c2024066CLeeWenner_Construction_DrawingsFinalTaylorEng260528.pdf
PDF 33 MB Posted
- Solicitation number
- B-26-10-COC
- Issued by
- Brevard County, Florida
About this file
This file consists of preliminary construction drawings for the Lee Wenner Day Docks project in Brevard County, Florida, prepared by Taylor Engineering, Inc. for the City of Cocoa. The project encompasses the construction of a new day-slip marina facility at Lee Wenner Park located at 300 Riveredge Boulevard, Cocoa, Florida 32922, designed to enhance public waterfront access and recreational boating opportunities. The scope of work includes the installation of permanent concrete docks, finger piers, and marine piles with associated components. The drawings index contains 15 sheets (C-1 through C-15) detailing structural specifications, existing conditions, general arrangements, site plans, pile details, typical sections, concrete cap and deck details, miscellaneous details, and revetment sections. The project features three access piers, six finger piers, a main dock structure, and approximately 1,281 cubic yards of proposed revetment with marine mattress protection and 2,017 tons of armor stone. The drawings are marked as preliminary and are being transmitted for agency review as of May 2026.
The construction drawings provide detailed technical specifications for 14-inch square pre-stressed concrete piles designed to resist factored axial compression loads of 50 kips and bending moments of 20 kip-feet simultaneously, with concrete strength requirements of 6,000 PSI minimum at 28 days for saltwater applications. The deck system utilizes pre-stressed concrete panels with 80 PSF live load capacity and 245 PSF wave load uplift design parameters. The project includes specific requirements for pile installation, bearing resistance criteria outlined in the pile data table, timber curbs, timber handrails, expansion joints, and various miscellaneous details for connections and finishes. Professional engineers Jonathan B. Brumfield (P.E. No. 92397) and Robert J. Dirienzo (P.E. No. 82245) are responsible for the signed and sealed design documentation in accordance with Florida Administrative Code Rule 61G15-23.004. The project is partially funded by a Florida Inland Navigation District (FIND) grant.
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REFERENCE:
USGS TOPO MAPS, ESRI
FLORIDA
NASSAU
ST. JOHNS
FLAGLER
VOLUSIA
BREVARD
INDIAN RIVER
ST. LUCIE
MARTIN
PALM BEACH
BROWARD
DADE
DUVAL
1"= 2000' (22x34) 1"= 4000' (11x17)
LOCATION MAP
N.T.S.
VICINITY MAP
FOR BID
PRELIMINARY DRAWINGS: THESE
DRAWINGS ARE NOT IN FINAL FORM, BUT
ARE BEING TRANSMITTED FOR AGENCY
REVIEW.
SEAL
PROJECT TITLE
SHEET OF
FOR BID
DATE
PROJECT NO
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
A
B
C
D
E
F
G
H
21 3 4 5 6 7 8
C-1C2024-066
MAY 2026
LEE WENNER DAY DOCKS
BREVARD COUNTY, FLORIDA
LEE WENNER DAY DOCKS
BREVARD COUNTY, FLORIDA
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DRAWING INDEX
ENG
DRAWING INDEX
TE Sheet Title
REGISTRY # 4815
PROJECT LOCATION
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
TAYLOR
ENGINEERING, INC.
PROJECT LOCATION
TOWNSHIP 24
RANGE 36
SECTION 33
C-1 COVER SHEET
C-2 SIGNATURES
C-3 GENERAL NOTES
C-4 GENERAL NOTES
C-5 STRUCTURAL NOTES
C-6 STRUCTURAL NOTES
C-7 EXISTING CONDITIONS
C-8 PROJECT OVERVIEW
C-9 GENERAL ARRANGEMENT SITE PLAN
C-10 STRUCTURAL SITE PLAN
C-11 PRE-STRESSED PILE DETAILS
C-12 TYPICAL SECTIONS
C-13 CONCRETE CAP AND PSC DECK DETAILS
C-14 MISCELLANOUS DETAILS
C-15 REVETMENT SECTIONS
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
SIGNATURES
C-2
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PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
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SEAL
TAYLOR
ENGINEERING, INC.
THIS DOCUMENT HAS BEEN DIGITALLY
SIGNED AND SEALED BY:
PRINTED COPIES OF THIS DOCUMENT ARE
NOT CONSIDERED SIGNED AND SEALED.
THE SIGNATURE MUST BE VERIFIED ON
THE ELECTRONIC DOCUMENTS.
TAYLOR ENGINEERING, INC.
10199 SOUTHSIDE BLVD., SUITE 310,
JACKSONVILLE, FL 32256
CERTIFICATE OF AUTHORIZATION NO. 4815
JONATHAN B. BRUMFIELD, P.E. NO. 92397
THE ABOVE NAMED PROFESSIONAL ENGINEER SHALL BE RESPONSIBLE FOR THE
FOLLOWING SHEETS IN ACCORDANCE WITH RULE 61G15-23.004, F.A.C.
