25CPA002_Addendum_3_Complete_2025_0609.pdf

ITB-25-1 Page 1 Addendum 3

CANAVERAL PORT AUTHORITY

CRUISE TERMINAL 5 MARINE IMPROVEMENTS

PN 25-011D

ITB-25-1

Addendum 3

June 9, 2025 This addendum is issued as part of the Bidding Documents for the above described project. The changes incorporated in this addendum shall be considered as a part of the Bidding Documents and shall supersede, amend, add to, clarify, or subtract from those conditions shown in the original Bidding Documents. The Bidder shall take care to coordinate modifications herein with all trades and disciplines related to the work. The Bidder shall acknowledge receipt of this addendum on their Bid Form by addendum number and date. Failure to do so may subject Bidder to disqualification.

Released Via VendorLink

10 Pages Total (including attachments)

SPECIFICATIONS

Section 01 11 16:

Replace section 1.02 with the following:

The Contractor shall exercise extreme care to not degrade water quality. All required provisions shall be provided to ensure compliance with all water quality standards of the State of Florida and associated Agencies. Attention is called to Chapter 62-302.530, Florida Administrative Code, and in particular, the requirements that turbidity shall not exceed 29 Nephelometric Turbidity Units above natural background conditions. The waters at Port Canaveral are classified Class III for predominately marine waters.

Adequate silt containment procedures and equipment shall be installed and maintained to control turbidity during the Contract at no additional expense to the Owner.

Section 02 41 00:

Replace sections 3.04 K with the following:

3.04 REMOVAL OF EXISTING FACILITIES

A. General: This section applies to demolition equipment (vibratory sheet pile extractors, saw cutters and jackhammers) for complete removal of items indicated on the demolition drawings. All demolition shall be performed without damage to existing adjacent structures and facilities to remain.

B. Demolition: Perform selective demolition work in a systematic manner.

Use such methods as required to complete work in accordance with demolition schedule and governing regulations.

ITB-25-1 Page 2 Addendum 3

1. Demolish existing steel monopiles by completely extracting it.

Incorporate transverse cut to the steel piling if deemed necessary (optional method indicated on drawing D-601). Salvage steel piling section. Remove and salvage steel bollards. Dispose concrete platform components. Cut into small sections if deemed necessary using power driven saws.

2. Demolish existing concrete curbs and existing concrete pier deck topping sections by cutting with power driven saws. Avoid the use of power driven impact tools.

3. Remove and salvage existing metal walkways/catwalks following the drawing requirements. Cut existing anchor rods flush and grind to depth indicated using power driven saws and grinders.

Grout patch as indicated and in accordance with product manufacturer requirements. Modify the selected sections to be re-used in accordance with the drawing requirements.

4. Remove mooring fender as indicated on the drawings. Cut anchorage hardware for removal. Remove the indicated steel hardware.

5. Pull/extract existing piling completely. Jetting is not permitted as part of this operation unless it is performed inside a casing that encapsulates the jet and pile to at least 10 feet below the pile tip elevation.

6. Demolish existing concrete pile caps by cutting into small sections using power driven saws and/or expansive grout. Avoid the use of power driven impact tools.

7. Transport demolished concrete, and other debris offsite.

Coordinate any required temporary onsite stockpile locations with the Owner.

8. Provide services for effective air and water pollution controls as required by federal and state regulations, the Owner and specification section 01 35 43.

9. Do not allow debris to fall in the water. Use commercial certified divers to ensure that all debris is removed from the bottom.

C. Conduct selective demolition operations and debris removal in a manner that ensures minimum interference with roads, streets, walks, and other adjacent occupied or used facilities.

D. Do not close, block or otherwise obstruct streets, walks, pier, pier apron, or other occupied or used facilities without written permission from authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations.

E. Use water sprinkling, temporary enclosures, and other suitable methods to limit dust and dirt rising and scattering in air to lowest practical levels.

ITB-25-1 Page 3 Addendum 3

Comply with governing regulations pertaining to environmental protection.

F. If unanticipated mechanical, electrical or structural elements which conflict with intended function or design are encountered, investigate and measure both nature and extent of the conflict.

1. Submit report to Engineer in writing; provide accurate details.

2. Pending receipt of clarification from Engineer, rearrange selective demolition schedule as necessary to continue overall job progress without delay.

G. Remove daily from site debris, rubbish, concrete and other materials resulting from demolition operations. Transport and legally dispose materials off site (outside Port Canaveral Property). Cost of disposal shall be borne by Contractor.

H. If hazardous materials are encountered during demolition operations, notify the Engineer immediately and comply with applicable regulations, laws, and ordinances concerning removal, handling and protection against exposure or environmental pollution.

I. Burning of removed materials is not permitted.

J. The use of explosives is prohibited.

K. Any damage to the existing bulkhead wall sections and onsite facilities to remain shall be repaired by the Contractor to the satisfaction of the Engineer. Repair costs shall be borne by the Contractor.

Section 05 50 00:

Delete section 2.01 K.

Section 09 96 00:

Replace sections 2.01 with the following:

2.01 MATERIALS:

A. Coating system for new steel components including steel pipe piles, bollards and miscellaneous metals:

1. Primer Coat: Apply uniformly overall one coat of series 90-97

Tnemec Zinc or Series 90G-1K97 Tnemec Zinc (at 2.5 – 3.5 mils dft).

2. Finish Coat: Apply uniformly overall one coat of Tnemec series 142 Epoxoline Reinforced Polyamine Epoxy (each coat at 15 – 18 mils dft, minimum 15 mils dft). Color black 35GR.

ITB-25-1 Page 4 Addendum 3

Appendix A:

The permit sections listed below are amended to include an alternate version of the condition. Both the original bid set version and the below amendment shall be considered for bidding purposes:

Draft FDEP Permit #0272477-016-BM - Specific Condition 5d (page 10 of 31):

A Marine Species Watch Plan detailing the proposal for observing protected marine species. This plan shall include:

i. a list of all observers associated with the project (their names, credentials, qualifications, contact information and a description of their observational experience (nighttime and daytime experience);

ii. a description of where the observers will be located during work and how they will cover the areas required (the observers shall be in elevated positions, if possible, to maximize visibility and this description shall include when tugboats and crew vessels are mooring to the dredge;

iii. the length of work shifts for the observers;

iv. the equipment used to aid in observation (recommend having a spotlight available to use if needed); and

v. The equipment used to communicate with the dredge operator.

