2021-08-05_Pier1902Repair_Amend5_Drawings.pdf
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- Solicitation number
- N69450-21-R-0028
About this file
This document outlines a federal contract opportunity for the repair of Pier 1902 at the Atlantic Undersea Test and Evaluation Center located on Andros Island in the Bahamas. The scope of work involves removing the existing superstructure from the pier but retaining the existing steel piles, constructing a new closed-pier mole-type structure with a steel pipe pile wall aligned with the pier perimeter to retain compacted structural fill, installing a reinforced concrete deck, and integrating shore power, potable water, fire protection, lighting, mooring hardware and fender systems. Temporary mooring will also be established for vessels during construction. The contract will be awarded on a firm-fixed price basis according to Defense Federal Acquisition Regulation Supplement guidelines for a magnitude between $25 million to $100 million. The solicitation was issued by the Naval Facilities Engineering Command on behalf of the Department of the Navy.
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VICINITY MAP LOCATION MAP
PIER 1902 REPAIR
NUWC AUTEC - ANDROS ISLAND, BAHAMAS
NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND SOUTHEAST
ACQ CORE
NAVAL STATION JACKSONVILLE
JACKSONVILLE, FLORIDA
AMENDMENT 5 SUBMITTAL
6 AUGUST 2021
D E
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B. FILES/B. DIMOCK
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A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
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NUWC AUTEC
ANDROS TOWN
NUWC AUTEC
ANDROS TOWN
IMAGE SOURCE: GOOGLE EARTH PRO IMAGE SOURCE: GOOGLE EARTH PRO
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1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
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GENERAL DESCRIPTION OF WORK:
1. THE AUTEC 1902 PIER REPAIRS INCLUDES THE INSTALLATION OF A STEEL COMBINATION WALL AND SHEET PILE SYSTEM
ALONG THE ORIGINAL FOOTPRINT OF THE PIER TO BE FILLED WITH #57 STONE AND STRUCTURAL FILL WITH A CONCRETE
BULKHEAD CAP AND SLAB ON GRADE DECK.
2. REPLACE EXISTING BERTHING AND MOORING SYSTEMS WITH FOAM FILLED FENDERS AND LOW DOUBLE BITT BOLLARDS.
3. REPLACE ELECTRICAL, MECHANICAL, AND COMMUNICATION UTILITIES ON THE PIER, WITH TIE-IN TO RESPECTIVE SOURCE.
4. REPAIR OF THE ORIGINAL APPROACH SLAB AND ADJOINING CONCRETE BULKHEAD AT THE PIER ABUTMENT.
5. TEMPORARY MOORING FACILITIES TO BE USED DURING REPAIRS.
GENERAL NOTES:
1. CONSTRUCTION OPERATIONS MAY BE SUBJECT TO OCCASIONAL TEMPORARY WORK STOPPAGE DUE TO NON DISCLOSED
DELIVERY OF EXPLOSIVE MATERIALS TO THE SITE OR RANGE TESTING. CONTRACTOR MUST EVACUATE ALL PERSONNEL FROM PORT AREA DURING EXPLOSIVE DELIVERY OPERATIONS. EXPLOSIVE DELIVERIES ARE NOT FREQUENT BUT THE CONTRACTOR SHALL BE PREPARED FOR THE OCCASIONAL OCCURRENCE. IT IS ANTICIPATED THAT TWO WORK STOPPAGES WILL OCCUR PER MONTH WITH EACH WORK STOPPAGE LASTING APPROXIMATELY SIX HOURS.
2. IN THE EVENT OF A CONFLICT BETWEEN THE SPECIFICATIONS AND THE DRAWINGS, THE SPECIFICATIONS SHALL TAKE PRECEDENCE. CONTRACTOR SHALL VERIFY INFORMATION INDICATED WITH SPECIFICATIONS AND OTHER DOCUMENTS AND BRING ANY CONFLICTS TO THE ATTENTION OF THE CONTRACTING OFFICER BEFORE BEGINNING AFFECTED WORK.
THE CONTRACTING OFFICER WILL RESOLVE ANY SUCH CONFLICT.
3. NOTES BELOW ARE NOT INTENDED TO REPLACE SPECIFICATIONS.
4. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THESE DRAWINGS AND SPECIFICATIONS.
5. ALL UNITED STATES FEDERAL SAFETY REGULATIONS ARE TO BE STRICTLY FOLLOWED.
6. THE CONTRACTOR SHALL ABIDE BY ALL APPLICABLE UNITED STATES FEDERAL AND AUTEC ENVIRONMENTAL PROTECTION
STANDARDS, LAWS AND REGULATIONS.
7. THE CONTRACTOR SHALL OBTAIN ALL APPLICABLE LICENSES AND KEEP COPIES OF SAME ON SITE DURING CONSTRUCTION.
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NAVFAC, EM 385-1-1 AND OSHA SAFETY PRECAUTIONS. METHOD OF DEMOLITION, CONSTRUCTION AND ERECTION OF STRUCTURE ARE THE RESPONSIBILITY OF THE CONTRACTOR.
9. PRIOR TO START OF CONSTRUCTION THE CONTRACTOR SHALL CHECK THE DRAWINGS AGAINST THE WORK SITE AND NOTIFY THE CONTRACTING OFFICER IN WRITING OF ANY DISCREPANCIES IN DIMENSIONS OR SITE CONDITIONS. THE CONTRACTOR SHALL NOT BEGIN CONSTRUCTION IN ANY SUCH AFFECTED AREA UNTIL THE DISCREPANCY HAS BEEN
RESOLVED BY THE CONTRACTING OFFICER.
10. FIELD VERIFY ALL FEATURES, DIMENSIONS, AND ELEVATIONS PRIOR TO FABRICATION OF ASSEMBLIES OR CONSTRUCTION.
SEE THE CONTRACT DRAWINGS FOR THE SIZE AND LOCATION OF ALL OPENINGS, VERIFYING SIZE AND LOCATION OF ALL MECHANICAL, PLUMBING, ELECTRICAL AND FIRE PROTECTION OPENINGS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING ALL ATTACHMENTS FOR THE USE OF OTHER TRADES. THE CONDITIONS SHOWN ON THESE DRAWINGS ARE BASED ON AVAILABLE EXISTING DATA. NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES
BEFORE BEGINNING THE AFFECTED WORK.
11. THE LOCATION AND SIZE OF THE EXISTING UTILITIES SHOWN ON THE CONTRACT DRAWINGS ARE APPROXIMATE, THE
FOLLOWING SHALL BE PERFORMED:
A. VERIFY THE LOCATION OF EXISTING UNDERGROUND UTILITIES WITHIN THE WORK AREA PRIOR TO
CONSTRUCTION.
B. EXERCISE EXTREME CAUTION WHEN WORKING ADJACENT TO EXISTING UTILITIES TO PREVENT DAMAGE TO
THESE UTILITIES.
C. IMMEDIATELY REPAIR ANY DAMAGE TO THE EXISTING UTILITIES RESULTING FROM CONSTRUCTION AT NO
ADDITIONAL COST TO THE GOVERNMENT.
D. MAINTAIN UTILITIES IN ACTIVE OPERATION AT ALL TIMES. INSTALL, TEST, AND MAKE FULLY OPERATIONAL PERMANENT OR TEMPORARY UTILITIES BEFORE EXISTING UTILITIES ARE DISCONNECTED. IT IS THE
CONTRACTORS RESPONSIBILITY TO COORDINATE REQUIRED OUTAGES.
12. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PERFORM UTILITY LOCATES BEFORE ANY EXCAVATIONS.
13. LINES AND GRADES: ELEVATION DATUM AND CONSTRUCTION BASELINE SHALL BE ESTABLISHED AND MAINTAINED BY THE
CONTRACTOR.
14. THE CONTRACTOR SHALL PROVIDE SAFETY MARKING BARRICADES, TEMPORARY FENCING, ETC. AS REQUIRED TO
MAINTAIN JOB SITE SAFETY.
15. THE CONTRACTOR SHALL ENSURE THAT ALL PIPES, CATCH BASINS, MANHOLES, SWALES, ETC. WITHIN AND NEAR THE AREA OF WORK ARE KEPT FREE FROM MATERIAL THAT WOULD HAMPER THE PERFORMANCE OF THE DRAINAGE SYSTEMS.
UPON COMPLETION OF THE CONSTRUCTION, REMOVE ACCUMULATED SEDIMENT, DISPOSE OF ALL UNSUITABLE OR EXCESS EXCAVATED MATERIALS AWAY FROM THE NUWC AUTEC FACILITY AT A LEGAL DISPOSAL SITE APPROVED FOR SUCH
MATERIALS.
16. THE CONTRACTOR SHALL PLACE SEDIMENT CONTROL DEVICES AND OTHER DEVICES AS NECESSARY TO PREVENT CONSTRUCTION MATERIALS FROM ENTERING THE WATER AND LEAVING THE IMMEDIATE VICINITY OF THE SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CLEAN-UP OF ANY MATERIALS DEPOSITED OUTSIDE THE WORK AREA.
17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF THE CONSTRUCTION SITE AND THE AREAS OF WORK WHILE PERFORMING THE WORK OF THIS CONTRACT. CONSTRUCTION DEBRIS SHALL BE REMOVED FROM THE CONSTRUCTION SITE AS NEEDED TO PREVENT DISRUPTION OF AUTEC OPERATIONS. NO BURNING OF DEBRIS SHALL BE
PERMITTED.