THIS DOCUMENT HAS BEEN DIGITALLY
SIGNED AND SEALED BY:
PRINTED COPIES OF THIS DOCUMENT ARE
NOT CONSIDERED SIGNED AND SEALED.
THE SIGNATURE MUST BE VERIFIED ON
THE ELECTRONIC DOCUMENTS.
TAYLOR ENGINEERING, INC.
10199 SOUTHSIDE BLVD., SUITE 310,
JACKSONVILLE, FL 32256
CERTIFICATE OF AUTHORIZATION NO. 4815
ROBERT J. DIRIENZO, P.E. NO. 82245
THE ABOVE NAMED PROFESSIONAL ENGINEER SHALL BE RESPONSIBLE FOR THE
FOLLOWING SHEETS IN ACCORDANCE WITH RULE 61G15-23.004, F.A.C.
C-1 COVER SHEET
C-2 SIGNATURES
C-3 GENERAL NOTES
C-4 GENERAL NOTES
C-7 EXISTING CONDITIONS
C-8 PROJECT OVERVIEW
C-9 GENERAL ARRANGEMENT SITE PLAN
C-15 REVETMENT SECTIONS
C-5 STRUCTURAL NOTES
C-6 STRUCTURAL NOTES
C-10 STRUCTURAL SITE PLAN
C-11 PRE-STRESSED PILE DETAILS
C-12 TYPICAL SECTIONS
C-13 CONCRETE CAP AND PSC DECK DETAILS
C-14 MISCELLANOUS DETAILS
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
GENERAL NOTES
C-3
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PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
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TAYLOR
ENGINEERING, INC.
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
GENERAL NOTES
C-4
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PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
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W
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CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
STRUCTURAL
NOTES
C-5
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PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
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CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
STRUCTURAL
NOTES
C-6
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PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
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W
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EXISTING BULKHEAD
EXISTING LIGHT POLE (TYP)EXISTING
SIDE WALK
MSL @ FACE OF BULKHEAD
EL: -0.7' NAVD88
EXISTING BOX CULVERT
EXISTING PAVERS
EXISTING BULKHEAD
WITH CONCRETE PARAPET
NOTE: PROJECT AREA DOES NOT
EXPERIENCE TIDAL FLUCTUATIONS
INDIAN RIVER
EXISTING PILE SUPPORTED PLATFORM
EDGE OF PAVEMENT
EXISTING PILE SUPPORTED PLATFORM
EXISTING BOAT DOCK
EXISTING BOAT RAMP
PARKING AREA
HARRISON ST.
PARKIN
G AREA
BEGIN CONCRETE PARAPET
END CONCRETE PARAPET BEGIN METAL HANDRAIL
(3) EXISTING PVC CONDUITS (CAPPED)
(4) EXISTING PVC CONDUITS (CAPPED) END METAL HANDRAIL
OVERHEAD POWER LINES
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
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F
G
H
EXISTING
CONDITIONS
C-7
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C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
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D O
C
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BR
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C O
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TY
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ID
A
SEAL
TAYLOR
ENGINEERING, INC.
GRAPHIC SCALE
60' 120'30'
22X34: 1" = 30' 11X17: 1" = 60'
VERT. SCALE: 1" = 5' (22x34)VERT. SCALE: 1" = 10' (11X17)
PROPOSED
REVETMENT
PROPOSED
FENDER
PILES
0+00
1+00
2+00
3+00
4+00
5+00
6+
7+
8+
8+
PROPOSED REVETMENT
1281 CY
PROPOSED FINGER PIER (TYP)
PROPOSED ACCESS PIER (TYP)
PROPOSED MAIN DOCK
BEGIN REVETMENT BASELINE
END REVETMENT BASELINE
DEMOLISH ±6 FEET OF
EXISTING METAL HANDRAIL
(VIF) AND PREPARE
EXISTING CONCRETE PER
DETAIL SHEET C-13 DEMOLISH ±6 FEET OF
EXISTING METAL HANDRAIL
(VIF) AND PREPARE
EXISTING CONCRETE PER
DETAIL SHEET C-13
OUTFALL AT SEAWALL (TYP). CONTRACTOR
TO FIELD VERIFY LOCATION. TAPER
REVETMENT AT THIS AREA. DO NOT BLOCK.
OUTFALL AT SEAWALL (TYP).
CONTRACTOR TO FIELD VERIFY
LOCATION. TAPER REVETMENT AT THIS
AREA. DO NOT BLOCK.