Prior to in-water construction, all Marine Species Observers must be approved by FWC, as having adequate experience for this particular project. In order to receive approval from FWC, observers must have significant on-the-job experience observing protected marine species, such as manatees and marine turtles, during major dredging projects.

After FWC reviews the proposed watch plan and observers, modifications or suggestions for improvements to these conservation measures may be required.

Draft FDEP Permit #0272477-016-BM - Specific Condition 23 (page 18 of 31):

During all in-water work, the Permittee shall have dedicated marine species observers present. In-water work shall not commence until the Marine Species Observers have been approved by FWC. Observers shall perform no other duties that may interfere with their ability to observe protected marine species.

Observers shall be outfitted with equipment needed for observation (such as binoculars, polarized sunglasses, two-way radios, lights etc.). The Permittee shall give observers the authority to, and shall require them to, shut down project operations upon sighting a protected marine animal within the designated safety distance (50-feet during daytime and 75-feet during nighttime) of any in-water

ITB-25-1 Page 5 Addendum 3 construction or vessel activity, and if detection of a protected marine animal is not possible due to weather or other conditions (such as during fog, rain, wind, etc.).

Requirements for in-water work are as follows:

a. During in-water bulkhead construction, at least one dedicated marine species observer shall be onsite at all times. If more than one activity is happening at the same time, an observer shall be on duty at each location. This observer shall have prior on-the-job experience as a dedicated manatee observer during similar in-water work (such as pier demolition, bulkhead and pile installation/ removal).

b. During all in-water work, other than clamshell dredging, the Permittee shall require one dedicated marine species observer to be present in daylight, and a minimum of two observers shall be present at night. These observers shall have prior on-the-job experience as dedicated manatee observers during similar in-water work.

Specific Condition 35a (page 22 of 31):

Observer(s) shall have previous on-the-job experience observing whales during dredging projects and shall only have the task of observing whales and reporting whale sightings while on lookout. The Permittee shall ensure that all observers, dredge operators and support vessel operators are familiar with, and adhere to, the federal right whale minimum approach regulation, as defined in 50 CFR224.103(c).

DRAWINGS

Replace drawings D-601, D-602, S-203, S-701, and S-901 with the attached.

END OF ADDENDUM 3

Issued via VendorLink

By

Authority of the Canaveral Port Authority

±3'-6"

MIN. ALL SIDES

INJECT EPOXY WITH

PRESSURE GUN

EXISTING GROUT FILLED

SLOPE PROTECTION MAT

EXISTING FILTER FABRIC

REMOVE EXISTING SOIL AS

NEEDED TO INSTALL NEW MAT

FLUSH AGAINST EXISTING MAT

INSTALL #8 GLASS FIBER REINFORCED

POLYMER REBAR HUGHES BROTHERS

OR EQUIVALENT 3 EQUALLY SPACED

ALONG EACH OF 4 SIDES.

DETAIL NOTE:

LEAVE REINFORCED POLYMER BAR PROTRUDING

FOR INSPECTION BEFORE SAWING.

FILL VOID WITH GRAVEL

APPROXIMATELY 52" DIA X 10'-0"

AFTER PILE EXTRACTION

INSTALL PRO SERVE,

FIBERFORM OR EQUAL, 8"

GROUTED ARTICULATED

MAT

±2 '-0

±1'-8" ±4'-0" ±4'-0" ±1'-8"

INSTALL FILTER FABRIC UNDER

GROUTED MATS, TYP.

EXISTING 52" DIA PIPE

PILE TO BE REMOVED

REMOVE GROUT

BEFORE STEEL

EXTRACTION

EXISTING

GROUTED

FABRIC MATS

ASSESSMENT OF EXISTING

CONDITIONS. SEE NOTE 3

TOP OF DECK

EL. ±9.22'

OPTIONAL FIELD CUT LINE

EL. +4.5'±

EL. -86.00'

NEW 18"

SQUARE

CONCRETE PILE

EXISTING

SCOUR MAT

REMOVE SCOUR MAT

SECTION,

±4'-0" SQUARE MAXIMUM

PRIOR TO DRIVING PILES

EQ EQ

OVERLAP

12" TYP

NEW 18"

SQUARE

CONCRETE PILE

M

IN

CONCRETE

GROUT FILL

LC PILE

8" M

IN

EXISTING

SCOUR MAT

EXISTING 18"

SQUARE

CONCRETE PILE

EXISTING

SCOUR MAT

REMOVE SCOUR

MAT/GROUT SECTION

SEE NOTE 6

EQ EQ

OVERLAP

12" TYP

M

IN

CONCRETE

GROUT FILL AT

THE REMOVED

PILE LOCATIONS

LC PILE

8" M

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EXISTING

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REMOVE

BEFORE PILE

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0 1' 2' 4'

SCALE: 1/2" = 1'-0"

6'

0 2' 4' 8'

SCALE: 1/4" = 1'-0"

12'

D-201 D-601 1/2"=1'-0"

EXISTING REMOVABLE CURB

D-601 D-601 1/2"=1'-0"

EXTRACTION DETAIL

D-601 D-601 1/4"=1'-0"

POST EXTRACTION DETAIL

EXISTING PILE CAP

AND PILE

REMOVE REINFORCED

CONCRETE CURB,

STEEL HARDWARE,

WOOD FRAMING AND

EXPANSION JOINT

REMOVE CONCRETE AS SHOWN.

