ITB-25-1_Addendum_5.pdf

ITB-25-1 Page 1 Addendum 3

CANAVERAL PORT AUTHORITY

CRUISE TERMINAL 5 MARINE IMPROVEMENTS

PN 25-011D

ITB-25-1

Addendum 5

July 23, 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

12 Pages Total (including attachments)

SPECIFICATIONS

Section 01 11 16:

Replace section 1.21 E with the following.

E. RECORD DOCUMENT SUBMITTALS

1. Maintain at the site one complete set of as-built documents; protect from deterioration and loss in a secure, fire-resistive location.

a. Provide access to as-built documents for the Engineer's reference during normal working hours.

b. Label each document "PROJECT RECORD" in 2 inch high printed letters.

c. Do not use for construction purposes.

2. As-Built and Record Drawings: Refer to Section 01 78 46.

3. As-Built Specifications: Maintain one complete copy of the Project Manual, including addenda, and one copy of other written construction documents such as Field Advices, Change Orders and modifications issued in printed form during construction.

a. Mark these documents to show substantial variations in actual Work performed in comparison with the text of the Specifications and modifications.

ITB-25-1 Page 2 Addendum 5

b. Give particular attention to substitutions, selection of options and similar information on elements that are concealed or cannot otherwise be readily discerned later by direct observation.

c. Note related as-built drawing information and Product Data.

4. Record Product Data: Maintain one copy of each Product Data submittal.

a. Mark these documents to show significant variations in actual Work performed in comparison with information submitted. Include variations in products delivered to the site, and from the manufacturer's installation instructions and recommendations.

b. Give particular attention to concealed products and portions of the Work which cannot otherwise be readily discerned later by direct observation.

c. Note related Change Orders and mark-up of record drawings and Specifications.

5. Selection of As-Built Documents for Submittal: Immediately prior to the date or dates of Substantial Completion, the Contractor will meet at the site with the Engineer to determine which of the submitted Samples that have been maintained during progress of the Work are to be transmitted to the Owner for record purposes. Comply with delivery to the Owner's Sample storage area.

6. As-Built Surveys: Refer to Section 01 78 46.

7. Miscellaneous As-Built Submittals: Refer to other specification sections for requirements of miscellaneous record-keeping and submittals in connection with actual performance of the Work.

8. At contract close-out, deliver one copy and one electronic copy, in PDF format, of as-built documents to the Engineer. Accompany submittal with transmittal letter in duplicate containing the following information:

a. Date.

b. Project title and number.

c. Contractor's name and address.

d. Title and number of each Record Document.

e. Signature of Contractor or his authorized representative.

Section 01 78 46:

Add the specification section attached herewith.

ITB-25-1 Page 3 Addendum 5

Section 03 30 00:

Modify Table A in section 2.03A, as shown herewith:

Table A. Concrete Mix Types

Mix* Type

Min. 28-day Compressive Strength (f’c)

(psi)

Minimum Quantity

Cementitious Material

(lbs/cu yd)

Minimum Quantity Portland Cement

(lbs/cu yd)

Maximum Water/

Cementitious Material

Ratio

Calcium Nitrite

(gals/cuyd)

Other ** Admixtures

Slump Range

(inches)

Air Content Range

C1 6500 675 340 0.37 3.0 G 4-6 1-3

C2R 6500 675 340 0.37 4.5 G 4-6 1-3

C2T 6500 750 375 0.37 5.5 G 6-9 1-3

C3 5000 600 300 0.40 3.0 G 4-6 1-3

C5 3000 470 235 0.50 -- G 7-9 N/A

* C2T= Mix C2 Tremie Placement Method; C2R= Mix C2 Conventional Placement.

** G= Ground Granulated Blast Furnace Slag (Slag Cement).

Section 05 50 00:

Replace section 2.01 D with the following.

D. Steel Plates, Shapes and Bars: ASTM A572, Grade 50 ksi, unless otherwise noted.

DRAWINGS

Replace drawings D-201, D-601, S-001, S-201, S-203, and S-701 with the attached.

END OF ADDENDUM 5

Issued via VendorLink

By

Authority of the Canaveral Port Authority

PN-25-011D

25CPA002 01 78 46-1 ADDENDUM 5

SECTION 01 78 46

PROJECT RECORD DOCUMENTS

PART 1 - GENERAL

1.01 DESCRIPTION: The requirements covered under this Section shall include furnishing the Engineer all as-built information necessary to develop a complete set of Record Drawings for the project.

1.02 APPLICABLE CODES, STANDARDS AND SPECIFICATIONS: The Record

Drawings documentation shall be in accordance with the following codes and standards:

A. Local, County, Municipal and Utility Codes.

B. Florida Department of Environmental Protection (FDEP).

1.03 CERTIFICATIONS: The Contractor shall provide all Record Drawings with a certification to the accuracy and completeness. The as-built information submitted by the Contractor shall be determined by Florida Licensed Surveyor or Engineers.

The information shall confirm that the project was built according to the contractual plans and specifications.