18. THE CONTRACTOR SHALL PROVIDE CLOSE-OUT ITEMS TO THE CONTRACTING OFFICER IN A TIMELY MANNER FOR REVIEW AND ACCEPTANCE PRIOR TO THE CONTRACTING OFFICER GRANTING SUBSTANTIAL COMPLETION. THESE INCLUDE BUT ARE NOT LIMITED TO: O&M MANUALS, PRODUCT CERTIFICATIONS, TEST REPORTS AND BACKUP DOCUMENTATION, AS BUILT
RECORD DRAWINGS AND SPECIFICATIONS, ETC.
19. THE CONTRACTOR SHALL REPAIR OR REPLACE IN-KIND ITEMS DAMAGED DURING CONSTRUCTION. DAMAGE TO EXISTING FACILITIES OR INFRASTRUCTURE SHALL BE REPAIRED TO ITS ORIGINAL CONDITION OR BETTER, AT NO ADDITIONAL COST
TO THE GOVERNMENT.
20. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE A COPY OF THE COMPLETE AND LATEST CONTRACT DOCUMENTS INCLUDING BUT NOT LIMITED TO: PLANS, SPECIFICATIONS, PERMIT APPROVALS, PERMIT CONDITIONS, MATERIAL TESTING REPORTS, AND INSPECTION REPORTS.
21. ALL DEMOLITION MATERIAL, EXCESS EXCAVATION MATERIAL, AND ALL UNSUITABLE MATERIAL SHALL BE HAULED OFF-SITE
FOR RECYCLING OR DISPOSED OF IN ACCORDANCE WITH FEDERAL LAW.
22. THE CONTRACTOR SHALL UTILIZE WET METHODS OR PROVIDE SUFFICIENT LOCAL EXHAUST VENTILATION WHEN DRILLING, CUTTING, OR OTHERWISE PENETRATING CONCRETE TO REDUCE AIRBORNE CONCENTRATIONS OF SILICA.
23. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ONY SHOWN ON SHOP DRAWINGS SHALL NOT SATISFY THIS
REQUIREMENT.
25. CONTRACTOR SHALL TEMPORARILY BRACE INCOMPLETE PARTS OF THE STRUCTURE UNTIL SUCH TIME AS EACH ELEMENT
AS A WHOLE IS COMPLETE.
26. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE CONTRACTING OFFICER. THESE ITEMS SHALL FIRST BE VERIFIED, REVIEWED, AND STAMPED BY THE CONTRACTOR PRIOR TO DELIVERY TO THE
CONTRACTING OFFICER.
27. THE CONTRACTOR SHALL CONDUCT OPERATIONS SO AS TO NOT INTERFERE WITH OR BE DETRIMENTAL TO VESSEL
TRAFFIC DURING COURSE OF WORK.
REFERENCE DRAWINGS:
1. "PROJECT AUTEC PHASE I AND II MAIN BASE - HARBOR FACILITIES SITE 1" DATED 24 JANUARY 1964 BY THOMAS B. BOURNE
ASSOCIATES, INC. Y&D #975734 TO 975739.
2. "PIER REPAIR" DATED 18 MAY 1987 BY DEPARTMENT OF THE NAVY NAVAL FACILITIES ENGINEERING COMMAND SOUTHERN
DIVISION NAVFAC DWG NOS 5099652 TO 5099671, AND 5135711.
3. PIER ELECTRICAL SYSTEM REPAIR, PROJECT R210-03, DATED 1 JUNE 2005 BY CAPE DESIGN ENGINEERING CO.
4. "MARINE FUEL FACILITIES REHABILITATION, NEW BULKHEAD AT FACILITY 1910" DATED 24 FEBRUARY 2017 BY CH2MHILL FOR
BULKHEAD NAVFAC DWG NOS 10008435 TO 10008446.
SURVEY CONTROL NOTES:
1. TOPOGRAPHIC SURVEY PERFORMED BY OLIN HYDROGRAPHIC SOLUTIONS, INC ON 19-21 FEBRUARY 2020. THE SURVEY CAN
ONLY BE CONSIDERED AS INDICATING CONDITIONS AT THAT TIME. CONDITIONS MAY VARY FROM THOSE SHOWN HERE.
2. HORIZONTAL CONTROL IS BASED ON THE UNIVERSAL TRANSVERSE MERCATOR SYSTEM, LOCAL GRID 18 NORTH, U.S.
SURVEY FOOT. HORIZONTAL CONTROL FOR THE SURVEY WAS REFERENCED TO BASE A (X= 722546.11, Y= 8974490.97).
3. ELEVATIONS ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88), FEET. VERTICAL CONTROL
FOR THE SURVEY WAS REFERENCED TO BASE A (EL 7.10, X= 722546.11, Y= 8974490.97).
4. PERMANENT BENCHMARKS AND SURVEY CONTROL POINTS SHALL BE PROTECTED THROUGHOUT CONSTRUCTION. SURVEY CONTROL POINTS #100 AND #104 ARE LOCATED ON PIER 1902 AND SHALL BE RE-ESTABLISHED AND INSTALLED BY A
PROFESSIONAL LAND SURVEYOR LICENSED IN THE UNITED STATES .
DESIGN ELEVATION DATUM:
1. REFERENCE TO MEAN LOW WATER (MLW), 1983-2001 TIDAL EPOCH, IS BASED ON OBSERVATIONS PERFORMED AND
PUBLISHED BY THE NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION, NATIONAL OCEAN SERVICE (NOAA/NOS), TIDAL BENCH MARK 9710441 AT SETTLEMENT POINT, BAHAMAS.
2. ALL VERTICAL AND WATER LEVEL REFERENCES NAVD88 UNLESS OTHERWISE NOTED.
DEMOLITION NOTES:
1. PRIOR TO DEMOLITION, PROVIDE PROTECTIVE MEASURES TO PREVENT DAMAGE TO EXISTING UTILITIES AND STRUCTURES
DURING CONSTRUCTION.
2. ALL PIPE SIZES AND LOCATIONS ARE APPROXIMATE. CONTRACTOR TO VERIFY IN FIELD.
3. CONTRACTOR SHALL CONFIRM LOCATION OF NEAREST PIPING SYSTEM SHUT-OFF OR ISOLATION VALVE PRIOR TO
DEMOLITION.
4. CONTRACTOR SHALL REQUEST OUTAGE PRIOR TO CLOSING OF ANY VALVE.
5. CONTRACTOR SHALL PROCEED WITH DEMOLITION AFTER SPECIFIC VALVES HAVE BEEN DETERMINED BY CONTRACTING
OFFICER FOR CLOSURE AND ARE TAGGED BY GOVERNMENT.
6. CONTRACTOR SHALL ADD TAG TO GOVERNMENT'S TAGGED VALVES.
7. CONTRACTOR TO VERIFY LOCATION OF TIE-IN POINTS IN FIELD. CONTRACTOR SHALL REMOVE EXISTING PIPE TO NEAREST JOINT. CONTRACTOR SHALL PROVIDE RESTRAINING RODS AND THRUST BLOCKS AT THE END OF WATER LINE IF CAPPED
TEMPORARILY.
8. PIPES INDICATED TO BE ABANDONED IN PLACE SHALL BE PLUGGED AT BOTH ENDS. PIPES LARGER THAN 6-INCHES DIAMETER INDICATED TO BE ABANDONED SHALL BE FILLED WITH CONTROLLED LOW-STRENGTH MATERIAL (CLSM) CONCRETE. PROVIDE AS-BUILT LOCATION OF PIPES TO BE ABANDONED IN PLACE, AND NOTE WHETHER IT WAS FLUSHED, CUT AND CAPPED, OR CONCRETE FILLED.
9. SAWCUT EXISTING PAVEMENT IN STRAIGHT LINES AT LEAST ONE FOOT BEYOND THE DESIGNATED LIMITS OF EXCAVATION.
PROTECT SAWCUT PAVEMENT EDGES FROM CRACKING, SLOUGHING, DAMAGE, OR UNDERMINING. ADDITIONAL PAVEMENT SAWCUTS AND DEMOLITION NEEDED TO CORRECT EDGE DAMAGE SHALL BE PERFORMED AT THE CONTRACTOR'S
EXPENSE.
10. DEMOLITION WORK SHALL BE IN ACCORDANCE WITH THE APPROVED DRAWINGS AND PROJECT SPECIFICATIONS.
11. NECESSARY PRECAUTIONS SHALL BE TAKEN TO ENSURE THAT ADJACENT STRUCTURES ARE PROTECTED DURING
DEMOLITION.
12. DEMOLITION OF EXISTING PIER SHALL BE AS INDICATED. RUBBISH AND DEBRIS SHALL BE COLLECTED AND REMOVED FROM
GOVERNMENT PROPERTY AND RECYCLED OR DISPOSED OF AT A LEGAL OFF-SITE LANDFILL.
13. COLLECT AND RECYCLE OR DISPOSE OF ALL CONSTRUCTION DEBRIS. DO NOT LET DEBRIS, CONCRETE, REMOVED ITEMS, ETC., FALL INTO THE WATER.
14. ALL DEBRIS THAT FALLS INTO THE WATER SHALL BE RETRIEVED AND RECYCLED OR DISPOSED OF PROPERLY.
15. DEMOLITION SHALL BE ACCOMPLISHED IN A MANNER THAT MEETS ALL FEDERAL/LOCAL REGULATIONS AND PERMIT REQUIREMENTS AND DOES NOT DIMINISH THE STRUCTURAL INTEGRITY OF THE EXISTING STRUCTURE.