DO NOT CUT THE EXISTING

HORIZONTAL REINFORCEMENT

REMOVE REINFORCED

CONCRETE SECTION SHOWN

EXISTING PILE CAP

AND PILE

D-201 D-601 1/2"=1'-0"

EXISTING CURB

COMPLETELY REMOVE THE MONOPILE MOORING

DOLPHIN, INCLUDING BOLLARD, STEEL PILE,

CONCRETE PLATFORM, GROUT AT SEA BED

LEVEL AND MISCELLANEOUS STEEL

COMPONENTS. SEE REFERENCE DRAWING R-304

FOR THE ORIGINAL DESIGN INFORMATION.

EXISTING

PIER APPROXIMATE EXISTING

GRADE. SEE SURVEY IN

REFERENCE DRAWINGS.

SEE NOTE 3 FOR DIVE

INSPECTION

REQUIREMENTS

D-601 D-601

REPAIR

AFTER PILE

REMOVAL.

SEE DETAIL

D-601 D-601

EXISTING

CONDITIONS.

SEE DETAIL

D-201 D-601 1/4"=1'-0"

EXISTING MONOPILE SHORE DOLPHIN

PATCH EXISTING LENTON

COUPLERS WITH

NON-SHRINK GROUT

EXISTING

EXPANSION JOINT

NOTES:

1. REFER TO DEMOLITION NOTES ON DRAWING G-005 AND

SPECIFICATIONS SECTION 02 41 00 FOR ADDITIONAL

INFORMATION. REFER TO THE REFERENCE SHEETS (R-SHEETS)

FOR THE EXISTING FACILITY DRAWINGS. THE CONTRACTOR IS

RESPONSIBLE FOR VERIFYING ALL AS-BUILT CONDITIONS AND

DIMENSIONS TO BE CONSIDERED AS THE BASIS FOR THE

CONSTRUCTION BIDS.

2. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE MEAN LOW

WATER REFERENCE DATUM.

3. THE CONTRACTOR SHALL RETAIN SERVICES OF COMMERCIALLY

CERTIFIED DIVERS TO INSPECT THE EXISTING CONDITIONS AT

THE PILE TO MUDLINE INTERFACE, BEFORE THE START OF THE

CONCRETE PILE REMOVAL EFFORT. REMOVE GROUT, DEBRIS AND

OTHER DELETERIOUS MATERIALS THAT COULD NEGATIVELY

AFFECT THE CONCRETE PILE REMOVAL EFFORTS.

4. SALVAGE, TRANSPORT, AND UNLOAD AT LOCATION DESIGNATED

BY THE ENGINEER. HAUL DISTANCE NOT TO EXCEED 10 MILES

ROUND TRIP.

5. EXPOSE AND CLEAN THE THREADED COUPLERS FOLLOWING THE

MANUFACTURER'S RECOMMENDATIONS. SEE DRAWING S-603 FOR

THREADED COUPLER LOAD CAPACITY VERIFICATION

REQUIREMENTS.

6. REMOVE EXISTING SCOUR MAT OR GROUT SURROUNDING THE

PILE INTERFACE AT MUDLINE. MAXIMUM EXTENTS ARE 12" EITHER

SIDE OF PILE, TYP.

REMOVE AND SALVAGE

BOLLARD. SEE NOTE 4

D-201 D-601 1/2"=1'-0"

EXISTING CURB

REMOVE AND DISPOSE

MONOPILE AND PLATFORM

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SAW CUT AND REMOVE

THE EXISTING

CONCRETE CURB

EXISTING PILE

CAP AND PILE

±1'-0"

±2 '-9

±1'-0"

±2'-0"

±1 '-0

±2

'-2 "±3 '-2

±1'-0"

±1 '-0

D-201 D-601 1/2"=1'-0"

EXISTING CURB ON LANDBRIDGE

EXISTING HOLLOW CORE

DECK UNITS

±1'-0"

±1 '-0

SAWCUT AND REMOVE REINFORCED

CONCRETE CURB. COORDINATE

ADDITIONAL DEMOLITION OF THE

EXISTING CONCRETE TOPPPING WITH

NEW JOINT DETAIL ON DRAWING S-605

D-201 D-601 1/2"=1'-0"

MAT PROTECTION DETAIL

MAT REMOVAL

GROUT PLACEMENT

LEGEND:

LIMITS OF DEMOLITION

GRIND ANY REMAINING

EXPOSED STEEL

REINFORCEMENT ONE-INCH

DEEP, MINIMUM AND PATCH

WITH NON-SHRINK GROUT.

REMOVE END CAP AND

EXPOSE THREADED

COUPLERS. SEE NOTE 5.

GRIND ANY REMAINING EXPOSED

STEEL REINFORCEMENT ONE-INCH

DEEP, MINIMUM AND PATCH WITH

NON-SHRINK GROUT.

DO NOT CUT HORIZONTAL

REINFORCEMENT, TYP.

CUT EXISTING #4

DOWELS. GRIND

1" DEEP AND

PATCH WITH

NON-SHRINK

GROUT

APPROXIMATELY 8"

FIELD VERIFY

D-201 D-601 1/2"=1'-0"

MAT PROTECTION DETAIL

MAT REMOVAL

GROUT PLACEMENT

EL. -92.58'±

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NOTES:

1. REFER TO DEMOLITION NOTES ON DRAWING G-005 AND

SPECIFICATIONS SECTION 02 41 00 FOR ADDITIONAL

INFORMATION. REFER TO THE REFERENCE SHEETS (R-SHEETS)

FOR THE EXISTING FACILITY DRAWINGS. THE CONTRACTOR IS

RESPONSIBLE FOR VERIFYING ALL AS-BUILT CONDITIONS AND

DIMENSIONS TO BE CONSIDERED AS THE BASIS FOR THE

CONSTRUCTION BIDS.

2. ALL ELEVATIONS SHOWN ARE REFERENCED TO THE MEAN LOW

WATER REFERENCE DATUM.

