installed cutoff wall are available to the Contractor during the first year of contract prosecution.

The Contractor will receive additional segments of prepared foundation and installed cutoff wall originating from Contract No. W912EP22C0017 as those segments of work are completed and turned over to the Government. For bidding purposes, assume The Government will provide an additional 12,500 linear feet of prepared foundation and installed cutoff wall each subsequent year of contract prosecution until the full length of prepared foundation and installed cutoff wall (approximately 80,900 linear feet) are available to the Contractor. Upon completion and acceptance by the Government of these segments, the Contractor will have un-encumbered access to the limits of construction in those segments to begin construction of the D-623 embankment and other work as shown on the Contract Drawings and detailed further within the technical specifications.

While the Contractor will have access to all borrow areas within the interior of the project footprint, usage must be limited to the areas necessary to obtain and process material required to construct the project.

Design of the Metal Building identified within the contract drawings and specified in Section 13 34 19 METAL BUILDING SYSTEMS must commence no more than fourteen calendar days following issuance of NTP. The metal building will serve as the Government's Temporary Quality Assurance Laboratory as specified in section 01 52 10 CONTRACTING OFFICER'S FIELD OFFICE and is to be constructed, supplied, and ready for use no more than three-hundred calendar days following issuance of NTP. In addition, the Contractor is required to establish it's own Quality Control Laboratory on the project site (i.e. on-site) at a location coordinated with the Contracting Officer.

No work will be allowed between D-623 stations 81+75 to 112+00 as well as 180+00 to EQ 5+00 until such a time that the S-623 pump station construction (work performed under separate SFWMD contract) and S-636 pump station construction have progressed to a point where construction activities associated with this Contract will not impact or interfere with construction activities of those facilities and vice versa. An exact date when the Contractor will be permitted to work between D-623 stations 81+75 and 112+00 as well as 180+00 to EQ 5+00 is not known at this time. The Contractor will sequence work in such a manner that construction of the

(1) D-623 embankment (to include rock foundation preparation and cutoff wall as applicable) between D-623 stations 81+75 and 112+00 as well as 180+00 to EQ 5+00, (2) S-623 pump station discharge pipes, and (3) S-623 pump station discharge structure begin late within the period of performance yet sufficiently ahead of the final completion date so as not to impact the construction completion date.

Contractor is to sequence work on the D-623 Embankment at (1) S-623, (2) S-627, and (3) all concave corners where Concrete Ribs are to be constructed to allow concrete work to occur ahead of soil-cement placement.

SECTION 01 11 00 Page 5

Temporary access culverts within the eastern embankment segment footprint between D-623 stations 308+00 and 457+00 must be removed before the end of construction. Following removal of any culvert, backfill the area or prepare the D-623 foundation in accordance with Sections 31 00 00

EARTHWORK, 31 23 24 CONTROLLED LOW STRENGTH MATERIAL, AND 31 66 10 ROCK

FOUNDATION PREPARATION. If cutoff wall installation is required, refer to Section 02 35 29 CUTOFF WALL for performance requirements.

Alignment, stationing, and coordinates for C-623, C-636, and the maintenance road separating those Canals are located on Resource drawings R-101 through R-122 of the Contract Drawings. C-623 and C-636 features to be completed under this contract are between the following stations:

1 - Station 0+00 to 10+00 2 - Station 45+00 to 50+00 3 - Station 253+00 to 257+00 4 - Station 405+00 to 411+00 (for C-636); Station 405+00 to 429+00 (for C-623)

C-636 will terminate at Station 411+00. C-623 is required to be complete from Station 411+00 to approximately Station 429+00 where it will intersect with work to be completed by a Contractor constructing U.S. Hwy 27 bridges.

Additional extents of C-623 west of Station 0+00 that require connection to completed A-2 STA features are shown on the Contract Drawings.

Connection to the A-2 STA features is to be coordinated with the Contracting Officer.

1.2.6 Demonstration Sections

Demonstration sections to prove the Contractor's selected means and methods will satisfy the performance requirements of the related specifications of the following features of work are required. Production work outside of respective demonstration section limits cannot begin until the Government has accepted the demonstration section.