PART 2 - PRODUCTS

2.01 AS-BUILT DRAWINGS - GENERAL: Contractor shall enter the information on a

"working set" of construction as-built drawings. Prior to substantial completion of the project, the Contractor shall submit the working as-built drawings to the Engineer for review. At the completion of project, Contractor shall transfer the as-built information to a clean, redlined, final set of drawings. All constructed components shall be depicted, including any revisions to the original design information. The submitted plans shall be titled “As-Built Drawings”. The final version of the As-Built drawings shall be scanned and submitted as a pdf. Coordinate specific requirements (quantity and location of measurement points, etc.) with the Engineer before the start of construction.

The As-Built drawings shall depict:

A. Location of pilings, foundations, concrete pier components, fenders, and bollards, referenced to the Florida state plane coordinate system and NAVD 88 vertical referenced datum. Include pile top and tip locations.

Highlight any installed components constructed out of tolerance.

B. Horizontal and vertical locations of underground utilities and appurtenances

25CPA002 01 78 46-2 ADDENDUM 5

referenced to referenced to the Florida state plane coordinate system and NAVD 88 vertical referenced datum. (See paragraph 2.02 for special requirements for water and force mains.)

C. Physical location of internal utilities and appurtenances concealed in construction as referenced to visible and accessible features of structure that have been surveyed and for which the required coordinates and elevations have been determined.

D. All field changes of dimension and detail.

E. Physical location of construction joints in concrete; changes in reinforcement placement.

F. Changes made by Field Advice and Change Order.

G. Contractor shall supply the Engineer with four (4) signed and stamped redlined prints for each system and a CD of “PDF” electronic files of the Drawings. As-Built drawings shall be subject to the approval of the Design Engineer and the agencies permitting the construction.

2.02 AS-BUILT DRAWINGS – MUNICIPALITIES and FDEP: The Municipalities and

FDEP must accept As-Built Drawings for all reuse water main systems, potable water main systems, sanitary sewer systems and site drainage systems before any System is allowed to be put into service. As-Builts shall be prepared and sealed by a Florida Registered Surveyor or an Engineer in accordance with the minimum technical standards for surveying as set forth by the Florida Board of Professional Surveyors and Mappers in Chapter 61G17-6 Florida Administrative Code, pursuant to Section 472.027 Florida Statutes. Preliminary As-Built drawings shall be submitted prior to substantial completion. At a minimum, the As-Built shall contain the information required within the environmental permits. Coordinate specific requirements (quantity and location of measurement points, etc.) with the Engineer before the start of construction.

A. Location of piers, berth and mooring structures, pilings, and lighting, referenced to the Florida State Plane coordinate system, North American Datum 1983 (NAD 83). Elevations shall be referenced to NAVD 88 and the Mean Low Water (MLW) reference datums.

B. As-Builts shall be drawn at a minimum scale of 1" = 100'. Areas requiring additional detail shall be enlarged as necessary.

C. Contractor shall supply the Engineer with four (4) signed and sealed black-line prints for each system and a CD of “PDF” and AutoCAD (version 2015 or later) electronic files of the Drawings. As-Built drawings shall be subject to

25CPA002 01 78 46-3 ADDENDUM 5

the approval of the Design Engineer and the agencies permitting the construction.

D. As-Builts shall be drawn at a minimum scale of 1" = 100'. Areas requiring additional detail shall be enlarged as necessary. Elevations shall be referenced to NAVD 88 and the Mean Low Water (MLW) reference datums.

PART 3 - EXECUTION

3.01 RECORDS: Any and all changes in location of components shall be recorded on the As-Built drawings daily. If the Contractor buries any materials without the required as-built data being recorded, the Contractor shall uncover the materials to the satisfaction of the Engineer so that the required data may be obtained.

A. The Contractor shall review the completed As-Built drawings and ascertain that all data furnished is accurate and represents the work installed. No Record Drawings or information shall be accepted from Subcontractors without verification by the General Contractor.

B. All costs associated with the preparation of the As-Built drawings shall be the responsibility of the General Contractor.

3.02 SUBMITTAL:

A. As-Built Drawings: The contract shall not be considered to be in Substantial Completion until the As-Built Drawings and Certifications are accepted by the Engineer and the agencies that permitted the construction. Contractor shall submit the As-Builts and Certifications to the Engineer and the Engineer will coordinate with the agencies.

END OF SECTION

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0 20 40 60

SCALE: 1" = 20'

NENLARGED DEMOLITION PLAN

1"=20'

DEMOLITION KEYED NOTES:

ALL ITEMS INDICATED TO BE REMOVED/DEMOLISHED SHALL BE

DISPOSED OFFSITE (OUTSIDE PORT CANAVERAL PROPERTY) BY

CONTRACTOR. ITEMS TO BE SALVAGED ARE NOTED. OWNER WILL

INDICATE THE STORAGE LOCATION. CONTRACTOR TO INCLUDE

HAULING COST FOR SALVAGED ITEMS (MAXIMUM TRANSPORT

DISTANCE 10 MILES ROUND TRIP). CONTRACTOR SHALL NOTIFY

OWNER (CPA) WITH ADVANCE NOTICE (30 DAYS) PRIOR TO THE

START OF DEMOLITION WORKS.

A COMPLETELY REMOVE THE MONOPILE MOORING DOLPHIN,

INCLUDING BOLLARD, STEEL PILE, CONCRETE PLATFORM,

SCOUR MATTING AND/OR GROUT AT SEA BED LEVEL AND

MISCELLANEOUS STEEL COMPONENTS. SALVAGE BOLLARD

AND STEEL PILE. DISPOSE OTHER MATERIALS. SEE SECTION 4

ON DRAWING D-601. SEE REFERENCE DRAWING R-304 FOR

THE ORIGINAL DESIGN INFORMATION.