DATUM DESCRIPTION
NAVD88
EL (FT)
MEAN HIGHER HIGH WATER (MHHW) +2.41
MEAN HIGH WATER (MHW) +2.18
MEAN SEA LEVEL (MSL) +0.87
NAVD88 0.00
MEAN LOW WATER (MLW) -0.47
MEAN LOWER LOW WATER (MLLW) -0.57
GE
NE
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NO
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G-003 15159218
AS NOTED
IWC JTD MEW
C3 S-555
B6 S-506
A2 S-555
EXTERIOR ELEVATION INDICATORSECTION CUT INDICATOR
PHOTOGRAPH INDICATOR
VIEW NUMBER*
SHEET WHERE SECTION
IS SHOWN
INDICATES DIRECTION
OF VIEW
VIEW NUMBER*
SHEET WHERE ELEVATION
IS SHOWN
TRUE NORTH DIRECTION
A1 S-601
CALL-OUT INDICATOR
VIEW NUMBER*
SHEET WHERE
VIEW IS SHOWN
DIRECTION OF VIEW
PHOTOGRAPH NUMBER*
SHEET WHERE
PHOTOGRAPH IS SHOWN
VIEW NUMBER*
SCALE:1 1/2" = 1'-0"
VIEW TITLEC2 REF SHEET
BACK REFERENCE AS REQUIRED,
WERE VIEW IS FROM
BACK REFERENCE AS
REQUIRED, WERE VIEW IS FROM
GENERAL SYMBOLS
PLAN
NORTH
SCALE:NTS
PLAN TITLE
REF SHEET
* VIEW NUMBER IS BASED ON THE (DACS) LOCATION OF THE LOWER-LEFT EXTENTS OF THE
VIEW ON THE REFERENCED SHEET. WHEN REFERENCING DRAWING INFORMATION
BETWEEN SHEETS, BOTH THE VIEW AND SHEET NUMBERS MUST BE QUOTED TOGETHER -
EITHER IN A CALLOUT FORMAT AS SHOWN ABOVE OR IN THE FORM; "VIEW NO./SHEET NO."
(EG A1/CS-5001)
A A
TI
TL
E
BL
OC
K
DRAWING AREA COORDINATE SYSTEM (DACS)
B B
C C
D D
E E
2 3 4 5 6
1 2 3 4 5 6
DRAWING AREA
A1
B1
C1
D1
E1
A2
B2
C2
D2
E2
A3
B3
C3
D3
E3
A4
B4
C4
D4
E4
A5
B5
C5
D5
E5
A6
B6
C6
D6
E6
(A
M D
5) R
EM
OV
ED
G
EN
N
OT
E
#2
.0
6.
EL 0.0' NAVD88
STEP 1 - DEMOLISH EXISTING PIER
STEP 2 - INSTALL NEW COMBINATION WALL
STEP 3 - DEMUCK WITHIN THE FOOTPRINT OF THE PIER
STEP 4 - PARTIAL GRAVEL FILL
STEP 5 - INSTALL TIE RODS
STEP 6 - REMAINING GRAVEL FILL
STEP 7 - PLACE SAND FILL
STEP 8 - INSTALL CONCRETE CAP, FASCIA & SLAB-ON-GRADE
STEP 9 - INSTALL APPURTENANCES
EL 0.0' NAVD88
EXISTING MUDLINE
EL -22'±
EXISTING MUDLINE
EL -22'±
EL 0.0' NAVD88
EXISTING MUDLINE
EL -22'±
NOTE:
MONITOR DEFLECTION AT THE
TOP OF THE WALLS WHILE FILLING
WITH GRAVEL. STOP FILLING
WHEN EITHER WALL REACHES 1
INCH OF DEFLECTION.
EL 0.0' NAVD88
TOP OF WALL EL +7.3'45'-0"±
EXISTING MUDLINE
EL -22'±
EL 0.0' NAVD88
TOP OF WALL EL +7.3'45'-0"±
EXISTING MUDLINE
EL -22'±
GEOTEXTILE AT
EL +1.00'
NOTE:
PROTECT TIE RODS WHILE
PLACING REMAINING FILL.
EL 0.0' NAVD88
TOP OF WALL EL +7.3'
45'-0"±
EXISTING MUDLINE
EL -22'±
NOTE:
PROTECT TIE RODS WHILE
PLACING REMAINING FILL.
EL 0.0' NAVD88
EXISTING MUDLINE
EL -22'±
TOP OF WALL EL +7.3'45'-0"±
TOP OF WALL EL +7.3'45'-0"±
TOP OF WALL EL +7.3'45'-0"±
EL 0.0' NAVD88
TOP OF WALL EL +7.3'
TOP OF WALL EL +7.3'
TOP OF CAP EL +9.3'
EXISTING MUDLINE
EL -22'±
EL 0.0' NAVD88
EXISTING MUDLINE
EL -22'±
TOP OF DECK EL +7.43'
52'-0"
TOP OF CAP EL +9.3'
EL +2.50'
TIE ROD (TYP)
52'-0"
D E
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TH
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A
B
C
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1 2 3 4 5
1 2 3 4 5
A
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SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
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C
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IT
IE
S E
N G
IN
E
E R
IN
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S Y
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A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
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D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
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CO
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NA
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N, JA
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LE
, F
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DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
RECOMMENDED BULKHEAD
CONSTRUCTION SEQUENCE:
1. DEMOLISH EXISTING PIER.
2. INSTALL COMBINATION BULKHEAD WALL.
3. EXCAVATE/DEMUCK SOIL BETWEEN BULKHEAD WALLS TO FIRM
BOTTOM. IF EXCAVATION EXCEEDS 9 FT WITHOUT ENCOUNTERING
FIRM BOTTOM, STOP WORK AT THAT LOCATION AND NOTIFY
CONTRACTING OFFICER.
4. PARTIALLY PLACE GRAVEL FILL BETWEEN WALLS.
5. INSTALL TIE RODS.
6. TENSION TIE RODS UNTIL WALL IS IN ALIGNMENT, THEN PLACE
REMAINING GRAVEL FILL & INSTALL GEOTEXTILE FABRIC.
7. PLACE SAND FILL AND PAVEMENT BASE MATERIAL.
8. PLACE AND CURE CONCRETE.
9. INSTALL BOLLARDS, FENDERS, AND APPURTENANCES.
NOTES:
1. UTILITY AND STORM WATER INSTALLATION NOT INCLUDED IN
CONSTRUCTION SEQUENCE.
2. NEW COMBI-WALL SHALL BE INSTALLED PRIOR TO DEMUCKING.
3. IF MAXIMUM DEFLECTION AT TOP OF WALL IS REACHED BEFORE
ACHIEVING CONSTRUCTION STEP REQUIREMENTS, STOP WORK AT
THAT LOCATION AND NOTIFY CONTRACTING OFFICER.
4. FOR CLARITY EXISTING STEEL H-PILES TO REMAIN ARE NOT SHOWN IN
STEPS 2 THROUGH 9.
SCALE:3/32" = 1'-0"
SEQUENCE OF BULKHEAD CONSTRUCTIONA1 G-301
CO
NS
TR
UC
TI
ON
S
EQ
UE
NC
E
G-301 15159222
AS NOTED
IWC JTD MEW
(A
M D
5) R
EV
D
EM
O
LI
M
IT
S
FO
R
PI
LE
S
.0 6.
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
NOTES:
1. SOIL LAYER "A" IS UNSUITABLE AND SHALL BE REMOVED FROM THE PIER FOOTPRINT AFTER THE
SHEET PILE COMBIWALL IS INSTALLED.
2. CONTRACTOR SHALL PROVIDE A PRE- AND POST SURVEY DOCUMENTING THE VOLUME OF SOIL 'A'
REMOVED, THE ELEVATION OF THE FIRM BOTTOM, AND METHOD TO CONFIRM FIRM BOTTOM WAS
REACHED.
BO
RI
NG
L
OG
S
(4 O
F 6)
B-604 15159230
AS NOTED
IWC JTD MEW
(A
M D
5) S
IL
T
RE
M
OV
AL
C
RI
TE
RI
A
.0 6.
75.87"± h MIN =16.5"
KING PILE
(TYP)
Z SHEET
PILE
0.375" MIN FLANGE
THICKNESS
0.74" MIN FLANGE
THICKNESS
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
CODES AND STANDARDS:
UFC 4-150-06 MILITARY HARBORS AND COASTAL FACILITIES, WITH CHANGE 1, 2010.
UFC 4-151-10 GENERAL CRITERIA FOR WATERFRONT CONSTRUCTION, WITH CHANGE 1, 2012,
UFC 4-152-01 DESIGN: PIERS AND WHARVES, 2017.
UFC 4-159-03 DESIGN: MOORINGS, 2020.
UFC 3-301-01 STRUCTURAL ENGINEERING, 2019.
UFC 3-220-01 GEOTECHNICAL ENGINEERING, 2012
UFC 3-570-01 CATHODIC PROTECTION, WITH CHANGE 1, 2019.
ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES, 2016.
IBC 2018 INTERNATIONAL CODE COUNCIL, INTERNATIONAL BUILDING CODE, 2018.
ACI 318-14 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
ACI 301-16 AMERICAN CONCRETE INSTITUTE, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"
AISC 360-16 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 15TH EDITION
AASHTO LRFDLTS-1-I3 2019 INTERIM REVISIONS TO THE LRFD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY
SIGNS, LUMINAIRES, AND TRAFFIC SIGNALS; FIRST EDITION, 2015
AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE-STEEL"
AWS D1.4 AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE-REINFORCING STEEL"
PIANC WG 33 WORLD ASSOCIATION FOR WATERBORNE TRANSPORT INFRASTRUCTURE, GUIDELINES FOR THE
DESIGN OF FENDER SYSTEMS, 2002.
NAAMM FP-1001-07 GUIDE SPECIFICATIONS FOR DESIGNS OF METAL FLAGPOLES, 2007
AWC NDS-2015 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2015 EDITION.