3. THE CONTRACTOR SHALL RETAIN SERVICES OF COMMERCIALLY

CERTIFIED DIVERS TO INSPECT THE EXISTING CONDITIONS AT

THE PILE TO MUDLINE INTERFACE, BEFORE THE START OF THE

CONCRETE PILE REMOVAL EFFORT. REMOVE GROUT, DEBRIS AND

OTHER DELETERIOUS MATERIALS THAT COULD NEGATIVELY

AFFECT THE CONCRETE PILE REMOVAL EFFORTS.

4. THE CONTRACTOR IS RESPONSIBLE FOR SUBMITTING A WEEKLY

SUMMARY TABLE OF MEASUREMENTS THAT DOCUMENTS THE

ACTUAL LENGTHS OF PILING REMOVED. NOTIFY THE ENGINEER

FOR VISUAL FIELD VERIFICATION OF PILE REMOVAL LENGTHS

BEFORE SUBMITTING THE SUMMARY TABLE.

5. SALVAGE, TRANSPORT, AND UNLOAD AT LOCATION DESIGNATED

BY THE ENGINEER. HAUL DISTANCE NOT TO EXCEED 10 MILES

ROUND TRIP.

0 1' 2' 4'

SCALE: 1/2" = 1'-0"

6'

0 2' 4' 8'

SCALE: 1/4" = 1'-0"

12'

EXISTING

REINFORCEMENT

D-201 D-602 1/2"=1'-0"

EXISTING DOLPHIN

0 4' 8' 16'

SCALE: 1/8" = 1'-0"

24'

REMOVE EXISTING FENDER, INCLUDING: PANEL,

RUBBER ELEMENT, CHAINS AND ANCHOR

INSERTS. SEE REFERENCE DRAWING R-405.

DISPOSE OF FENDER CELL AND FRONTAL FRAME

EXISTING DOLPHIN

AND PILES

REMOVE BOLLARD FIXTURE, STEEL NUTS,

AND GROUT BASE. CUT ANCHOR RODS TO

A MINIMUM DEPTH OF 3" INTO THE

CONCRETE STRUCTURE. PATCH WITH

NON-SHRINK GROUT. SEE NOTE 5

D-201 D-602 1/8"=1'-0"

EXISTING CATWALK

±105'-10"

REMOVE CATWALK. FOR MODIFICATIONS

AND REUSE. REFER TO DEMOLITION

NOTE E ON DRAWING S-201

COMPLETELY REMOVE

AND DISPOSE PILE CAP

AND PILE. SEE NOTE 3

AND 4

SEE DETAIL 5 ON THIS SHEET

FOR BOLLARD REMOVAL

EXISTING DOLPHIN

AND PILES

EXISTING

BULKHEAD WALL

D-201 D-602 1/4"=1'-0"

EXISTING CATWALK

REMOVE AND SALVAGE

CATWALK AND STAIRWAY.

SEE NOTE 5

EXISTING DOLPHIN

AND PILES

EXISTING PIER

±35'-4"

D-201 D-602 1/4"=1'-0"

EXISTING CATWALK

±45'-9"

REMOVE CATWALK FOR

MODIFICATION AND REUSE

EXISTING DOLPHIN

AND PILES

EXISTING PILE

AND CAP

CUT ANCHOR BOLTS FLUSH

WITH CONCRETE SLAB

±3

M

IN

GRIND ENTIRE TOP OF CONCRETE

TOP SURFACE, 3" MINIMUM AVOID

DAMAGING REBAR.

CUT ANCHORS FLUSH,

GRIND ONE INCH DEEP,

MIN. AND PATCH WITH

NON-SHRINK GROUT.

REMOVE BEARING

PLATES AND GROUT.

ANCHOR RODS SHALL

REMAIN

REMOVE AND SALVAGE

THE SUPPORT BRACKET.

CUT ANCHOR RODS FLUSH,

GRIND 1" DEEP AND PATCH

WITH NON-SHRINK GROUT

LEGEND:

LIMITS OF DEMOLITION

GROUT SEAL THE OPENINGS THROUGH THE

SCOUR MAT INTERFACE, AFTER PILE REMOVAL.

SEE DETAIL 11 ON SHEET D-601

LC PILE

CAP

LC PILE

CAP

LC EXISTING

PILE CAP

(APPROXIMATE)

LC PILE

CAP

LC PILE

CAP

LC EXISTING

PILE CAP

(APPROXIMATE)

LC BATTERED

PILE

LC BENT/PILE CAP

LC BATTERED

PILE

LC BENT/PILE CAP

LC BATTERED

PILE

ST

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EXISTING PIER

SCALE: 1" =

10 20 30

10'N

5 4 3

2 26

2 SPACE AT 10'-0" = 20'-0"3 SPACE AT 10'-0" = 30'-0"

SP

AC

ES

A T

7' -0

6' -0

TY

P.

'-0

2'

-0

2'-0"

EXISTING PILE

CAP AND PILES

SPAN 1 = 30'-0" SPAN 2 = 28'-0"

'-0

EXISTING DECK

UNITS

SL

O

PE

SL

O

PE

PILE CHART

PILE

TYPE

PILE

NUMBER

CUT-OFF

ELEVATION

DESIGN

TIP

ELEV

BATTER

18" SQ.,

VERTICAL 1-5 EL. 0.85' EL. -100' NONE

18" SQ.,

VERTICAL 6-23 EL. +2.85' EL. -100' NONE

18" SQ.,

BATTERED 27-36 EL. +2.85' EL. -100' 3H : 12V

18" SQ.,

BATTERED 24, 25 EL. +2.85' EL. -100' 1.5H : 12V

18" SQ.,

BATTERED 26 EL. 0.85' EL. -100' 1.5H : 12V

TABLE 1 - TEST PILE PROGRAM

TEST

PILE

NO.