B REMOVE REINFORCED REMOVABLE CONCRETE CURB

(APPROXIMATELY 43 LINEAR FEET), MISCELLANEOUS STEEL

HARDWARE AND WOOD FRAMING. INCLUDE SAWCUTTING OF

THE EXISTING CURB AS NEEDED FOR REMOVAL. SEE DETAIL 1

ON D-601. SEE REFERENCE DRAWING R-412 FOR THE

ORIGINAL DESIGN INFORMATION.

C REMOVE REINFORCED CONCRETE CURB (APPROXIMATELY 40

LINEAR FEET), DECK CONCRETE AND MISCELLANEOUS STEEL

HARDWARE. INCLUDE SAWCUTTING OF THE EXISTING CURB

AS NEEDED FOR REMOVAL. SEE DETAIL 2 ON D-601. SEE

REFERENCE DRAWING R-203 FOR THE ORIGINAL DESIGN

INFORMATION.

D REMOVE REINFORCED CONCRETE CURB (APPROXIMATELY 20

LINEAR FEET), DECK CONCRETE AND MISCELLANEOUS STEEL

HARDWARE. INCLUDE SAWCUTTING OF THE EXISTING CURB

AS NEEDED FOR REMOVAL. SEE DETAIL 7 ON D-601. SEE

REFERENCE DRAWING R-410 FOR THE ORIGINAL DESIGN

INFORMATION.

E REMOVE AND SALVAGE ALUMINUM CATWALK. REMOVE

PRESTRESSED CONCRETE PILES, CONCRETE PILE CAPS,

WATERLINE AND CONDUIT. SALVAGE CATWALK SECTIONS.

SEE REFERENCE DRAWINGS R-404, R-405, R-501 FOR ORIGINAL

CONSTRUCTION DETAILS.

ENGINEER WILL SELECT TWO CATWALK SECTIONS TO BE

MODIFIED AND INSTALLED AT NEW LOCATION. SEE DRAWING

D-702.

F REMOVE AND SALVAGE ALUMINUM CATWALK, MISC.

HARDWARE. SALVAGE ALL THE ALUMINUM CATWALK

COMPONENTS. SEE REFERENCE DRAWINGS R-301, R-303,

R-502, R-503 FOR THE ORIGINAL DESIGN INFORMATION. SEE

DRAWING S-705 FOR MODIFICATIONS AND REINSTALLATION.

G REMOVE AND SALVAGE ALUMINUM CATWALK, MISC.

HARDWARE. SALVAGE ALL THE ALUMINUM CATWALK

COMPONENTS. SEE REFERENCE DRAWING R-205 FOR THE

ORIGINAL DESIGN INFORMATION.

H REMOVE AND SALVAGE BOLLARD. GRIND THE TOP SURFACE

OF THE CONCRETE DOLPHIN (APPROXIMATELY 560 SQ FT), 3"

MIN. DEPTH. SEE REFERENCE DRAWINGS R-405 FOR THE

ORIGINAL DESIGN INFORMATION. INCLUDE MEANS AND

METHODS OF DEMOLITION IN THE DEMOLITION PLAN.

K REMOVE FENDER. SEE REFERENCE DRAWINGS R-405 FOR THE

ORIGINAL DESIGN INFORMATION.

L REMOVE AND SALVAGE METAL LADDER. CUT BOLTS/ANCHOR

RODS FLUSH WITH CONCRETE SURFACE AND GRIND 1" DEEP.

PATCH WITH NON SHRINK GROUT. SEE REFERENCE DRAWING

R-208 FOR THE ORIGINAL DESIGN INFORMATION.

M INCLUDE DEMOLITION FOR REPAIRS TO EXISTING DECK

JOINTS. INCLUDE REMOVAL OF APPROXIMATELY 200 LINEAR

FEET OF CRACKED CONCRETE AND STEEL HARDWARE ALONG

EXISTING PIER JOINTS. COORDINATE THE LOCATION OF

REPAIRS WITH THE ENGINEER. REFER TO DETAIL CC ON D-603.

SEE REFERENCE DRAWING R-203 FOR THE ORIGINAL DESIGN

INFORMATION.

N INCLUDE DEMOLITION FOR REPAIRS TO EXISTING

REINFORCED CONCRETE CURBS. INCLUDE REMOVAL OF

APPROXIMATELY 150 LINEAR FEET OF CRACKED CONCRETE

CURBS.INCLUDE SAW CUTTING OF THE EXISTING CURBS AS

NEEDED FOR REMOVAL. COORDINATE THE LOCATION OF

REPAIRS WITH THE ENGINEER. SEE REFERENCE DRAWING

R-410 FOR THE ORIGINAL DESIGN INFORMATION.

P REMOVE EXISTING GROUTED SCOUR MAT SECTIONS AT NEW

CONCRETE AND STEEL PILE LOCATIONS. SEE SHEET NOTE 6

FOR SURVEY AND DIVE INSPECTION REQUIREMENTS. SEE

DETAIL 10 ON DRAWING D-601 FOR ADDITIONAL INFORMATION.