DESIGN LOADS:
1. UNIFORM LIVE LOAD: 600 PSF
2. TRUCK LOAD: AASHTO HS20-44
AASHTO LRFD DESIGN TANDEM
3. FORKLIFT LOAD: 20 TON CAPACITY AS PER UFC 4-152-01
4. MOBILE TRUCK CRANES PER UFC 4-152-01
a. 90 TON CRANE: MAX OUTRIGGER 166 KIPS OVER 2.25 SF
b. 130 TON CRANE: MAX OUTRIGGER 218 KIPS OVER 5.06 SF
c. OUTRIGGER LOADS INCLUDE A 1.3 LIVE LOAD FACTOR
5. LIVE LOAD IMPACT FACTOR
a. TRUCK 15%
b. FORKLIFT 15%
c. CRANE 15%
d. IMPACT FACTOR IS APPLIED TO WHEEL LOADS FOR SLABS, BUT DOES NOT APPLY TO SUBSTRUCTURE ELEMENTS, UNIFORM LIVE LOADS, OR MOBILE CRANE OUTRIGGERS.
6. WIND LOAD:
a. MOORING HARDWARE DESIGNED FOR TYPE IIB METOCEAN CONDITIONS WITH A 64 KNOT OMNIDIRECTIONAL WIND.
b. WIND LOADS ON STRUCTURES ARE CALCULATED IN ACCORDANCE WITH ASCE 7-16 AND UFC 3-301-01.
c. WIND LOAD CRITERIA AND PARAMETERS:
BASIC DESIGN WIND SPEED: 180 MPH
RISK CATEGORY: III
SURFACE ROUGHNESS: D
EXPOSURE CATEGORY: D
STEEL:
MATERIALS
1. STEEL SHEET PILING AND KING PILES ASTM A572, GRADE 60
2. STEEL PIPE PILES ASTM A252 GRADE 3 (MOD 50KSI)
3. PLATES, BARS, FABRICATIONS, HARDWARE ASTM A572, GRADE 50, UON
4. STAINLESS PLATES, BARS, FABRICATIONS, HARDWAREASTM A276, GR 316L (FOR MARINE)
5. COMMON GRADE FASTENERS ASTM A193
6. HIGH STRENGTH FASTENERS ASTM F3125, GR A325 W/ASME/ANSI B18.2.2 NUT
7. TIE RODS ASTM A615, GR 75 UON
8. THREADED ANCHOR BOLTS ASTM F1554, GRADE 105, HDG, UON
9. WELDED STUDS ASTM A108
10. FENDER UNIT BOLTS ASTM F593
11. FENDER SYSTEM NUTS ASTM F594
12. FENDER SYSTEM WASHERS TYPE 316L STAINLESS STEEL
13. FENDER SYSTEM PAD EYE TYPE 316L STAINLESS STEEL
14. PIPE ASTM A53, GRADE B
15. BOLLARDS ASTM A27, GRADE 65-35
16. BOLLARD ANCHOR BOLTS ASTM F1554, GRADE 105
COMBINATION WALL SYSTEM:
1. STEEL COMBINATION WALL SHALL HAVE A MINIMUM ELASTIC SECTION MODULUS, Sx
OF 100 IN3/FT AND A MINIMUM MOMENT OF INERTIA, Ix OF 1750 IN4/FT.
2. STEEL COMBINATION WALL DIMENSIONS:
3. THE STEEL SHEET PILE DEADMAN SECTION SHALL BE THE SAME AS THE COMBINATION WALL INTERMEDIATE STEEL SHEET PILE SECTION AND SHALL HAVE A MINIMUM ELASTIC SECTION MODULUS, Sx OF 34 IN^3/FT AND A MINIMUM MOMENT OF INERTIA, Ix OF 280 IN^4/FT.
4. DESIGN OF STEEL TIE RODS ACCOUNTS FOR AN ALLOWABLE ANCHOR DEMAND OF 17 KIPS PER FOOT, AND INCLUDES A 1.5 DEMAND FACTOR FOR REDUNDANCY TO PREVENT UNZIPPING SHOULD AND SINGLE TIE ROD FAIL. DESIGN INCLUDES 0.25
INCHES OF SACRIFICIAL STEEL ACROSS THE DIAMETER OF THE ROD.
5. COAT STEEL IN ACCORDANCE WITH THE SPECIFICATION. ADDED PRECAUTIONS SHALL BE TAKEN TO MINIMIZE DAMAGE TO THE PILE COATING SYSTEM DURING HANDLING AND DRIVING. REPAIRS TO THE PILE COATING SYSTEM SHALL BE MADE AS
SOON AS POSSIBLE AFTER THE DAMAGE OCCURS IN ACCORDANCE WITH THE SPECIFICATIONS.
6. STEEL SHEET AND KING PILE ELEMENTS OF THE COMBINATION WALL SYSTEM SHALL BE DRIVEN TO THE MINIMUM TIP ELEVATION INDICATED USING A HAMMER OF AN APPROVED TYPE, WITH A CAPACITY AT LEAST EQUAL TO THE HAMMER MANUFACTURER'S RECOMMENDATION FOR THE TOTAL WEIGHT OF THE PILING SYSTEM AND CHARACTERISTICS OF
SUBSURFACE MATERIAL TO BE ENCOUNTERED.
7. STEEL USED FOR THE COMBINATION WALL SYSTEM SHALL BE HEAVY GAUGE HOT-ROLLED SECTION WITH FULL INTERLOCKING SHEETS CONFORMING TO ASTM A572, GRADE 60 (FY=60KSI) WITH MINIMUM THICKNESS AS INDICATED.
8. CONTRACTOR SHALL VERIFY COORDINATES & GEOMETRY PRIOR TO DRIVING STEEL PILES FOR THE COMBINATION WALL
SYSTEM.
9. THE PLAN LOCATION OF MOORING BOLLARDS, FENDER PADEYE PLATES, STORMWATER OUTFALL PENETRATIONS, AND THE TIE BACK SYSTEM IS BASED ON A KING PILE SPACING OF 75.87"±. ADJUST PLAN LOCATIONS AS REQUIRED FOR ACTUAL KING
PILE SPACING AND SUBMIT FOR APPROVAL.
10. THE CONTRACTOR SHALL MONITOR PILE INSTALLATION AND PREPARE THE PILES FOR THE GEOTECHNICAL ENGINEER TO MAKE APPROPIATE CONNECTIONS TO MONITORING EQUIPMENT. CONTRACTOR TIME, EQUIPMENT AND MATERIALS NECESSARY FOR THE PDA TESTING SHALL BE CONSIDERED INCIDENTAL TO THE INSTALLATION OF THE PILES.
11. PILES AND SHEET PILES SHALL BE DRIVEN TO THE MINIMUM TIP ELEVATIONS AND CAPACITIES AS INDICATED:
12. ALL PILES SHALL BE DRIVEN TO THE REQUIRED CAPACITY BASED ON DRIVING CRITERIA ESTABLISHED ABOVE AND BY THE TEST PILE PROGRAM IN ACCORDANCE WITH ASTM D4945 AND THE TECHNICAL SPECIFICATIONS, BUT UNDER NO CIRCUMSTANCES SHALL THE PILE TIP ELEVATION BE HIGHER THAN THE MINIMUM EMBEDMENT DEPTH INDICATED.
CONTRACTOR SHALL IMMEDIATELY NOTIFY THE CONTRACTING OFFICIAL OF ANY PILES THAT DO NOT REACH THE REQUIRED
PILE TIP ELEVATION.
13. ALL PILE TESTING EQUIPMENT SHALL BE IN ACCORDANCE WITH ASTM D4945. TEST PILES SHALL BE AT LEAST 10 FEET LONGER THAN REQUIRED TO REACH THE ESTIMATED TIP ELEVATIONS. IF A SHORTER PILE MEETS THE CRITERIA ESTABLISHED ABOVE AND FROM THE TECHNICAL SPECIFICATIONS, IT SHALL BE REDUCED UNDER THE DESCRETION OF THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER. THE CONTRACTOR SHALL COMPLETE THE TEST PILE PROGRAM
PRIOR TO ORDERING PRODUCTION PILES.
FENDER SYSTEM:
1. FENDERS SHALL BE FOAM FILLED FENDERS.
2. PERFORMANCE (AT 60% COMPRESSION):
a. ENERGY ABSORPTION: 300 KIP-FT ±15%
b. REACTION: 180 KIPS ±15%
c. DIAMETER: = 6 FT
3. CHAIN SHALL BE ABS GRADE 2, OPEN LINK GALVANIZED CHAIN (STUDLESS) AS PER FEDERAL SPECIFICATIONS FS RR-C-271D.
4. SHACKLES SHALL BE FS RR-C-271D TYPE IVA, GRADE A, CLASS 2, WITH STAINLESS STEEL MOUSING WIRE, OR CLASS 3 WITH STAINLESS STEEL COTTER PINS. THE BOWS AND PINS SHALL BE GALVANIZED AND OF MILD-STEEL.
WELDING:
1. UNDERWATER WELDING SHALL BE IN ACCORDANCE WITH AWS D3.6.
2. STRUCTURAL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS.
3. WELDS SHALL BE VISUALLY INSPECTED BY AWS CERTIFIED WELDING INSPECTORS.
4. WELDED CONNECTIONS SHALL BE PRE-QUALIFIED IN ACCORDANCE WITH AWS D1.1 AND MADE USING THE SHIELDED METAL ARC PROCESS (OR CONTRACTING OFFICER APPROVED EQUAL) WITH ELECTRODES CONFORMING TO E70XX.