PILE

TYPE

PILE WORKING

AXIAL LOADS

PILE ULTIMATE

AXIAL LOADS

TARGETED FOR

PDA TESTING

DESIGN

TIP ELEV COMMENTS

TP1, TP2 18" SQ.,

VERTICAL 230 KIPS COMPRESSION 460 KIPS COMPRESSION EL. -100' NEGLIGIBLE

TENSION

TP3 18" SQ.,

BATTERED

184 KIPS COMPRESSION

22 KIPS TENSION

368 KIPS COMPRESSION

55 KIPS TENSION EL. -100'

A S-203 S-603

S-203 S-401

S-203 S-602

S-203 S-6033

S-203 S-602

S-203 S-602

TP2

A S-201 S-203 1"=10'

ENLARGED PLAN - NORTH PIER DECK

B S-201 S-203 1"=10'

ENLARGED PLAN - NORTH PIER PILES

60'-0"

2' -0

60'-0"

S-203 S-603

5'-0" 4 SPACES AT 5'-0" = 20'-0" 5'-0" 4 SPACES AT 5'-0" = 20'-0"

±5'-1"

13 20

19 21

S-203 S-601

TYP

S-203 S-605

DECK CONSTRUCTION.

SEE NOTE 7

±2'-0 9/16"

FIELD VERIFY

NEW TOPPING

AGAINST EXISTING

TOPPING INTERFACES.

SEE NOTE 7

REINFORCED

CONCRETE PILE CAP

BELOW

B S-203 S-603

4'-0"

4'-0"

4'-0"

5'-0"

'-0

4'

-0

TP3

TP1

2' -0

SP

AC

ES

AT

'-0

4'

-0

4' -0

±8'-0"

26'-0"30'-0"

TP#

TEST PILE PROGRAM NOTES:

1. ALL TEST PILES SHALL BE USED AS PRODUCTION PILES,

AND SHALL BE DRIVEN IN THE POSITION OF PRODUCTION

PILES AT THE DESIGNATED LOCATIONS.

2. REFER TO "DYNAMIC PILE LOAD TESTING AND VIBRATION

MONITORING", SPECIFICATION SECTION 31 62 17 FOR

DETAILS OF THE TEST PILE INSTALLATION AND TESTING,

INCLUDING PDA TESTING.

3. TEST PILES SHALL BE INSTALLED TO THE DEPTHS

INDICATED BY THE DESIGN TIP ELEVATIONS ON TABLE 1.

PILE EMBEDMENT WILL BE CONFIRMED BY THE TEST PILE

PROGRAM. ANY CHANGES TO THE REQUIRED PILE TIP EL

SHALL BE ISSUED IN WRITING BY THE ENGINEER, BEFORE

PRODUCTION PILES ARE ORDERED.

4. INDICATES TEST PILE LOCATION.

NOTES:

1. ALL ELEVATION VALUES SHOWN ARE BASED ON THE

MEAN LOW WATER (MLW) REFERENCE DATUM, UNO.

2. PILING REQUIREMENTS:

INDICATES VERTICAL PILES

INDICATES BATTERED PILES. ARROW POINTS IN THE

BATTER DIRECTION.

CONSTRUCTION BIDS SHALL BE BASED ON THE PILING

INFORMATION AND DIMENSIONS PRESENTED HEREIN.

OWNER WILL CONSIDER VALUE ENGINEERING CHANGES

TO PILE DIMENSIONS AFTER COMPLETION OF THE PILE

TESTING PROGRAM. REFER TO SPECIFICATIONS 31 62 13

AND 31 62 17 FOR ADDITIONAL INFORMATION.

3. PILE LOCATIONS AND DIMENSIONS ARE TO THE CENTER

OF THE PILE AT THE PILE CUT-OFF ELEVATION.

CONTRACTOR SHALL DETERMINE PILE LENGTHS BASED

ON THE CUT-OFF ELEVATION, DESIGN TIP ELEVATION AND

BATTER SHOWN IN THE PILE CHART. ALL PILES SHALL BE

ANCHORED WITH FULLY TENSION DEVELOPED STEEL

REINFORCEMENT INTO RESPECTIVE PILE CAPS.

4. THE CONTRACTOR SHALL FIELD VERIFY THE EXISTING

AND NEW CONSTRUCTED DECK SPAN DIMENSIONS

BEFORE ORDERING AND FABRICATING THE PC/PS REINF.

CONCRETE DECK UNITS. NOTIFY THE ENGINEER OF ANY

DIMENSION DISCREPANCIES. PROVIDE THE DECK

BEARING DIMENSIONS SHOWN, INCLUDING CONT.

NEOPRENE BEARING PADS OVER ALL BEARING CONTACT

AREAS.

5. THE CONTRACTOR SHALL SUBMIT FOR REVIEW THE

LAYOUT OF ALL PROPOSED CONSTRUCTION JOINTS,

(INCLUDING PILE CAPS AND TOPPING), AT LEAST 14

CALENDAR DAYS BEFORE SUBMISSION OF THE

CORRESPONDING REINFORCEMENT SHOP DRAWINGS.

ANY COMMENTS AND MODIFICATIONS NOTED BY THE

ENGINEER SHALL BE INCORPORATED INTO

REINFORCEMENT SHOP DRAWINGS BEFORE SUBMISSION

FOR REVIEW.

6. SEE DRAWING S-201 FOR REFERENCE POINT

COORDINATES.

7. THE PIER DECK SYSTEM CONSISTS OF 15" AND 18"

THICKNESS PC/PS CONCRETE DECK UNITS AND

REINFORCED CONCRETE TOPPING (COMPOSITE).

REINFORCE TOPPING WITH #4 BARS SPACED 12" OC, TOP,

EW. REFER TO SPECIFICATION SECTION 03 41 13 AND

DRAWING S-901 FOR ADDITIONAL INFORMATION.

THE DESIGN INTENT IS FOR NEW TOPPINGS AGAINST

EXISTING PIER DECK SECTIONS TO MATCH THE EXISTING

TOP SURFACE PROFILE. THE CONTRACTOR SHALL RETAIN

SERVICES FROM FLORIDA REGISTERED SURVEYORS TO

MEASURE AND ESTABLISH THE EXISTING PIER DECK TOP

SURFACE PROFILE ALONG THE INTERFACES. SUBMIT THE

SURVEY INFORMATION FOR REVIEW BY THE ENGINEER

BEFORE PROCEEDING WITH THE NEW TOPPING

CONCRETE PLACEMENT.