R DE-TERMINATE CONDUCTORS CONTINUING TO CATWALK AND

SEAL OPENING.

S DE-TERMINATE CONDUCTORS CONTINUING TO JB-5. AFTER

EXTENSION OF PIER, INSTALL NEW CONDUCTORS FROM THIS

BOX TO NEW JUNCTION BOXES AND FIXTURES.

T REMOVE TWO JUNCTION BOXES, LIGHT POLE, CONDUITS AND

CABLING. COORDINATE WITH THE ENGINEER TO EVALUATE

THE CONDITION OF JB-5. IF CPA DETERMINES THE

COMPONENTS ARE IN GOOD CONDITION, THEY SHALL BE

RE-INSTALLED. SEE DRAWING S-202 FOR ADDITIONAL

INFORMATION. SEE REFERENCE DRAWINGS R-104 THRU R-108

FOR THE ORIGINAL DESIGN INFORMATION.

U REMOVE JUNCTION BOX, LIGHT POLE, CONDUITS AND

CABLING. COORDINATE WITH THE ENGINEER TO EVALUATE

THE CONDITION OF JB-7B AND POLE. IF CPA DETERMINES THE

COMPONENTS ARE IN GOOD CONDITION, THEY SHALL BE

RE-INSTALLED. SEE DRAWING S-202 FOR ADDITIONAL

INFORMATION. SEE REFERENCE DRAWINGS R-104 THRU R-108

FOR THE ORIGINAL DESIGN INFORMATION.

LEGEND:

PHOTO NUMBER AND

ORIENTATION. SEE DRAWINGS

D-701 AND D-702

K

FACE OF

EXISTING PIER

EXISTING

BULKHEAD WALL

EXISTING WATER

LINE BELOW

EXISTING

DOLPHIN

EXISTING

CATWALK18

FACE OF

EXISTING

PIER

EXISTING

BULKHEAD WALL

SHEET NOTES:

1. REFER TO SPECIFICATION SECTION 02 41 00 FOR ADDITIONAL

INFORMATION. SUBMIT FOR REVIEW THE DEMOLITION PLAN, OUTLINING

ALL PLANNED MEANS, METHODS, AND PROCEDURES TO BE IMPLEMENTED

TO COMPLETE THE DEMOLITION WORK. SUBMIT A MIN. OF 30 CALENDAR

DAYS BEFORE THE START OF DEMOLITION WORKS.

2. LOCATION OF EXISTING STRUCTURES AND FEATURES SHOWN IS

APPROXIMATE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING

STRUCTURES PRIOR TO CONSTRUCTION. SUBMIT ANY DISCREPANCIES TO

THE ENGINEER FOR COORDINATION A MIN. OF 30 CALENDAR DAYS BEFORE

THE START OF DEMOLITION WORKS.

3. SEE DRAWINGS D-701 THRU D-702 SHEETS FOR EXISTING CONDITION

PHOTOGRAPHS.

4. ALL COMPONENTS DESIGNATED TO BE DEMOLISHED SHALL BE

COMPLETELY REMOVED, UNLESS REDUCED DEMOLITION EXTENTS ARE

SHOWN OR OTHER INSTRUCTIONS PROVIDED.

5. THE REINFORCED CONCRETE CURB SECTION WAS CAST MONOLITHICALLY

WITH THE PIER STRUCTURE. SEE DETAIL 3 ON DRAWING D-601.

6. THE CONTRACTOR SHALL RETAIN SERVICES OF PROFESSIONAL

SURVEYORS AND COMMERCIALLY CERTIFIED DIVERS TO ESTABLISH THE

LOCATION, EXTENTS AND INSPECT THE EXISTING GROUTED SCOUR MAT

CONDITIONS WITHIN AREAS TO RECEIVE NEW CONCRETE AND STEEL

PILES. REMOVE ALL DELETERIOUS MATERIALS THAT COULD NEGATIVELY

AFFECT PILE INSTALLATION EFFORTS. THE CONSTRUCTION BIDS SHALL

INCLUDE THE NEEDED EFFORT TO REMOVE SOIL BUILD-UP OVER THE

SCOUR MATS, TO ALLOW PROPER SURVEYS AND LOCATIONS. USE THE

SURVEY INFORMATION TO COORDINATE REMOVAL OF GROUTED SCOUR

MAT SECTIONS FOR INSTALLATION OF NEW PILES.

EXISTING FUEL

LINE BELOW

D-201 D-601

D-201 D-601

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STOP BAR

±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,

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INSTALL FILTER FABRIC UNDER

GROUTED MATS, TYP.

EXISTING 52" DIA PIPE

PILE TO BE REMOVED

SAWCUT AND REMOVE

GROUT BEFORE STEEL

EXTRACTION

EXISTING

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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"

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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

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S-001

DESIGN REFERENCES:

1. ACI 318-10-AMERICAN CONCRETE INSTITUTE'S "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", 2010 EDITION.

2. AISC-AMERICAN INSTITUTE OF STEEL CONSTRUCTION'S "STEEL CONSTRUCTION MANUAL" (INCLUDING AISC

360-05), 13TH EDITION.