SHEET PILE COATING:
1. STEEL SHEET PILES SHALL BE SANDBLASTED TO A NEAR WHITE FINISH (SSPC SP10).
2. COMBINATION WALL PILES SHALL BE COATED ON THE OUTBOARD FACE FROM TOP OF SECTION TO 10-FEET BELOW THE TYPICAL MUDLINE ELEVATION OF -22' (NAVD88). INSIDE FACES OF COMBINATION WALL PILES SHALL BE COATED FROM TOP OF SECTION TO EL -4.0' (NAVD88). SHEET PILE DEADMAN SHALL BE COATED FULL LENGTH BOTH SIDES.
3. THE TYPICAL COATING SYSTEM FOR THE COMBINATION WALL PILES, CONNECTORS, AND INTERLOCKS SHALL BE COAL TAR EPOXY-POLYAMIDE COATING SYSTEM WITH A ZINC-RICH PRIMER, WHICH INCLUDES A POLYAMIDE EPOXY, ZINC-BASE COAT (PRIMER) MEETING SSPC PAINT 20, TYPE II, ORGANIC, LEVEL 1. SEE SPECIFICATION SECTION 09 07 13.26 FOR COATING
REQUIREMENTS.
CONCRETE & REINFORCING STEEL:
1. ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "SPECIFICATIONS FOR STRUCTURAL
CONCRETE", UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL REINFORCED CONCRETE MATERIALS SHALL BE PROPORTIONED, FABRICATED, DELIVERED, AND PLACED IN ACCORDANCE WITH ACI 318-14 "BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE".
2. ALL DETAILING, FABRICATION, AND ERECTION OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE "ACI MANUAL OF CONCRETE PRACTICE" INCLUDING BUT NOT LIMITED TO: ACI 301 "SPECIFICATIONS FOR STRUCTURAL
CONCRETE" AND ACI SP-66 "ACI DETAILING MANUAL".
3. ALL REINFORCING BAR SPLICES SHALL BE CLASS "B" TENSION LAP SPLICES IN ACCORDANCE WITH ACI 318-14, CHAPTER 25, UNLESS OTHERWISE NOTED.
4. ALL CAST-IN-PLACE CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (145± PCF) UNLESS OTHERWISE NOTED.
5. MINIMUM CONCRETE COVER FOR STEEL REINFORCEMENT SHALL BE 4", UNLESS OTHERWISE NOTED ON THE DRAWINGS.
6. PROVIDE 3/4", 45° CHAMFER ON ALL EXPOSED EXTERNAL CORNERS OF CONCRETE, UNLESS OTHERWISE NOTED ON THE
DRAWINGS.
7. ALL JOINTS BETWEEN CAST-IN-PLACE CONCRETE AND HARDENED CONCRETE SHALL BE CLEANED AND ROUGHENED TO A 1/4" AMPLITUDE THEN COATED WITH BONDING COMPOUND IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, UNLESS OTHERWISE NOTED.
8. CONCRETE MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:
a. CAST-IN-PLACE CONCRETE: 5000 PSI @ 28 DAYS
b. CEMENTITIOUS GROUT: 8000 PSI @ 28 DAYS
c. PRECAST CONCRETE: 5000 PSI @ 28 DAYS
9. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 OR A706, AND GALVANIZED AFTER FABRICATION AND BENDING PER ASTM A767. CONCRETE REINFORCING MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE
NOTED:
a. REINFORCEMENT AND DOWELS FOR CONCRETE: ASTM A615, GRADE 60 AND ASTM A767
b. REINFORCEMENT TO BE WELDED: ASTM A615, GR 60 AND ASTM A706
10. ALL DOWEL HOOKS AND BENDS SHALL CONFORM TO THE LATEST EDITION OF THE "ACI MANUAL OF CONCRETE PRACTICE" INCLUDING BUT NOT LIMITED TO ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE AND ACI 318-14" BUILDING CODE
REQUIREMENTS FOR STRUCTURAL CONCRETE.
11. REINFORCING STEEL TO BE BENT PRIOR TO HOT DIP GALVANIZING.
12. ALL REPAIRS TO HOT DIP GALVANIZED COATING OF STEEL REINFORCEMENT SHALL COMPLY WITH THE REQUIREMENTS OF
ASTM A780.
MOORING FITTING COATING SYSTEM:
1. MOORING FITTINGS SHALL BE NEAR-WHITE BLAST CLEANED, IN ACCORDANCE WITH SSPC SP10.
2. MOORING FITTINGS SHALL BE PAINTED WITH A 3 COAT HIGH BUILD EPOXY COATING SYSTEM, WITH A ZINC RICH PRIMER.
FINISH COLOR SHALL BE SAFETY YELLOW. 16 MIL DFT TOTAL MINIMUM.
3. COUNTERSUNK ANCHOR BOLT HOLES SHALL BE FILLED WITH A MARINE SILICONE SEALANT MEETING ASTM C920, TYPE M, GRADE P, CLASS 25, USE T, WITH GOOD ADHESION TO STEEL AFTER RECESS AT BOLTS HAS BEEN THOROUGHLY CLEANED.
ULTRA HIGH MOLECULAR WEIGHT POLYETHYLENE (UHMW-PE):
1. UHMW-PE PAD SHALL PROVIDE A LOW-FRICTION NON-SPARKING PROTECTIVE FACING, HAVE A MINIMUM WEAR SURFACE OF
1/2 INCH, AND BE UV-STABILIZED.
2. PROPERTIES:
a. MIN TENSILE YIELD STRENGTH (ASTM D638)..................3,000 PSI
b. IZOD IMPACT (ASTM D256, METHOD A).............................18 FT-LBS/IN
c. MAX COEFFICIENT OF FRICTION (ASTM D1894)...............0.20
PILE TYPE
COMPRESSION (TONS)
TIP ELEV (FT)
ALLOWABLE ULTIMATE
PIER KING PILE 55 110 -45
PIER SHEET PILE - - -35
SSP DEADMAN - - -7
MOORING DOLPHIN PILE 13 32 -45
ST
RU
CT
UR
AL
N
OT
ES
S-001 15159233
AS NOTED
IWC JTD MEW
(A
M D
5) S
SP
D
EA
DM
AN
C
OA
TI
NG
.0
6.
52'-0"
3'-4" 2'-7" 4'-0" 2'-2" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 2'-7" 3'-4"
7'-3" 11'-10" 11'-10" 7'-3"11'-10"
1'-0" 1'-0"
52'-0"
3'-4" 2'-7" 4'-0" 2'-2" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 4'-0" 2'-7" 3'-4"
2'-6" 11'-3" 11'-3" 11'-3"11'-3"
1'-0" 1'-0"
2'-6"
2'-0" 2'-0"
SCALE:3/8" = 1'-0"
EXISTING SECTION AT 1964 PILE CAPC1 SD111, SD112, SD113, SD121, SD122, SD123
SCALE:3/8" = 1'-0"
EXISTING SECTION AT 1987 PILE CAPA1 SD111, SD112, SD113, SD121, SD122, SD123
EL +2.93'
EL +7.43'
EL +8.43'
EL -1.07'
PRECAST CONCRETE
FENDER PANEL (TYP)
STEEL H-PILE & CONCRETE
ENCASEMENT (TYP)
STEEL H-PILE &
CONCRETE
ENCASEMENT (TYP)
EL +5.43'
PILE CAP
CONCRETE
OVERLAYACCESS PANEL
EDGE BEAM
(TYP)
EDGE BEAM
(TYP)
CONC
CURB
(TYP)
STEEL H-PILE & CONCRETE
ENCASEMENT (2-BATTERED OR
1-STRAIGHT PILE DEPENDING
ON PLAN LOCATION, SEE PLAN)
PRECAST CONCRETE
FENDER PANEL (TYP) PRECAST CONCRETE
DECK PANEL (TYP)
CONCRETE
OVERLAY
ACCESS
PANEL
CONC CURB
(TYP)
PRECAST
CONC DUCTBANK
WITH CONC
OVERLAY FOR
EMBEDMENT OF
ELECT CONDUIT
(TYP)
ELECT
CONDUIT (6-3"Ø,
1-1 1/2"Ø ,1-1"Ø) (TYP)
PRECAST
CONC DUCTBANK
WITH CONC
OVERLAY FOR
EMBEDMENT OF
ELECT CONDUIT
(TYP)
ELECT
CONDUIT (6-3"Ø,
1-1 1/2"Ø ,1-1"Ø)
(TYP)
EL +6.93'
CONTINUOUS
EDGE ANGLE (TYP)
CONTINUOUS
EDGE ANGLE
(TYP)
DUCTBANK DUCTBANK
DUCTBANK DUCTBANK
CL CL CL CL CL
CLCLCLCL
EL +0.50'
EXTENT OF DEMOLITION (NOTE 2)
EL +2.93'
EL +7.43'
EL +8.43'
EL +5.43'
EL +6.93'
A B C D E
NOTES:
1. SEE REFERENCE DRAWINGS FOR INFORMATION
SHOWN BUT NOT NOTED.
2. CUT AND REMOVE PILES, PILE ENCASEMENTS, AND
SUPERSTRUCTURE ABOVE EL +0.50'. PILES AND PILE
ENCASEMENTS MAY BE CUT AND REMOVED TO A
MINIMUM EL -2.0'.
PILE CAP PRECAST CONCRETE
DECK PANEL (TYP)
EL -1.07'
EL +0.50'
EXTENT OF DEMOLITION (NOTE 2)
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
1' 3/8"=1'-0"
0 1' 5' 10'
LEGEND
DEMOLITION
DE
M
OL
IT
IO
N
- E
XI
ST
IN
G
SE
CT
IO
N
AN
D
DE
TA
IL
S (1
O F
3)
SD301
15159242
AS NOTED
IWC JTD MEW
(A
M D
5) D
EM
O
LI
M
IT
S
EX
IS
T
CO
ND
6.