8. REFER TO THE STRUCTURAL NOTES ON DRAWING S-001

AND DETAIL DRAWINGS S-902 FOR THE PILING

REQUIREMENT AND DESIGN INFORMATION.

4' -0

±2'-1"

FIELD VERIFY

7' -0

5'

-0

4' -0

2'

-0

REFERENCE

POINT 2

REFERENCE

POINT 1

REFERENCE

POINT 3

REFERENCE

POINT 4

31 32

TOP OF PILE CAPS,

EL. +6.60', UNO

HATCH INDICATES REINFORCED

CONCRETE TOPPING WITH SLOPED

TOP SURFACE PROFILE, CONT.

OVER THE PIER EXTENSION AREA.

SEE PLANS AND NOTE 7.

5' -0

HIGH POINT PIER

DECK TOPPING

EL. +8.63'±

LOW POINT PIER

DECK TOPPING

EL. +8.29'± LOW POINT PIER

DECK TOPPING

EL. +8.29'±

LOW POINT PIER

DECK TOPPING

EL. +8.42'±

LOW POINT PIER

DECK TOPPING

EL. +8.54'±

LOW POINT PIER

DECK TOPPING

EL. +8.60'±

2' -0

/2

/2

LC BATT.

PILE

LC BATT.

PILE

11 1/2"

11 1/2"

/2

SLOPE

(9) 18" THICK x 48" WIDE = 36'-0"

PC/PS CONC

DECK UNITS (SEE NOTE 4)

'-0

'-0

HIGH POINT

CONSTRUCT SHALLOW

REMOVABLE CURB AT

INTERFACE WITH LADDER

PILE CAP

SLOPE

(9) 18" THICK x 48" WIDE = 36'-0"

PC/PS CONC

DECK UNITS (SEE NOTE 4)

(5) 15" THICK x 48" WIDE = 20'-0"

PC/PS CONC

DECK UNITS (SEE NOTE 4)

(5) 15" THICK x 48" WIDE = 20'-0"

PC/PS CONC

DECK UNITS (SEE NOTE 4)

EXISTING BATTERED PILE

APPROXIMATE PROJECTION

BELOW, TYP

INSTALL ONE DRAIN SCUPPER

WITHIN 12" OF THE DECK

TOPPING LOW POINT. SEE

DETAIL 8 ON DRAWINGS S-602

INSTALL DOUBLE #4 TIES AT 12" OC,

PER DETAIL 3 ON SHEET S-603 OVER

THE LENGTH OF 15'-0". ALL OTHER PILE

CAP BEAM REINFORCEMENT PER

DETAIL 4 ON SHEET S-604.

1/2

5/16

1/4

7" 2"

24"

1'-0" 4'-0" 1'-0"4'-0"

5' -0

1' -0

5' -0

1" SOFFIT

PLATE. SEE

NOTE 6

5'-0" 5'-0"

2" SCH 40 ROPE GUARD

COPING. HOT DIP GALV.

200 METRIC TON CAST

STEEL T-HEAD BOLLARD.

1" MIN.

NON-SHRINK

GROUT

1/4

PROVIDE POUR STOP

OR FILL WITH SAND

HINGED ALUM. LUG

PATTERN SAFETY PLATE.

SEE SECTION BELOW

CONCRETE DECK HEAVY

BROOM FINISH

BULKHEAD WALL

ENCASEMENT/CURB

1/2"x24"x8'-0" ALUM. CHK'D

PLATE BEVEL EDGES

STAINLESS STEEL

HINGE (4 TOTAL)

GREASE PIN. 1/2" S.S.

FLAT HEAD BOLTS. 1/2"

S.S. BOLTS INTO

FASCIA PLATE. DRILL

AND TAP FASCIA PLATE

EL. +9.42' (VERIFY IN FIELD)

(TOP OF WALL ENCASE.)

EL. +9.69' (TOP OF

FASCIA PLATE)

SEE NOTE 4

72" O.D.x1" W.T. STEEL PIPE PILE

L6x6x1/2

4' -0

M

IN

1"x9" CONT.

FASCIA PLATE.

SEE NOTE 6

AFTER INSTALLATION OF BOLLARD FILL

ALL COUNTERSUNK HOLES WITH

NEOPRENE SEALANT (NO PROJECTION)

LC PIPE PILE

LC PIPE PILE

ALIGN BOLLARD CENTER WITH

THE CENTER OF PIPE PILE

LC PIPE PILE

PROVIDE NUTS AND 4" SQ x 1/2"

STEEL PLATE WASHERS, EACH

ANCHOR ROD.

VARIES. FIELD CUT

BAR ENDS TO FIT

(2) #4 HOOP

AT 12"

#5 AT 5"± SPACED RADIALLY

ALONG MONOPILE, EQUALLY

(32 TOTAL)

3" C

O N

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, T

YP

SLOPE 1/2"

PER FT

SLOPE 1/2"

PER FT

(7) #4 AT 12"

EXISTING

BULKHEAD WALL

EXISTING SLOPE

PROTECTION

MAT. SEE NOTE 1

EL. +5.0' ±

SEE NOTE 3

MONOPILE DOLPHIN.

SEE DRAWING S-201

OPTIONAL FIELD SPLICE

FULL PENETRATION WELD

EL. 0.00' (MLW)

72" O.D.x1" WALL THICKNESS

EL. +9.69'

SEE NOTE 4

EL. -15.0'

AP

PL

Y C

O

AT

IN

G

PE

R

S

PE

C

IF

IC

AT

IO

N

EL. -85.00'

'-0

NEW SECOND MAT LAYER. SEE

NOTE 2. (ALLOWED TO SLIDE 6")

CUT & SEW SECOND LAYER OF MAT

TO FIT TIGHTLY AROUND MONOPILE.