3. CRSI - CONCRETE REINFORCING STEEL INSTITUTE'S "MANUAL OF STANDARD PRACTICE".

4. AWS D1.1 - AMERICAN WELDING SOCIETY'S "STRUCTURAL WELDING CODE -STEEL", 2010 EDITION.

5. AWS D1.6 - AMERICAN WELDING SOCIETY'S "STRUCTURAL WELDING CODE-STAINLESS STEEL", 2007 EDITION.

6. UNIFIED FACILITIES CRITERIA 4-152-01, WITH CHANGE 1 DATED SEPTEMBER 2012., DESIGN PIERS AND WHARVES.

7. API RP 2A-WSD - AMERICAN PETROLEUM INSTITUTE'S "RECOMMENDED PRACTICE FOR DESIGNING AND CONSTRUCTING FIXED OFFSHORE PLATFORMS - WORKING STRESS DESIGN", 21ST EDITION WITH SUPPLEMENT 2, 2005.

STRUCTURAL STEEL AND STEEL PILINGS:

1. ALL STEEL WORK SHALL CONFORM TO AISC-360.

2. PROVIDE STEEL COMPONENTS IN ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS:

· PLATES AND MISCELLANEOUS STEEL = ASTM A572, GRADE 50.

· STEEL PIPE PILES = SEE NOTE 5 BELOW.

3. ALL NON STAINLESS STEEL BOLTS MUST CONFORM TO ASTM A325 UNLESS NOTED OTHERWISE.

4. ALL CONCRETE SHALL EMBEDDED ITEMS SHALL BE 316L STAINLESS STEEL UNLESS OTHERWISE NOTED.

5. PIPE PILES SHALL BE MANUFACTURED EXCEEDING REQUIREMENTS OF ASTM A252 FROM NEW COIL MEETING ASTM A1018 HSLAS, GRADE 70. WELDING SHALL FOLLOW AN APPROVED AWS D1.1 PROCEDURE SPECIFICATION WITH 100 PERCENT VISUAL INSPECTION. PIPE WALL THICKNESS INDICATED ARE MINIMUM VALUES.

THE DESIGN BASIS OF COMPONENTS SHOWN ON THE DRAWINGS ARE AS FOLLOWS:

STEEL PIPE PILING:

· MONOPILE DOLPHINS AT THE NORTH END: 72" OD x 1.00" WALL THICKNESS - LATERAL LOAD 200 MT

· MODIFIED CATWALK AT SOUTH END: 30" OD x 0.625" WALL THICKNESS

6. ALL PILES SHALL BE COATED AS PER SPECIFICATION 09 96 00. SEE DRAWINGS FOR COATING LIMITS.

7. ALL STEEL MEMBERS, BOLTS, FASTENERS AND MISC. HARDWARE SHALL BE HOT DIP GALVANIZED IN

ACCORDANCE WITH ASTM A123 AND ASTM A153 REQUIREMENTS.

CONCRETE:

1. ALL CONCRETE WORK SHALL CONFORM TO ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". CONCRETE FINISHES SHALL INCLUDE A SMOOTH FORM FINISH AND 1.5 IN., 45 DEG. CHAMFERED EDGES WHEN EXPOSED TO VIEW.

PROVIDE BROOM FINISH OVER PIER DECK SURFACE.

2. ALL CEMENT SHALL CONFORM TO ASTM C150, TYPE II.

3. STRUCTURAL CONCRETE SHALL HAVE THE PROPERTIES OUTLINED IN SPECIFICATION 03 30 00 FOR A MINIMUM 28

DAY COMPRESSIVE STRENGTH OF 6,500 PSI. SEE BELOW FOR MIXED TYPE ASSIGNMENTS:

· ALL CONCRETE - MIX TYPE C2R OR C2T

4. ALL GROUT SHALL BE NON-SHRINK, NON-CORROSIVE, NON-METALLIC HAVING A MINIMUM COMPRESSIVE

STRENGTH OF 5,000 PSI, UNLESS SPECIFIED OTHERWISE.

5. CONSTRUCTION JOINT LOCATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

CONCRETE PILING:

1. REFER TO THE DRAWINGS AND SPECIFICATION SECTION 31 62 13 FOR REQUIREMENTS ASSOCIATED WITH

PRECAST, PRE-STRESSED CONCRETE PILES. REFER TO SPECIFICATION SECTION 31 62 17 FOR PILE TESTING REQUIREMENTS. FABRICATE, INSTALL, AND TEST CONCRETE PILES IN ACCORDANCE WITH SPECIFICATION

SECTION 31 62 13 AND 31 62 17 REQUIREMENTS

2. IT IS THE GENERAL DESIGN INTENT THAT CONCRETE PILES WILL BE DRIVEN TO THE SPECIFIED DEPTHS.

ENVIRONMENTAL PERMITS REQUIRE IMPLEMENTATION OF SOUND ATTENUATION MEASURES DURING PILE INSTALLATION IN ACCORDANCE WITH ATTACHMENT 8 OF THE DEPARTMENT OF THE ARMY, JACKSONVILLE DISTRICT CORPS OF ENGINEER (PERMIT NO. SAJ 2007-01580 (SP-JCP) SEE APPENDIX A OF THE SPECIFICATIONS.

COSTS ASSOCIATED WITH IMPLEMENTATION OF THE PERMIT REQUIREMENTS SHALL BE INCLUDED AS PART OF BIDS. THE SOUNDS ATTENUATION MEASURES APPLY TO ALL PILES LOCATED WITHIN EL +4.0' (MLW) OR LOWER

EXISTING SITE GRADING CONTOURS.