7'-6" 7'-6" 7'-6"
7'-6" 7'-6" 7'-6" 2'-6"
1'-3"
7"
SCALE:3/8" = 1'-0"
EXISTING SECTION AT PIER ENDC1 SD113, SD123
SCALE:3/8" = 1'-0"
EXISTING SECTION AT SHORE ENDA1 SD113, SD123
7"
1'-2"
7" (TYP)7" (TYP)
1'-2" TIMBER
FENDER
SYSTEM
1964 PILE CAP 1987 PILE CAP 1964 PILE CAP
1987 PILE CAP
CLOSURE POUR (TYP)
1964 PILE
CAP
1987 PILE CAP
1964 PILE CAP
1987 PILE CAP
STEEL H-PILE &
CONCRETE
ENCASEMENT (TYP)
STEEL H-PILE &
CONCRETE
ENCASEMENT (TYP)
CONCRETE
TOPPING SLAB
CONCRETE
TOPPING SLAB
EXISTING STEEL
SHEET PILING (TO
REMAIN)
EXISTING CONCRETE
RETAINING WALL (TO
REMAIN)
CONCRETE
APPROACH SLAB
EL +7.43'
EL +2.93'
EL +5.43'
EL +7.43'
EL +2.93'
EL +5.43'
31A 32 32A 33
1 1A 2 2A
EL +2.00'
EL +0.50'
EXTENT OF DEMOLITION
(NOTE 2)
EL -0.50'
EXTENT OF DEMOLITION
(NOTE 2)
NOTES:
1. SEE REFERENCE DRAWINGS FOR INFORMATION
SHOWN BUT NOT NOTED.
2. CUT AND REMOVE PILES, PILE ENCASEMENTS, AND
SUPERSTRUCTURE ABOVE EL +0.50' AT SHORE END
AND EL -0.50' AT PIER END. PILES AND PILE
ENCASEMENTS MAY BE CUT AND REMOVED TO A
MINIMUM EL -2.0'.
PRECAST CONCRETE
DECK PANEL (TYP)
PRECAST CONCRETE
DECK PANEL (TYP)
2'-2"
32B
CLOSURE POUR
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
1' 3/8"=1'-0"
0 1' 5' 10'
LEGEND
DEMOLITION
DE
M
OL
IT
IO
N
- E
XI
ST
IN
G
SE
CT
IO
N
AN
D
DE
TA
IL
S (2
O F
3)
SD302
15159243
AS NOTED
IWC JTD MEW
(A
M D
5) D
EM
O
LI
M
IT
S
EX
IS
T
CO
ND
6.
3'-
4"
4"
4'- 6"
7'-6"
7'-6"
1'-6" 1'-6"4'-6"
7'- 6"
1'- 6"
6'- 0"
SCALE:3/8" = 1'-0"
EXISTING DOLPHIN PLANC3 SD113, SD123
SCALE:3/8" = 1'-0"
EXISTING DOLPHIN SECTIONA3 SD303
EL +2.93'
EL +7.43'
TIMBER FENDER
SYSTEM (TYP)
MOORING
BOLLARD
CONCRETE
ENCASEMENT
(TYP)
STEEL H-PILE, PULL
OR CUT-OFF AT
MUDLINE (TYP)
NOTES:
1. SEE REFERENCE DRAWINGS FOR INFORMATION
SHOWN BUT NOT NOTED.
2. STEEL H-PILES AT THE MOORING DOLPHINS
SHALL BE CUT-OFF AT THE MUDLINE OR PULLED.
(4 TOTAL PER DOLPHIN)
A3
SD303
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
1' 3/8"=1'-0"
0 1' 5' 10'
LEGEND
DEMOLITION
DE
M
OL
IT
IO
N
- E
XI
ST
IN
G
SE
CT
IO
N
AN
D
DE
TA
IL
S (3
O F
3)
SD303
15159244
AS NOTED
IWC JTD MEW
(A
M D
5) S
UB
ST
R
DE
M O
CR
IT
ER
IA
6.
M
AT
CH
L
IN
E
- S-
ST
A 1+
.5
0+00
0+50
1+00
N:8974515.27 E:722557.95
WP# 101
WP# 104
WP# 105
LOW DOUBLE BITT
BOLLARD (TYP)
EXISTING BULKHEAD
REPAIR EXISTING
BULKHEAD
CONCRETE BULKHEAD
CAP
CONCRETE
BULKHEAD CAP
12'-6" 35'-9" (TYP)
SHORE POWER
IGLOO (TYP)
CONCRETE SLAB
LIGHT POLE
RIDGE EL 8.50'
484'-0"
LENGTH OVERALL
FOAM FILLED
FENDER (TYP)
PADEYE PLATES FOR
FUTURE FENDER
OPTION (TYP)
FUTURE
FOAM FILLED
FENDER (TYP),
(SEE NOTE 3)
CONCRETE PAVEMENT
APPRON SLAB
ELECTRICAL
HANDHOLE
EXISTING BOAT RAMP
37'-11"
37'-11" (TYP)
37'-11"
COMMUNICATIONS
HANDHOLE
ELECTRICAL
HANDHOLE
COMMUNICATIONS
HANDHOLE
PIPE BOLLARD
(TYP)
DECK DRAIN (TYP)
220'-0"
EXPANSION JOINT
REINFORCEMENT
AROUND PULLBOXES
(SIM)
THICKENED SLAB
HOUSEKEEPING PAD
FG: 8.15' FG: 8.15'
D1 S-511
C1 S-511
A1 S-501
A3 S-501
PIER BASELINE
A1 S-508
D3 S-511
A1 S-301
ENLARGED PLAN
ENLARGED PLAN
GROUND
TEST WELL
GROUND
TEST WELL
PAVEMENT
MARKINGS
PAVEMENT
MARKINGS
0+25
0+75
1+25
PIER BASELINE
STATION MARKING
(TYP)
CP TEST STATION AT 50 FT
OC MAX (TYP), SEE B4/CP302
CP TEST STATION AT 50 FT
OC MAX (TYP), SEE B4/CP302
C1 S-504
A1 S-510
B1 S-510
A2 S-512
C1 S-516 D3
S-516
C1 S-507
A3 S-507
C3 S-402
A3 S-402
C1 S-513
A1 S-514
A3 S-511
A3 S-511
D1 S-514
C1 S-516
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
KEY PLAN
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
TRUE
NORTH
0' 1/8"=1'-0"
30'5' 10' 20'
PLAN
NORTH
SCALE:1/8" = 1'-0"
STRUCTURAL DECK PLAN (1 OF 3)
S-101
NOTES:
1. NEW PILES SHOWN FOR REFERENCE. SEE PILE PLANS FOR DETAIL.
2. SAWCUT CONSTRUCTION JOINTS IN CONCRETE PAVEMENT AT 15' ON-CENTER MAX PER
C1/S-510. PROVIDE SAWCUT JOINTS TO CREATE A RECTANGULAR PATTERN WITH UNIFORM
SPACING AND A MAX LENGTH TO WIDTH RATIO OF (1.25:1).
3. PROVIDE FOUR (4) PADEYE PLATES AND UHMW RUB STRIPS PER A1/S-507 AT EACH FUTURE
FENDER LOCATION.
'-0
5'- 0"
5'- 0"
ST
RU
CT
UR
AL
D
EC
K
PL
AN
(1 O
F 3)
S-121 15159249
AS NOTED
IWC JTD MEW
(A
M D
5) A
DD
L
FU
TU
RE
F
EN
DE
R
LO
CS
6.
M
AT
CH
L
IN
E
- S-
ST
A 1+
.5
M
AT
CH
L
IN
E
- S-
ST
A 3+
.5
WATER IGLOO (TYP)
CONCRETE BULKHEAD
CAP
LIGHT POLE
35'-9" (TYP)CONCRETE
BULKHEAD
CAP
37'-11" (TYP)
RIDGE EL 8.50'
DECK DRAIN (TYP)
484'-0"
LENGTH OVERALL
PADEYE PLATES FOR
FUTURE FENDER
OPTION (TYP)
FOAM FILLED
FENDER (TYP)
LOW DOUBLE
BITT BOLLARD
(TYP)
FUTURE
FOAM FILLED
FENDER (TYP),
(SEE NOTE 3)
37'-11" (TYP)37'-11" (TYP)37'-11" (TYP)37'-11" (TYP)
37'-11"
LADDER
(TYP)
220'-0"
EXPANSION JOINT
A3 S-510
A1 S-501
A3 S-501
A1 S-301
PIER BASELINE
EXPANSION JOINT
CONCRETE SLAB
PIER BASELINE
STATION MARKING
(TYP)
1+75
2+25
2+75
3+25
CP TEST STATION AT 50 FT
OC MAX (TYP), SEE B4/CP302
CP TEST STATION AT 50 FT
OC MAX (TYP), SEE B4/CP302
A1 S-510
B1 S-510
C1 S-504
A2 S-512
A3 S-507 C1
S-507
C1 S-513
D1 S-515
D3 S-516
171'-1"
TO WP# 101
CL IGLOO
CL IGLOO
169'-2"
TO WP# 104
1+50
2+00
2+50
3+00
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
KEY PLAN
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
TRUE
NORTH
0' 1/8"=1'-0"
30'5' 10' 20'
PLAN
NORTH
SCALE:1/8" = 1'-0"
STRUCTURAL DECK PLAN (2 OF 3)
S-101
'-0
5'- 0"
5'- 0"
ST
RU
CT
UR
AL
D
EC
K
PL
AN
(2 O
F 3)
S-122 15159250
AS NOTED
IWC JTD MEW
NOTES:
1. NEW PILES SHOWN FOR REFERENCE. SEE PILE PLANS FOR DETAIL.
2. SAWCUT CONSTRUCTION JOINTS IN CONCRETE PAVEMENT AT 15' ON-CENTER MAX PER
C1/S-510. PROVIDE SAWCUT JOINTS TO CREATE A RECTANGULAR PATTERN WITH UNIFORM
SPACING AND A MAX LENGTH TO WIDTH RATIO OF (1.25:1).