UTILITY EASEMENT OVERHEAD
LINES PRESENT
NOTE: CONTRACTOR TO PROVIDE STONE PLACEMENT PLAN PRIOR TO WORK. PLAN SHALL PROVIDE
CLEAR UNDERSTANDING ON HOW STONE PLACEMENT CANBE ACHIEVED WITHOUT DAMAGE TO THE
EXISTING CONCRETE SEAWALL
PILE SUPPORTED PLATFORM. DO NOT PLACE
REVETMENT STONE UNDER PLATFORM.
TAPER DOWN TO GRADE AS NECESSARY.
CONTRACTOR TO PROVIDE MEANS AND
METHODS TO PREVENT ANY DAMAGE TO
SEAWALL OR PLATFORM FROM OPERATIONS.
(TYP)
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
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F
G
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PROJECT
OVERVIEW
C-8
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PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
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LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
GRAPHIC SCALE
60' 120'30'
22X34: 1" = 30' 11X17: 1" = 60'
TIMBER CURB (TYP)
±4 1'
-4
MAIN DOCK
AC
C
ES
S
PI
ER
TIMBER
HANDRAIL
(TYP)
AC
C
ES
S
PI
ER
FI
N
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P
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FI
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P
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EXISTING BULKHEAD CAP TO REMAIN
6'-0"
171'-0"
6'-0"
12" HDPE WRAPPED
TIMBER PILE (TYP)
SD-FENDER (TYP)
PROPOSED REVETMENT (TYP)
EXISTING BOX
CULVERT TO REMAIN
EXISTING LIGHT POLE TO REMAIN (TYP)
±1 3'
-5
8.
0'
±2 8'
-7
TY
P)
10" CLEAT (TYP)
ALUM. LADDER PER
CONTRACTOR. SET LOWEST
RUNG TO 5 FEET (±6") BELOW
MHW/MLW (TYP)
±3 6'
-8
TY
P)
6'-0"
EXISTING CONCRETE
SIDEWALK TO REMAIN
FASTEN POST ±4" FROM
EXISTING BULKHEAD FACE (TYP)
FASTEN POST ±4" FROM
END OF DECK (TYP)
FASTEN POST ±4" FROM END OF DECK (TYP)
FASTEN POST ±4" FROM
EXISTING BULKHEAD FACE (TYP)
FASTEN POST ±4" FROM
END OF DECK (TYP)
23'-11 3/4"
±3 2'
-3
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
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C
D
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F
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GENERAL
ARRANGEMENT
SITE PLAN
C-9
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A rra ng em en t.d w g
RJD
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AMR
JBB
MAY 2026
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D R
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T H
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D R
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IN
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D F
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IS
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C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
GRAPHIC SCALE
16' 32'8'
22X34: 1" = 8' 11X17: 1" = 16'
BENT AP1_1
BENT AP1_2
BENT AP1_3
BENT AP2_1
BENT AP2_2
BENT AP2_3
BE
N
T M
D _1
BE
N
T M
D _5
ROW C
ROW D
BENT FP4_1
BENT FP4_2
R O
W E
R O
W F
BENT FP4_3
BE
N
T M
D _7
WP1 WP2
A C-12
B
C -12
C
C-12
'-0
'-0
1'-3 1/2"
14" PRE-STRESSED CONCRETE PILE (TYP)
6" SD-FENDER (TYP)
12" HDPE WRAPPED TIMBER PILE (TYP)
6' -0
3'
-6
3' -6
6'
-0
R O
W A
R O
W B
EQ
EXISTING CONCRETE SIDEWALK (TYP)
EDGE OF EXISTING
CONCRETE BULKHEAD
CAP ±18" BELOW
SIDEWALK (TYP)
EQ
R O
W A
R O
W B
EQ EQ
1'-8 1/2"
33'-0" 33'-0" 33'-0" 33'-0" 33'-0" 1'-8 1/2"
'-1
1/
4"
1' -4
/2
'-2
/2
105.7°
74.3°
5' -4
/2
5' -4
/2
(T
YP
6'-6"
'-1
3/
4"
17'-4 3/4" 2'-8 1/2"
'-3
/2
2' -5
23'-8 1/2" 30'-0" 30'-0" 30'-0" 30'-0" 24'-8 1/2"
WP1
WP2
TOP OF DECK
2'-6"
MHW/MLW
(NAVD88)
±-0'-8"
CONTROL POINT TABLE
POINT
WP1
WP2
EASTING
745115.43
745242.39
NORTHING
1461776.15
1461886.80
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
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G
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STRUCTURAL SITE
PLAN
C-10
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-S tru ct ur al P la n.
dw g
RJD
EBW
AMR
JBB
MAY 2026
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T H
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AG
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SH
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C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
VIEWNUMBER
SCALE: 1" = 8'
TYPICAL PLAN VIEWA
8'
VIEWNUMBER
SCALE: 1" = 8'
TYPICAL PROFILE VIEWB
8'
14'-4 1/4"
C C
TU
R
N S
1"
P
IT
C H
1"
T
U R
N S
" P
IT
C H
6" P
IT
C
H
T U
R N
S
" P
IT
C
H
TU
R N
S
" P
IT
C
H
1"
W3.4 SPIRAL TIES
4" X 3" CHAMFER (TYP.)