POST INSTALLED ANCHORS:

1. INSTALLATION OF ALL POST INSTALLED ANCHORS SHALL BE IN STRICT ACCORDANCE WITH THE REQUIREMENTS

ESTABLISHED BY THE PRODUCT MANUFACTURERS.

2. ANCHOR INSTALLERS SHALL RECEIVE TRAINING AND BE CERTIFIED BY THE ANCHOR MANUFACTURER FOR INSTALLATION, HANDLING AND STORAGE OF THE SPECIFIC TYPES OF ADHESIVE AND MECHANICAL PRODUCTS INDICATED ON THE CONTRACT DOCUMENTS. SUBMIT PROOF OF CERTIFICATION TO ENGINEER PRIOR TO WORK

BEING PERFORMED.

3. INSTALL ANCHORS USING ANY OF THE FOLLOWING PRODUCTS:

· HIT-RE500 V3 ADHESIVE SYSTEM BY HILTI.

· SET XP ADHESIVE SYSTEM BY SIMPSON STRONG TIE.

· AC 100+ GOLD ADHESIVE SYSTEM BY POWERS.

ALUMINUM:

1. ALUMINUM DESIGN SHALL BE IN ACCORDANCE WITH THE ALUMINUM ASSOCIATION, ALUMINUM DESIGN MANUAL, 2010 EDITION.

2. STRUCTURAL ALUMINUM SHALL BE ALLOY 6061-T6, UNLESS OTHERWISE NOTED.

3. ALUMINUM TO BE IN CONTACT WITH HARDENED CONCRETE SHALL BE COATED WITH A HEAVY APPLICATION OF ALKALI RESISTANT BITUMINOUS PAINT. ALUMINUM TO BE EMBEDDED IN CONCRETE SHALL BE GIVEN ONE COAT OF

ZINC CHROMATE PRIMER IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS.

4. ALL BOLTS USED IN ALUMINUM MEMBER CONNECTIONS SHALL BE STAINLESS STEEL AISI 316, UNLESS OTHERWISE

NOTED.

5. THE DESIGN, WORKMANSHIP, TECHNIQUES AND INSPECTION OF ALUMINUM WELDING, INCLUDING WELDER QUALIFICATIONS, SHALL CONFORM TO THE AMERICAN WELDING SOCIETY, AWS D1.2, STRUCTURAL WELDING CODE-ALUMINUM, LATEST ADOPTED EDITION. FILLER ALLOY FOR WELDING SHALL BE TYPE 5356 IN ACCORDANCE WITH AWS A.5.10. SUBMIT ALL CORRESPONDING QUALIFIED WELDING PROCEDURES AND WELDER CERTIFICATES

TO THE ENGINEER FOR REVIEW.

CONCRETE REINFORCING STEEL:

1. STEEL REINFORCING SHALL CONFORM TO:

PRESTRESSING STRANDS - ASTM A416, INCLUDING SUPPLEMENTARY REQUIREMENT S1 "LOW-RELAXATION" WIRE

AND RELAXATION TESTING.

MILD REINFORCING - ASTM A615, GRADE60 (DEFORMED)

2. MINIMUM CONCRETE COVER UNLESS NOTED OTHERWISE:

· EXPOSED TO SEAWATER = 4 IN.

· ELSEWHERE = 3 IN.

3. MILD REINFORCING BAR DETAILS INCLUDING HOOKS AND LAP SPLICES SHALL CONFORM TO ACI 318 AND ACI 315, UNLESS NOTED OTHERWISE. SUBMIT SHOP DRAWINGS FOR REVIEW BY ENGINEER PRIOR TO FABRICATION.

4. ALL HOOKS SHOWN SHALL BE STANDARD HOOKS UNLESS DIMENSIONED OTHERWISE.

5. MILD REINFORCEMENT SPLICES SHALL BE CLASS "B" TENSION UNLESS SHOWN OTHERWISE. LAP SPLICES IN BEAMS SHALL BE STAGGERED AT LEAST TWICE THE REQUIRED SPLICE LENGTH AND HAVE NO MORE THAN 50 PERCENT OF THE REINFORCEMENT SPLICED IN ANY ONE LOCATION. SUBMIT SPLICE LOCATIONS FOR APPROVAL

PRIOR TO FABRICATION.

6. WELDING MUST BE PERFORMED IN ACCORDANCE WITH AMERICAN WELDING SOCIETY CODE DOCUMENTS:

· AWS D1.4 STRUCTURAL WELDING CODE - REINFORCING STEEL LATEST EDITION.

7. EXCEPT AS OTHERWISE SHOWN, ALL HOOKS SHALL BE OF ACI STANDARD DIMENSIONS AND ALL LAP SPLICES SHALL BE ACI 318 CLASS "B" TENSION SPLICES. MECHANICAL. CONNECTORS SHALL DEVELOP 125% OF SPECIFIED YIELD STRENGTH OF BAR IN TENSION OR COMPRESSION, AS CONFIRMED BY TESTS AND CODE APPROVED

CERTIFICATIONS SATISFACTORY TO THE ENGINEER.