3. PROVIDE FOUR (4) PADEYE PLATES AND UHMW RUB STRIPS PER A1/S-507 AT EACH FUTURE
FENDER LOCATION.
(A
M D
5) A
DD
L
FU
TU
RE
F
EN
DE
R
LO
CS
6.
52'-0"
3'-6"4 SPA @ 11'-3" = 45'-0"3'-6"
5'-0"42'-0"5'-0"
10"
(TYP)
LOW DOUBLE BITT
BOLLARD (TYP)
FOAM FILLED
FENDER (TYP)
COMPACTED
#57 STONE
EL +9.30'
0.00' NAVD88
EL -4.00'
CONCRETE FASCIA
(TYP)
COMBI-WALL BULKHEAD
(TYP)
2 1/2"Ø TIE ROD
CONCRETE SLAB
CONCRETE BULKHEAD CAP
(TYP)
EL -22.0'
DESIGN DREDGE
DEPTH
EXISTING HP12X53 WITH
CONCRETE ENCASEMENT
(TYP)
SLOPE VARIES
1.0% - 0.5%
STRUCTURAL FILL
GEOTEXTILE FABRIC
AT EL +1.50'
6" M
IN
PULL H-PILES IN CONFLICT
WITH COMBI-WALL
BULKHEAD (TYP)
TOC
DUCT BANK
EL +6.30'
EL +7.30'
EL +8.50'
A B C D E
TIP EL -35.00'
INTERMEDIATE STEEL
SHEET PILE
TIP EL -45.00'
STEEL KING PILE
TURNBUCKLE
TOP OF GRAVELLY SAND
LAYER "B" AS SHOWN ON
B-604, EL VARIES
T-PLATE CONNECTOR
(TYP)
SLOPE VARIES
1.0% - 0.5%
WATER LINES
EL +0.50' MAX
EXIST PILE CUTOFF
(TYP)
EL +2.50'
CL TIE ROD
B1 S-503
EXISTING PILE BENT
(TYP)
DRIVING SHOE PER
MANUFACTURER (TYP)
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
1' 3/8"=1'-0"
0 1' 5' 10'
NOTES:
1. EXISTING PILE TIP ELEVATIONS UNKNOWN.
2. DESIGN DREDGE DEPTH REFERENCE FROM "PIER REPAIR" ISSUED MAY 18, 1987 BY THE
DEPARTMENT OF THE NAVY, NAVAL FACILITIES ENGINEERING COMMAND, SOUTHERN
DIVISION.
SCALE:3/8" = 1'-0"
TYPICAL PIER SECTIONA1 S-111 - S-113, S-131 - S-133
TY
PI
CA
L
PI
ER
S
EC
TI
ON
S-301 15159255
AS NOTED
IWC IM MEW
(A
M D
5) P
IL
E
EN
CA
SE
C
UT
-O
FF
E L
.0
6.
COMPACTED
#57 STONE
EL +9.30'
0.00' NAVD88
EL -4.00'
CONCRETE FASCIA
COMBI-WALL BULKHEAD
(TYP)
2 1/2"Ø TIE ROD
CONCRETE SLAB
CONCRETE BULKHEAD CAP
STRUCTURAL FILL
EL +1.00'
CL TIE ROD
PULL H-PILES IN CONFLICT
WITH COMBI-WALL
BULKHEAD (TYP)
TOC
DUCT BANK
EL +7.30'
EL +8.50'
TURNBUCKLE
5'-0"
EL +3.00'
TIP EL -7.00'
6" M
IN
45'-0" MIN
GEOTEXTILE FABRIC
AT EL +0.50'STEEL SHEET PILE
DEADMAN
B3
S-503
EL -22.0'
DESIGN DREDGE
DEPTH
TIP EL -35.00'
INTERMEDIATE STEEL
SHEET PILE
TIP EL -45.00'
STEEL KING PILE
T-PLATE CONNECTOR (TYP)B1
S-503
EL +1.00'
CL OF TIE
ROD
EL -0.50' MAX
EXISTING PILE CUTOFF (TYP)
EL +6.30'
10"
TOP OF GRAVELLY SAND
LAYER "B" AS SHOWN ON
B-604, EL VARIES
DRIVING SHOE PER
MANUFACTURER (TYP)
GEOTEXTILE FABRIC
AT EL +1.50'
EXISTING HP12X53 WITH
CONCRETE ENCASEMENT
(TYP)
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
1' 3/8"=1'-0"
0 1' 5' 10'
NOTES:
1. EXISTING PILE TIP ELEVATIONS UNKNOWN.
2. DESIGN DREDGE DEPTH REFERENCE FROM "PIER REPAIR" ISSUED MAY 18, 1987 BY THE
DEPARTMENT OF THE NAVY, NAVAL FACILITIES ENGINEERING COMMAND, SOUTHERN
DIVISION. SCALE:3/8" = 1'-0"
END PIER SECTIONA1 S-113, S-123
EN
D
PI
ER
S
EC
TI
ON
S-302 15159256
AS NOTED
IWC IM MEW
(A
M D
5) P
IL
E
EN
CA
SE
M
EN
T.
C
UT
-O
FF
E L
GE
OT
EX
TI
LE
T
RA
N
.0 6.
1" MIN CLR
CL EYE TIE ROD
1" (T
YP
PROVIDE 1 3/4"x8 1/2"
SLOT IN FLANGE FOR
T-CONNECTOR, TYP
STL PRESSURE PL (TYP)
R1 3/8"
5/
8" (T
YP
STL TENSILE PL (TYP)
PIN, SEE
CL PIN
EDGE OF GALV TENSILE PL
KING PILE
1'-6"
8"
2" 10" 6" 4"
GALV STL PRESSURE
PL 1"x10"x1'-4"
2 7/16"Ø
HOLE
1'- 4"
STL TENSILE PL 1 5/8" x 8" x 1'-6" w/ 2 7/16"Ø HOLE TO FACILITATE PIN
EDGE OF GALV TENSILE PL
GALV TIE ROD W/
FORGED EYE
CL EYE TIE ROD
1/2
4"
SEAL WELD PRESSURE PL &
TENSILE PL
NOTE:
PIN NOT SHOWN FOR CLARITY
PLAN
ELEVATION
FORGED EYE OR
APPROVED EQUAL
1/
2" Ø
NOTE:
1. HOT DIP GALVANIZE PLATE AND ROD
AFTER FABRICATION.
8" 3/
4"
1/
4"
2 3/8"Ø ASTM F1554, GRADE 55,
SMOOTH GALV ROD
GALV 1/2"Ø ASTM
A307 BOLT & NUT
5/16
SEAL WELD
1/2"x6"x0'-6" HDG PL w/ 2 7/16"Ø HOLE
IN CENTER
6"
3"
EQ EQ EQ
CL BOLT
CL BOLT
GALV 3"Ø SCH 40
PIPE SLEEVE (TYP)
GALV DOUBLE CHANNEL
WALE (TYP)
GALV 1"Ø ASTM A325
BOLT, WITH NUT AND
WASHER (TYP)
3"
GALV C9x20 (TYP)
3/8" STEEL STIFFENER PL
CENTERD ON THE TIE ROD (TYP)
CL TIE ROD
GALV HEAVY HEX NUT
AND WASHER
GALV PL 1 1/2"x10"x10"
WITH 2 3/4" DIA HOLE
AT CENTER
(TYP)
3/
4" 3"
2"
1'-0"
CL BOLT
STD HOLE FOR
1"Ø BOLT (TYP)
CL BOLT
GALV PL 1 1/2"x10"x1'-0"
3/
4"
3/ 4"
2"
CL KNUCKLE
3" 10
2"2"
3/
4"
3/ 4"
CL BOLT
CL PL
CL BOLT
CL BOLT
CL PL
CL BOLT
CL BOLT
STD HOLE FOR
1"Ø BOLT (TYP)
1/2"Ø ASTM A325
GALV BOLT (4 TOTAL)
1 1/2" TIE PLA3
S-503
SHEET PILE
1 1/2" SPLIT TIE PLA4
S-503
C9x20
(TYP)
3/
4" 2"
CL KNUCKLE
GALV PL 1 1/2"x10"x4"
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
SCALE:3" = 1'-0"
DETAIL - TYPICAL PINA1 S-503
SCALE:1 1/2" = 1'-0"
DETAIL T-PLATE CONNECTION WITH PINB1 S-301, S-302
0 3" 6" 9" 12" 3" = 1'
1' 2'0 6" 1 1/2" = 1'
SCALE:1 1/2" = 1'-0"
DETAIL - WALE SPACERB4 S-503SCALE:1 1/2" = 1'-0"
DETAIL - TIE ROD CONNECTIONB3 S-302, S-503
SCALE:1 1/2" = 1'-0"
DETAIL - SPLIT TIE PLATEA4 S-503SCALE:1 1/2" = 1'-0"
DETAIL - TIE PLATEA3 S-503SCALE:1 1/2" = 1'-0"
DETAIL - COMPRESSION WALE CONNECTIONA2 S-503
2' 4'0 1' 1/2" = 1'
SCALE:1/2" = 1'-0"
DETAIL - WALEB5 S-113
CL TIE ROD
CL TIE ROD
CL TIE ROD
CL TIE ROD
'-7
2 1/2"Ø TIE ROD
(TYP)
SPACER (TYP) B4
S-503
COMPRESSION WALE
CONNECTION (TYP)
A2 S-503
SHEET PILE
DEADMAN
EQ
EQ
C9x20 DOUBLE
WALE CHANNEL
A1 S-503
TI
E
RO
D
CO
NN
EC
TI
ON
D
ET
AI
LS
S-503 15159261
AS NOTED
IWC IM MEW
FIELD ADJUST TIE ROD ANGLE TO FIT
ADJACENT TO COMPRESSION WALE
CONNECTION PLATE (MAX HORIZ OFFSET
PERPENDICULAR TO THE TIE ROD IS 4 INCHES)
PROVIDE BEVELED WASHER
FOR UNIFORM BEARING AS
REQUIRED
(A
M D
5) C
OA
TI
NG
C
AL
L-
OU
TS
N
OT
E
.0
6.