SEAL WITH CONCRETE

CUT AND REMOVE 8" EXISTING MAT. SEE

NOTE 1. FILL WITH 1" GRAVEL AFTER

DRIVING PILE

EXISTING FILTER FABRIC

PRIMARY LAYER

PROVIDE SECOND LAYER OF

FILTER FABRIC WITH LAP JOINT

ORIENTATED 90° TO PRIMARY

LAYER'S JOINT

3'-6"

ALL AROUND

1'-0"

ALL ROUND

TYP.

3/8

APPROXIMATE LOCATION OF

THE HOLES TO RECEIVE

BOLLARD ANCHORS. PROVIDE

HOLES WITH DIAMETER

DIMENSION 1/8" LARGER THAN

THE ANCHOR BOLT OD. SEE

NOTE 5.

L6x6x1/2 (TYP.)

TYP.

3/8

8"

8"

1/2" PLATE

3/8

TYP.

TYP.

±1'-2 7/8"

±1'-2 7/8"

±1 '-2

1/

±9

/4

DETAIL NOTE:

* VERIFY WITH BOLLARD BOLT PATTERN.

COORDINATE ALL DIMENSIONS AND SUBMIT

STEEL FRAMING SHOP DRAWINGS. FOR REVIEW

BEFORE FABRICATION.

LC PIPE PILE

LC PIPE PILE

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S-701

S-701 S-701 1/2"=1'-0"

SECTION

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A S-201 S-701 1/2"=1'-0"

PLAN AT ELEV. +8.61'

S-701 S-701 1/8"=1'-0"

MONOPILE SHORE DOLPHIN ELEVATION

S-701 S-701 1"=1'-0"

DETAIL2

S-701 S-701

S-701 S-701

S-701 S-701

S-701 S-701

0 1' 2' 4'

SCALE: 1/2" = 1'-0"

6'

0 4' 8' 16'

SCALE: 1/8" = 1'-0"

24'

S-701 S-701 1/2"=1'-0"

DETAIL

S-701 S-701

NOTES:

1. EXISTING MAT IS 8" NOMINAL THICKNESS ARTICULATED GROUTED MAT

SIMILAR TO FABRIFORM AND HYDROTEC GROUTED MATS.

2. SECOND LAYER MAT SHALL BE 8" NOMINAL THICKNESS ARTICULATED

GROUTED MAT. GROUT SHALL BE FLUID GROUT, 2000 PSI AT 28 DAYS.

3. DEPTH OF EXISTING MAT ALONG BULKHEAD WALL IS A NOMINAL -5'

MLW. AND IS SLOPED TOWARDS THE PIER FACE AT A RATIO OF 3

HORIZONTAL TO 1 VERTICAL.

4. ADJUST ELEVATION OF TOP OF FASCIA PLATE TO PROVIDE 3" ABOVE

ELEVATION OF TOP OF EXISTING WALL CAP.

5. COORDINATE THE QUANTITY, DIMENSIONS AND LOCATION OF FRAMING

HOLES WITH THE APPROVED BOLLARD SHOP DRAWINGS, USE BOLLARD

MANUFACTURER. PROVIDED TEMPLATE FOR FIELD VERIFICATION

BEFORE INSTALLATION.

6. APPLY HIGH PERFORMANCE COATING (PER SPECIFICATION SECTION

09 96 00) TO ALL SURFACES OF SOFFIT AND FASCIA PLATES, TYP.

SCALE: 1" = 1'-0"

0 1' 2' 3'1/2'

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S-901

E S-601 S-602

S-901 3/4"=1'-0"

DETAILS

(4) #4 EQ. SPACED, T&B,

EACH END

4' -0

VARIES

3"

TIE SPACING

3" 6 SPACES AT 3" OC

4 SPACES AT 6" OC

12" OC MAX

4 SPACES AT 6" OC

6 SPACES AT 3" OC

2"

1' -6

2 1/2"

TYP

REFER TO TABLE FOR STRAND COUNTS PER

SPAN SECTION. INITIAL PRE-STRESSING FORCE =

31,000 LBS PER STRAND. EQUALLY SPACE

BOTTOM STRANDS AND REBAR. MAINTAIN

MINIMUM ON CENTER SPACING OF 2"

1' -6

#5 TIES (TYP.) SEE

PLAN FOR SPACING

#5 (TYP)

17" 17"

18" DECK UNITS ELEVATION

18" AND 15" DECK UNIT PLAN

18" SECTION - INTERIOR UNIT

NOTES

1. FIELD VERIFY EXISTING PIER GEOMETRY PRIOR TO FABRICATION. NOTIFY ENGINEER OF ANY

VARIATIONS. SEE SPECIFICATION SECTION 03 41 33 FOR ADDITIONAL INFORMATION AND

REQUIREMENTS.

2. DESIGN REQUIREMENTS (FOR INFORMATION ONLY):

a. LOADS:

- DEAD LOADS:

SELF WEIGHT BASED ON A CONCRETE UNIT WEIGHT OF 150 PCF.

- LIVE LOADS:

VEHICULAR LIVE LOAD = 600 PSF UNIFORM. OR HS-20.

b. ALLOWABLE DEFLECTIONS:

- UNDER TOTAL LOAD = CLEAR SPAN/240.

- LONG TERM DEFLECTION UNDER PERMANENT LOADS = CLEAR SPAN /360.

3. CONSTRUCTION/ERECTION SEQUENCE:

a. FIELD MEASURE PIER PILE CAPS AND VERIFY SPAN DIMENSIONS PRIOR TO FABRICATION.

b. INSTALL BEARING PADS AND DECK UNITS FOLLOWING MANUFACTURER'S REQUIRED

PROCEDURES.

c. GROUT LONGITUDINAL JOINTS BETWEEN UNITS.

d. INSTALL AND POST-TENSION TRANSVERSE TIE BAR AFTER GROUT AT JOINTS HAS

ADEQUATELY CURED. POST-TENSION BARS TO 15,000 LBS/EACH. REFER TO NOTE 5 FOR

PC/PS DECK ERECTION OPTIONS AND THE SUGGESTED INSTALLATION SEQUENCE OVER THE

AREA THAT INCLUDES TWO GROUPS OF DECK UNITS OF VARIOUS THICKNESSES.

e. PRESSURE GROUT TIE BAR PVC DUCT 48 HRS AFTER COMPLETING TIE BAR TENSIONING AND

ANCHORAGE.