WELDING:

1. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS. ALL WELDED CONNECTIONS SHALL BE PRE-

QUALIFIED IN ACCORDANCE WITH AWS D1.1, D1.2, D1.4, OR D1.6. SUBMIT THE CORRESPONDING QUALIFIED

WELDING PROCEDURES AND WELDER CERTIFICATIONS.

2. ALL ELECTRODES SHALL BE E70XX FOR CARBON STEEL, AND 316L ELECTRODES FOR STAINLESS STEEL UNLESS

OTHERWISE NOTED.

3. ALL WELDED STAINLESS SHALL BE TYPE 316L AND SHALL BE CLEANED IN ACCORDANCE WITH ASTM A-380 AFTER

FABRICATION.

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NOTES:

1. ALL ELEVATION VALUES SHOWN ARE BASED ON THE MEAN LOW WATER (MLW)

REF DATUM, UNO.

2. REFERENCE POINT COORDINATES ARE AS FOLLOWS, DEFINE UNITS OF US FEET:

NORTHING EASTING

REF POINT 5 1484127.59 776469.54

REF POINT 6 1483977.59 776470.29

REF POINT 7 1483977.39 776430.14

REF POINT 8 1484127.20 776429.37

COORDINATES ARE BASED UPON NAD '83 STATE PLANE COORDINATES,

FLORIDA EAST ZONE 901. THE CONTRACTOR SHALL FIELD VERIFY ALL

COORDINATES BEFORE THE START OF CONSTRUCTION AND SUBMIT THE

COORDINATES TO THE ENGINEER FOR REVIEW BEFORE PROCEEDING

WITH ANY PORTION OF THE WORK.

3. REFER TO THE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL

INFORMATION REGARDING STRUCTURAL SYSTEMS; INCLUDING MARINE

FENDERING AND MOORING FIXTURES.

4. SECTIONS AND DETAILS ARE TYPICAL UNLESS OTHERWISE NOTED.

5. THE CONTRACTOR SHALL RETAIN SERVICES OF PROFESSIONAL SURVEYORS

AND COMMERCIALLY CERTIFIED DIVERS TO ESTABLISH THE LOCATION, EXTENTS

AND INSPECT THE EXISTING GROUTED SCOUR MAT CONDITIONS WITHIN AREAS

TO RECEIVE NEW CONCRETE AND STEEL PILES. REMOVE ALL DELETERIOUS

MATERIALS THAT COULD NEGATIVELY AFFECT PILE INSTALLATION EFFORTS.

THE CONSTRUCTION BIDS SHALL INCLUDE THE NEEDED EFFORT TO REMOVE

SOIL BUILD-UP OVER THE SCOUR MATS, TO ALLOW PROPER SURVEYS AND

LOCATIONS. USE THE SURVEY INFORMATION TO COORDINATE REMOVAL OF

GROUTED SCOUR MAT SECTIONS FOR INSTALLATION OF NEW PILES.

6. ON CRUISE SHIP DAYS, THE CONTRACTOR SHALL PROVIDE ACCESS TO THE

SOUTH MOORING DOLPHINS FOR CPA MOORING LINE HANDLING CREWS.

SUGGESTED ACCESS: POSITION A SPUD BARGE BETWEEN THE BULKHEAD WALL

AND THE NEAREST MOORING DOLPHIN. USE THE REMOVED SECTIONS OF THE

EXISTING CATWALKS THAT ARE NOT BEEN REUSED, TO BRIDGE BETWEEN THE

BARGE AND THE BULKHEAD WALL AND BETWEEN THE BARGE AND THE MOORING

DOLPHIN.

THE ACCESS REQUIREMENTS SHALL INCLUDE ADEQUATE LIGHTING IN

COMPLIANCE WITH OSHA REQUIREMENTS. SUBMIT ACCESS PLANS FOR

APPROVAL BY CPA. REFER TO THE SPECIFICATIONS, APPENDIX C FOR THE

CRUISE VESSEL SCHEDULE INFORMATION.

ENLARGED TOP OF STRUCTURE PLAN - SOUTH END

1"=20'

N

REFERENCE

POINT 5

FACE OF EXISTING

BULKHEAD WALL

EXISTING PIER

EXISTING MOORING

DOLPHIN AND CATWALK

0 20 40 60

SCALE: 1" = 20'

KEYED NOTES:

A CONSTRUCT THE PILE SUPPORTED CONCRETE PIER EXTENSION. SEE

ENLARGED PLANS ON DRAWING S-204 FOR ADDITIONAL INFORMATION.

B INSTALL NEW FOAM FILLED FENDERS, TYPICAL 3 PLACES TOTAL. SEE

DRAWING S-801.

C INSTALL 125 METRIC TON BOLLARD, TYPICAL 3 PLACES TOTAL. SEE

DRAWING S-802.

D ALUMINUM CATWALK ON PILE SUPPORTED CONCRETE STRUCTURE.

SEE DRAWING S-702.

E INSTALL SALVAGED LADDER. SEE DRAWING S-904 FOR NEW ANCHOR

RODS AND NON-SKID PAINT.

F INSTALL MODIFIED CATWALK.

G CONSTRUCT NEW 12" SQUARE REINFORCED CONCRETE CURB. SEE

DETAIL 10 ON DRAWING S-605.