NOTE:
FOR COATING SYSTEM REQUIREMENTS,
SEE SHEET S-001 AND THE PROJECT SPECIFICATIONS.
TEMPORARY ACCESS
TRESTLE (TYP) (PHASE 1)
(6
(1 0)
(1 8)(1
6)(1 4)
(6
(1 8)
(14)
(1 0)
WP# 204
WP# 203
WP# 202
WP# 201 TEMPORARY FENDER
SYSTEM (TYP)
MAX RAMP
SLOPE 1:12 (V:H)
VENTURE
RANGER
RANGERMASTER
5'-0"
APPROXIMATE SHORELINE
5'-0"
130'-0" 300'-0" 10'-0"
'-0
180'-0"
100'-0"60'-0"60'-0"
98'-0"98'-0"98'-0"
75'-0" 75'-0" 75'-0"
118'-0" 70'-0" 112'-0"
10'-0" 10'-0"
A3 S-535
TEMPORARY
MOORING
SYSTEM (TYP)
A1 S-531
A1 S-532
A1 S-533
A1 S-534
75'-0"
1'-10" (TYP)
A3 S-533
A4 S-534
TEMPORARY
BERTH (PHASE I)
B4 S-535
A3 S-531
A3 S-532
SEE NOTES 9 & 10
WORKING POINT TABLE
WP#
NORTHING
8973688.37
8973759.00
8973851.10
8974070.70
EASTING
722909.75
723075.32
723167.07
723385.88
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P P
R
DRAWFORM REVISION: 25 AUGUST 2020
CHK
OF
EPROJECT NO.:
UNCLASSIFIED
UN
CL
AS
SI
FI
ED
UNCLASSIFIED
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
- S O
UT
HE
AS
T
AC
Q
CO
RE
NA
VA
L
ST
AT
IO
N, JA
CK
SO
NV
IL
LE
, F
LO
RI
DA
NU
W
C
AU
TE
C
AN
DR
O S
IS
LA
ND
, B
AH
AM
AS
PI
ER
RE
A. DISANTO
1600043
KEY PLAN
501 E KENNEDY BOULEVARD
SUITE 1910
TAMPA, FL 33602
(813) 258-8818
FI
NA
L
DE
SI
GN
.0 1.
GW
S
N/A
SCALE:1" = 30'
PLAN - TEMPORARY BERTHA1 G-102
NOTES:
1. TEMPORARY BERTH SHALL BE CONSTRUCTED, AND OPERATIONAL,
PRIOR TO ANY DEMOLITION WORKS COMMENCING ON PIER 1902.
TEMPORARY BERTH SHALL BE COMPLETELY REMOVED AFTER ALL
REPAIRS OF PIER 1902 ARE COMPLETE, AND THE PIER 1902 FACILITY
IS PUT INTO SERVICES BY AUTEC.
2. CONCEPT DESIGNS PROPOSED IN THESE DRAWINGS ARE TO BE
USED FOR REFERENCE ONLY BY THE CONTRACTOR, IN THE
PREPARATION OF FINAL SIGNED AND SEALED DESIGN CALCULATIONS
AND DRAWINGS.
3. THE CONTRACTOR SHALL PROVIDE SIGNED AND SEALED
CALCULATIONS AND DRAWINGS TO THE CONTRACTING OFFICER FOR
REVIEW AND APPROVAL.
4. CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL DESIGN,
MATERIAL, LABOR, AND EQUIPMENT NEEDED TO INSTALL AND
CONSTRUCT A FUNCTIONING TEMPORARY BERTH, THAT AT A
MINIMUM, MEETS ALL DESIGN REQUIREMENTS OUTLINED IN THE
TEMPORARY PIER DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR
SELECTING APPROPRIATE MEANS AND METHODS, AS WELL AS
MATERIAL, TO ENSURE THE TEMPORARY BERTH REMAINS SAFE AND
OPERABLE FOR THE DURATION OF THE PROJECT.
5. GENERAL ARRANGEMENT OF THE TEMPORARY BERTH AND ACCESS
TESTLE, SHALL MEET THE DEFINED LAYOUT IN THE TEMPORARY
BERTH DRAWINGS. ANY DEVIATIONS FROM THIS LAYOUT SHALL BE
SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND
APPROVAL.
6. THE TEMPORARY BERTH AND ACCESS TRESTLE SHALL BE DESIGNED
FOR THE FOLLOWING LOADS:
VERTICAL LOADS
· DEAD LOAD OF STRUCTURE AND ALL MISCELLANEOUS ITEMS
ATTACHED TO THE STRUCTURE
· 50 PSF UNIFORM LIVE LOAD
· GOLF CART, OR SIMILAR SMALL UTILITY CART, 2,500LBS
LOADING (DESIGN CART TO BE SUBMITTED WITH DESIGN
CALCULATIONS)
LATERAL LOADS
WAVE LOADING FROM A WAVE WITH THE FOLLOWING
CHARACTERISTICS:
· HEIGHT = 1.7FT
· PERIOD = 4SEC
· CURRENT OF 0.65 KNOTS
7. MOORING POINTS AND FENDER SYSTEM SHALL BE DESIGNED BASED
ON THE VESSEL INFORMATION LOCATED ON G-103, UTILIZING THE
ARRANGEMENT SHOWN ON S-530. MINIMALLY, THE FOLLOWING
CRITERIA SHALL BE UTILIZED FOR THE DESIGN OF EACH SYSTEM, AS
WELL AS ANY ADDITIONAL REQUIREMENTS INDICATED IN THE
CONCEPT DRAWINGS:
MOORING POINTS
· TYPE IIB MOORING PER UFC 4-159-03 (TABLE 3-4) - 65 KNOT
WIND LOAD
FENDER SYSTEM
· ALLOWABLE FENDER REACTION LOAD - 77 KIPS
· ULTIMATE FENDER REACTION LOAD - 123 KIPS
· ALLOWABLE MOORING PILE REACTION LOAD - 50 KIPS
· ULTIMATE MOORING PILE REACTION LOAD - 80 KIPS
8. DAMAGE TO THE TEMPORARY BERTH CAUSED BY AND AS A RESULT
OF BASE OPERATIONS OR ACTS OF GOD (NOT DAMAGE CAUSED BY
THE CONTRACTOR) WILL BE ADDRESSED ON A CASE-BY-CASE BASIS
BY AUTEC OPERATIONS AND PROCESSED AS CONTRACT
MODIFICATIONS IF REPAIRS BY THE CONTRACTOR ARE NECESSARY
9. FIELD VERIFY WP# 201 ELEVATION. APPROXIMATE ELEVATION IS +5.0'
TO +7.0' NAVD 88.
10. PROVIDE A SMOOTH TRANSITION FROM BEACH TO TEMPORARY
ACCESS TRESTLE (WP# 201) FOR PEDESTRIAN AND GOLF CART
ACCESS.
PLAN
NORTH
TRUE
NORTH
TE
M
PO
RA
RY
B
ER
TH
P
LA
N
S-530 15159274
AS NOTED
IWC IM MEW
(A
M D
5) W
P#
E
L
NO
TE
S
.0 6.
0.00' NAVD88
EL +7.50'
TOP OF BERTH
EL +10.00'
EL +4.00'
EL -2.00'
MIN TIP EL SEE NOTE 1
PAD EYE CONNECTION
FENDER PILES
EA SIDE
MUDLINE ELEVATION
VARIES
EL +4.85'
TIMBER PANEL,
CONNECT TO FENDER PILE
EL +1.50'
CL FENDER
CONNECT
FENDER PILES
TO BERTH DECK
0.00' NAVD88
EL +7.50'
MIN TIP EL SEE NOTE 1
TOP PLATE (TYP)
STEEL PIPE PILE,
SEE NOTE 4
MUDLINE ELEVATION
VARIES
TOP OF PILE
EL +3.00'
BOTTOM OF
CONCRETE
PILE PLUG
DRILL AND EPOXY OR CAST IN
PLACE HDG THREADED RODS (TYP)
CONCRETE PILE PLUG
CL
EL +8.50'
TOP OF BOLLARD
TEMPORARY MOORING
BOLLARD
A4 S-535
STEEL BASE
PLATE
STEEL
ROUNDSTOCK
HORN
STEEL PIPE PILE WITH
CONCRETE PILE PLUG
(BELOW)
STD PIPE WITH
CONCRETE INFILL
D E
P A
R
TM
E N
T O
F
TH
E N
A V
Y
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
DES DRW
S Y
M D
E S
C R
IP
TI
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