4. CONCRETE STRENGTH: AT TRANSFER OF THE TENSIONING LOAD. 28 DAY STRENGTH = 6500 P.S.I., 5200 P.S.I. MINIMUM.

5. AT THE AREA THAT INCLUDES TWO GROUPS OF DECK UNITS OF VARIOUS THICKNESSES, THE

CONTRACTOR SHALL PLACE/INSTALL A GROUP OF DECK UNITS OF EQUAL THICKNESS

DIMENSION, AND INSTALL THE CORRESPONDING TRANSVERSE POST-TENSIONING BARS PLUS

GROUTING, BEFORE PROCEEDING TO PLACE/INSTALL THE NEXT GROUP OF DECK UNITS.

ALTERNATIVELY, IT IS THE CONTRACTOR'S OPTION TO INCORPORATE ACCESS BLOCKOUTS AT

THE PT TIE-BAR ANCHORAGE LOCATIONS, MAX. BLOCKOUT WIDTH DIMENSION SHALL BE 12". THE

CONTRACTOR SHALL RETAIN SERVICES FROM QUALIFIED FLORIDA REGISTERED ENGINEERS TO

DESIGN THE MODIFICATIONS TO THE PC/PS DECK UNITS TO INCORPORATE ACCESS BLOCKOUTS.

SUBMIT SIGNED AND SEALED DRAWINGS AND CALCULATIONS FOR REVIEW AT LEAST 30

CALENDAR DAYS BEFORE FABRICATION.

FILL THE BLOCKOUTS WITH CONCRETE MIX EQUAL TO THE PC/PS DECK UNIT MIX AFTER PT

TIE-BAR INSTALLATION PLUS GROUTING IS COMPLETED. CURE CONCRETE FOLLOWING SECTION

03 30 00 REQUIREMENTS BEFORE PROCEEDING WITH DECK TOPPING PLACEMENT.

CONCRETE TOPPING AND CURB

NOT SHOWN FOR CLARITY.

3"

3"

4'-0"

1'-0" 1'-4" 1'-0"4" 4"

0 1' 2' 3'

SCALE: 3/4" = 1'-0"

4'

0 1' 2' 4'

SCALE: 1/2" = 1'-0"

6'

GROUT FILL JOINTS.

CONT. PRIOR TO

CASTING TOPPINGCONC TOPPING (4" MIN)

TO MATCH

PRECAST, PRESTRESSED

CONC DECK UNITS

SMOOTH EXTERIOR

DECK UNIT SIDE

SURFACE

REINF SIMILAR TO

INTERIOR UNITS

#4 CURB

REINFORCEMENT.

WHERE APPLICABLE,

COORDINATE WITH

PLANS. SEE DETAIL 8

ON DRAWING S-602.

VARIES

TYPICAL SECTION - EDGE UNIT

2"

1' -3

2 1/2"

TYP

15" DECK UNITS ELEVATION

15" SECTION - INTERIOR UNIT

(16) 1/2" DIA. PRE-STRESS STRANDS (4) TOP, AND

(12) BOTTOM. FULL LENGTH OF DECK UNITS. INITIAL

PRE-STRESSING FORCE = 31,000 LBS PER STRAND.

EQUALLY SPACE BOTTOM STRANDS AND REBAR.

MAINTAIN MINIMUM ON CENTER SPACING OF 2"

#5 TIES (TYP.) SEE

PLAN FOR SPACING

#5 (TYP)

14" 14"

2"

4" 4"

3" 2"

1'-0" 1'-4" 1'-0"

1' -3

3"

B S-901 S-901 3"=1'-0"

TYPICAL RECESS

6"

3"

6"

3"

6"

(4) #3 EW, TWO EACH

SIDE OF DUCT AT 3" O.C.

FILL ANNULAR SPACE WITH

NON-SHRINK CEMENT GROUT

AFTER POST-TENSIONING BARS

FILL WITH NON-SHRINK GROUT AFTER

POST-TENSIONING AND TIGHTENING NUT

A S-901 S-901 1/2"=1'-0"

TYPICAL DECK UNIT JOINT

TIE BAR (POST TENSIONING BAR): 3/4" DIA.

THREADED ROD (ASTM A615, GR. 60), HOT

DIP GALVANIZED

3" DIA. PVC DUCT, TYP.

B S-901 S-901

TOTAL DECK WIDTH = VARIES"

EDGE UNIT

H

'-6

" O R

'-3

H /2

INTERIOR UNITS = VARIES

A S-901 S-901

POST TENSIONING MULTIPLE DECK UNITS

3/4"=1'-0"

EQ. EQ. EQ.

TIE BARS

18" DECK UNITS

SPAN TOP

STRANDS

BOTTOM

STRANDS

1-2, 6-7 4 10

3 4 8

4-5 4 14

(8) #8 BARS TOTAL.

(4) TOP AND (4) BOTTOM

4'-0"

0 3" 6" 9"

SCALE: 3" = 1'-0"

1'

EQ

EQ

EQ

EQ

3" M

IN

TY

P.

INSTALL POST TENSIONING (PT) BARS

ACROSS GROUPS OF UNITS OF EQUAL

THICKNESS. OVER DECK AREAS THAT

INCLUDE DECK UNITS OF DIFFERENT

THICKNESSES, INSTALL TWO SETS OF PT

BARS, ONE SET FOR EACH GROUP OF DECK

UNITS OF EQUAL THICKNESS. SEE NOTES 3

AND 5 FOR ADDITIONAL INFORMATION.

EDGE UNIT

8" 11" 11" 11" 8"

(8) #8 BARS TOTAL.

(4) TOP AND (4) BOTTOM

8" 11" 11" 11" 8"

OPTIONAL ACCESS

BLOCKOUT. SEE NOTE 5

OPTIONAL ACCESS

BLOCKOUT. SEE NOTE 51