H EXISTING DECK JOINT REPAIRS. INCLUDE 200 LINEAR FEET OF

EXISTING JOINT REPAIRS. COORDINATE THE LOCATION AND EXTENT

OF REPAIRS AT EACH LOCATION WITH THE ENGINEER. REFER TO

DRAWING D-603. SEE REFERENCE DRAWING R-203 FOR THE ORIGINAL

DESIGN INFORMATION.

J THE CONSTRUCTION BIDS SHALL INCLUDE EXISTING REINFORCED

CONCRETE CURB REPAIRS. INCLUDE 150 LINER FEET OF CONCRETE

CURB REPAIRS. COORDINATE THE LOCATION AND EXTENTS OF

REPAIRS WITH THE ENGINEER. REFER TO DRAWING D-603. SEE

REFERENCE DRAWINGS R-203, R-412 FOR THE ORIGINAL DESIGN

INFORMATION.

K INSTALL ULTRA-HIGH MOLECULAR WEIGHT POLYETHYLENE (UAMW-PE)

STRIPS, APPROX. DIMENSIONS 2" x 6" x 72" AS MANUFACTURED BY

TRELLEBORG FOR THE SPECIFIED FOAM-FILLED FENDERS. INCLUDE

COST OF HARDWARE AND POST-INSTALLED ADHESIVE ANCHOR

INSTALLATION INTO HARDENED CONCRETE. INSTALL AT 15 EXISTING

FENDER LOCATIONS, THREE (3) STRIPS EACH. INSTALL IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

L THE CONSTRUCTION BIDS SHALL INCLUDE ENGINEERING DESIGN,

PROCUREMENT AND INSTALLATION OF SOLAR-POWERED LIGHTING

SYSTEM OVER THE SOUTH PIER EXTENSION DECK AREAS. THE

LIGHTING DESIGN SHALL BE IN COMPLIANCE WITH THE CURRENT

EDITION OF THE FLORIDA BUILDING CODE, OSHA ILLUMINATION AND

THE CANAVERAL PORT AUTHORITY EXTERIOR LIGHT MANAGEMENT

PLAN. REFER TO SPECIFICATION SECTION 01 11 16 FOR ADDITIONAL

INFORMATION.

M COORDINATE WITH THE ENGINEER TO EVALUATE THE CONDITION OF

JUNCTION BOXES JB-5, JB-7B, AND THE LIGHT POLE. IF CPA

DETERMINES THE COMPONENTS ARE IN GOOD CONDITION, THEY

SHALL RE-INSTALLED, OTHERWISE, PROCURE AND INSTALL NEW

SIMILAR COMPONENTS . THE CONTRACTOR SHALL RETAIN SERVICES

FROM QUALIFIED ENGINEERS TO SPECIFY THE NEW ELECTRIC

SYSTEM MATERIAL AND INSTALLATION REQUIREMENTS AND SPECIFY

THE COMPOSITION OF ALL NEW ELECTRIC CIRCUITS. SUBMIT THE

DESIGN PACKAGE FOR REVIEW BY THE ENGINEER BEFORE

PURCHASING MATERIALS. ALL WORK SHALL BE IN ACCORDANCE WITH

THE FLORIDA BUILDING CODE LATEST ADOPTED EDITION.

N INSTALL NEW LADDER. SEE DRAWING S-904.

C S-202 S-204

REFERENCE

POINT 6

REFERENCE

POINT 7

REFERENCE

POINT 8

150'-0"

'-2

F

APPROXIMATE OUTLINE OF

EXISTING SCOUR MAT

EXISTING MOORING

DOLPHIN

C S-202 S-705

D S-202 S-204

B CA

D

E

F S-202 S-904

73'-0" 60'-0"

11'-0" 11'-0"

G

B S-202 S-702

J

H

K

TYP

EXISTING MOORING

DOLPHIN

TYP

EXISTING

PILE CAP

±7'-9"

±8'-6"

SURVEY AND DIVE INSPECTION

OF THE EXISTING GROUTED

SCOUR MATS. SEE NOTE 5 FOR

REQUIREMENTS

N

F S-202 S-904

TYP

TEMPORARY ACCESS TO

MOORING DOLPHIN. SEE NOTE 6

L

M

'-1

'-1

23'-0"JB-4 (1) 1" C

JB-7B

OR NEW

(1) 1" CJB-5 OR

NEW

AutoCAD SHX Text S

LC PILE

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LC PILE

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LC EXISTING

PILE CAP

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LC PILE

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LC PILE

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LC EXISTING

PILE CAP

(APPROXIMATE)

LC BATTERED

PILE

LC BENT/PILE CAP

LC BATTERED

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LC BENT/PILE CAP

LC BATTERED

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EXISTING PIER

SCALE: 1" =

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N

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SP

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6' -0

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'-0

2'

-0

2'-0"

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CAP AND PILES

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

'-0

EXISTING DECK

UNITS

SL

O

PE

SL

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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'

INCLUDE PDA TESTING OF ONE 72" DIA. STEEL MONOPILE. THE PILE LOCATION AND TESTING REQUIREMENTS WILL BE CONFIRMED BY THE ENGINEER, AFTER REVIEW OF THE CONTRACTOR'S PILE INSTALLATION PLAN.

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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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

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O

AT

IN

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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 (MIX C5 IN SPEC 03 30 00)

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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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'