1.2.6.1 Rock Foundation Preparation and Cutoff Wall

One demonstration section is required for Rock Foundation Preparation and Cutoff Wall installation. Demonstration section must be 250 linear feet in length minimum and may be constructed at a location of the Contractor's choice between D-623 stations (1) 334+50 and 337+00, (2) 518+00 and 520+50, (3) 816+00 and 818+50, or (4) 262+50 and 265+00. Performance requirements for foundation preparation are specified in Section 31 23 24 CONTROLLED LOW STRENGTH MATERIAL (CLSM) and Section 31 66 10 ROCK FOUNDATION PREPARATION. Performance requirements for cutoff wall are specified in Section 02 35 29 CUTOFF WALL and tested by methods specified in Section 02 32 00 CUTOFF WALL VERIFICATION DRILLING.

1.2.6.2 Drainage Trench

One demonstration section is required for Drainage Trench installation.

Demonstration section must be 500 linear feet in length minimum. Drainage Trench demonstration section may be constructed at any location along the southern embankment segment of the Contractor's choosing between D-623 stations 457+00 to 709+00. Drainage Trench performance requirements are specified in Section 31 23 35 DRAINAGE TRENCH. Note that stations applicable to this project feature may not be available to the Contractor

SECTION 01 11 00 Page 6 at the time of award. The Contractor will receive segments of prepared rock foundation and installed cutoff wall from the Government as they are made available from Contract No. W912EP22C0017.

1.2.6.3 Soil-Cement Slope Protection

One Demonstration Section for "off-embankment" and one demonstration section for "on-embankment" soil-cement are required at locations of the Contractor's choosing within the interior of the A-2 Reservoir footprint (for "off-embankment") and on the D-623 embankment slope (for "on-embankment"). Dimensions and performance requirements for each soil-cement demonstration section are specified in Section 35 42 34 SOIL-CEMENT SLOPE PROTECTION. The "off-embankment" Soil-Cement demonstration section is required to be complete and accepted by the Government before the "on-embankment" Soil-Cement demonstration section will be allowed to commence.

1.2.7 Excavation for Outlet Work Structures S-624, S-625, S-626, and S-628

The sequence of work at Outlet Work Structures is as follows:

a. Clear, grub and de-muck within the footprint of the structure.

b. Construct cutoff wall for the full extent of the outlet work structure gap (i.e. 1,600 ft)including required overlap with adjacent cutoff wall segments constructed under Contract No. W912EP22C0017, where indicated on the Drawings, in accordance with Section 02 35 29 CUTOFF WALL. It is not known at this time when cutoff wall constructed under Contract No. W912EP22C0017 will be constructed up to the outlet-structure gaps. Overlap the cutoff wall to existing cutoff wall as detailed in the Drawings if existing cutoff wall is installed at the location:

(1) S-624 - Station 322+00 to 338+00

(2) S-625 - Station 517+00 to 533+00

(3) S-626 - Station 815+00 to 831+00

(4) S-628 - Station 250+00 to 266+00

c. Excavate to the bottom elevations shown on the Contract Drawings and to the slopes and grades established by the Contractor's approved "Excavation and Installation Plan - Structures" submittal specified in Section 31 00 00 EARTHWORK. Determine the sequence of excavation and associated dewatering for the specific elements of the structure as established in the Plan.

d. Following construction of the applicable outlet work structure backfill the excavated area as shown on the contract drawings and in accordance with Section 31 00 00 EARTHWORK.

1.2.8 D-623 Embankment Foundation Preparation at Outlet Work Structures S-624, S-625, S-626, and S-628

Foundation preparation for the D-623 Embankment foundation at each Outlet Work Structure gap will include the full extent of the outlet structure gap, excluding the structure excavation limits established by the Contractor's approved Excavation and Installation Plan - Structures submittal specified in Section 31 00 00 EARTHWORK and in accordance with Section 31 66 10 ROCK FOUNDATION PREPARATION.

SECTION 01 11 00 Page 7

1.2.9 D-623 Embankment Foundation Preparation at Non-Outlet Work Structure Gaps

Foundation preparation for the D-623 Embankment foundation at each Non-Outlet Work Structure gap will include the full extent of the non-outlet structure gap. Performance requirements for foundation preparation are specified in Section 31 23 24 CONTROLLED LOW STRENGTH MATERIAL (CLSM) and Section 31 66 10 ROCK FOUNDATION PREPARATION.

1.2.10 D-623 Cutoff Wall at Non-Outlet Work Structure Gaps

Construct cutoff wall for the full extent of each non-outlet work structure gap, where indicated on the Drawings, in accordance with Section 02 35 29 CUTOFF WALL. Overlap the cutoff wall to existing cutoff wall if existing cutoff wall is installed at the location:

(1) Station 38+00 to 43+00

(2) Station 81+75 to 112+00

(3) Station 378+25 to 380+75

1.2.11 Emergency Stockpile Material

Procurement and placement of the emergency stockpile material will be at the direction of the Contracting Officer. An exact date when the Contractor will be directed to procure and place the emergency stockpile material is not known at this time. The Contractor will sequence work in such a manner that procurement and placement of the emergency stockpile material begins late within the period of performance yet sufficiently ahead of the final completion date.

1.3 COMMENCEMENT, PROSECUTION AND COMPLETION OF WORK

Read this paragraph in conjunction with the Clause COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (FAR 52.211-10) of Section 00700 CONTRACT CLAUSES in Volume 1. Grass must be established not later than the time stated in the Clause COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (FAR 52.211-10) of Section 00700 CONTRACT CLAUSES in Volume 1.

1.4 LIQUIDATED DAMAGES - CONSTRUCTION

Refer to the Clause LIQUIDATED DAMAGES - CONSTRUCTION (FAR 52.211-12) of Section 00700 CONTRACT CLAUSES in Volume 1.

1.5 PHYSICAL DATA

Read this paragraph in conjunction with the Clause PHYSICAL DATA (FAR 52.236-4) of Section 00700 CONTRACT CLAUSES in Volume 1.

1.5.1 Physical Conditions

The indications of physical conditions on the drawings and in the specifications are the result of site investigations by surveys and/or by core borings. When the indicated physical conditions are the result of site investigations by core borings, the core boring logs and laboratory data are in Section 00 31 32 GEOTECHNICAL DATA REPORT ( GDR) and the core boring locations are shown on the drawings. Also, see the GDR for instructions concerning availability of core borings for inspection.

SECTION 01 11 00 Page 8

1.5.2 Weather and Water Stage Data

See Section 00 33 50 WEATHER AND WATER STAGE DATA. It is the Contractor's responsibility to obtain information concerning rain and wind.

1.5.3 Contractor Investigation

Refer to the Clause SITE INVESTIGATION AND CONDITIONS AFFECTING THE WORK (FAR 52.236-3) of Section 00700 CONTRACT CLAUSES in Volume 1.

1.6 LAYOUT OF WORK

Read this paragraph in conjunction with the Clause LAYOUT OF WORK (FAR 52.236-17) of Section 00700 CONTRACT CLAUSES in Volume 1.

1.6.1 Established Project Control

The Government has established monuments along the work site(s). Each monument is represented in the contract drawings by a Designation and in most cases, an alphanumeric Permanent Identifier (PID). Information concerning the location and elevations can be found within the Survey Notes on the plan sheets. The Survey Notes for each included field survey will cite a particular survey number, and specify the control used to conduct that survey.

See Section 00 31 21 CONTROL MONUMENT DESCRIPTIONS.

1.6.2 Layout

From the monuments, control data and elevations established by the Government, complete the layout of the work and obtain all measurements that may be required for the execution of the work to the location and limit marks prescribed in the specifications or on the contract drawings, subject to such modifications as the Contracting Officer may require to meet changed conditions or as a result of necessary modifications to the contract work.

1.6.3 Survey

Provide equipment, tools, material, labor for laying out any part of the work from the monuments, control data, and elevations established by the Government. Maintain and preserve all monuments, stakes and other marks established by the Contracting Officer until authorized to remove them, and if such marks or monuments are destroyed by the Contractor or through negligence, prior to their authorized removal, they may be replaced by the Contracting Officer, at their discretion, and the expense of replacement will be deducted from any amounts due or to become due the Contractor. The Contracting Officer may require that work be suspended at any time when location and limit marks established by the Contractor are not reasonably adequate to permit checking of the work.

1.7 DAMAGE TO WORK

The Contractor is responsible for protection of completed work as well as maintaining any road and drainage network necessary to facilitate site access and the management of surface and subsurface water within the limits of construction for the duration of this contract.

The responsibility for damage to any part of the permanent work will be as

SECTION 01 11 00 Page 9 set forth in Clause PERMITS AND RESPONSIBILITIES of Section 00700 CONTRACT CLAUSES in Volume 1. However, if any part of the permanent work performed by the Contractor is damaged by flood, earthquake, hurricane, or tornado, which damage is not due to the failure of the Contractor to take reasonable precautions or to exercise sound engineering and construction practices in the conduct of the work, make the repairs as ordered by the Contracting Officer and full compensation for such repairs will be made at the applicable Contract unit or job prices as fixed and established in the Contract.