BB
A
3" CLR. MIN (TYP)
5.25" 3.50" 5.25"
5.
3.
5.
14.00'
(4) CORRUGATED TUBES
14" PSC PILE
W3.4 SPIRAL TIES
FRAMING BARS PER
PRESTRESS ENGINEER
(4) #8 DOWELS
SET DOWELS WITH
NON-SHRINK GROUT (7,500
PSI @ FLUID CONSISTENCY)
CORRUGATED STEEL TUBE, 3" I.D., 26 GAUGE
PER ASTM A653 WITH A MINIMUM
CORRUGATION RIB HEIGHT OF 0.12 INCHES
2' -6
" M
IN
" M
IN
.0
0"
14.00"
3" COVER (TYP)
W3.4 SPIRAL TIES
(8) 0.60" DIA. STRANDS
270 KSI LRS ASTM A416
PILE INSTALLATION NOTES:
1. CONTRACTOR TO VERIFY LOCATION OF UTILITIES PRIOR
TO ANY PILE INSTALLATION.
2. MINIMUM TIP ELEVATION IS FOR LATERAL STABILITY.
3. JETTING OR PREFORMING WILL NOT BE ALLOWED
WITHOUT PRIOR APPROVAL OF THE ENGINEER OF
RECORD.
4. THE PILE DATA TABLE INDICATES THE MINIMUM
ALLOWABLE BEARING RESISTANCE AND THE MINIMUM
ALLOWABLE UPLIFT RESISTANCE FOR THE SOIL.
5. TO OBTAIN THE ALLOWABLE BEARING RESISANCE OF THE
SOIL, DETERMINE THE ULTIMATE SOIL RESISTANCE AT THE
PILE TOE BY APPLYING THE FHWA MODIFIED GATES
FORMULA TO THE HAMMER ENERGY AND BLOWCOUNT
AND DIVIDE THIS VALUE BY THE MINIMUM FACTOR OF
SAFETY IN THE PILE DATA TABLE. ADJUST THE MINIMUM
REQUIRED ALLOWABLE BEARING RESISTANCE IN THE PILE
DATA TABLE BASED ON THE PILE SELF-WEIGHT ASSUMING
A UNIT WEIGHT OF 150 PCF X THE INSTALLED LENGTH.
PILE DESIGN NOTES:
1. CONCRETE STRENGTH SHALL BE 6,000 PSI MINIMUM AT 28
DAYS.
2. PILES WILL BE USED IN A SALT WATER ENVIRONMENT. THE
CONCRETE MIX DESIGN REQUIRES SILICA FUME. SEE
SPECIFICATIONS FOR DETAILED CONCRETE MATERIAL AND
MIX DESIGN
REQUIREMENTS.
3. PRE-STRESSED PILING SHALL HAVE A 1,000 PSI (MIN.)
EFFECTIVE PRESTRESS AFTER ALL LOSSES. PILE
REINFORCING SHOWN ON THESE DETAILS, INCLUDING
PRESTRESSING STRANDS, SHALL BE CONSIDERED THE
MINIMUM REINFORCEMENT ALLOWED.
4. PRE-STRESESSED PILINGS SHALL BE DESIGNED BY A
FLORIDA LICENSED PROFESSIONAL ENGINEERING AND
SHALL BE CAPABLE OF RESISTING THE FOLLOWING
FACTORED LOADS:
5. FACTORED AXIAL COMPRESSION LOAD OF 50 KIPS +
FACTORED BENDING MOMENT OF 20 K-FT APPLIED
SIMULTANEOUSLY.
6. 6. KL/R SHALL BE 70.
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
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PRE-STRESSED
PILE DETAILS
C-11
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-D oc k Se ct io ns .d w g
RJD
EBW
AMR
JBB
MAY 2026
PR
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IN
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T H
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E
D R
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N O
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F
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M , B
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C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
VIEWNUMBER
NOT TO SCALE
14 INCH SQUARE PRE-STRESSED CONCRETE PILE DETAIL
VIEWNUMBER
NOT TO SCALE
CORRUGATED TUBE ELEVATIONA
VIEWNUMBER
NOT TO SCALE
SECTION B
VIEWNUMBER
NOT TO SCALE
SECTION C
PILE DATA TABLE FOR DOCK AND PIER STRUCTURES
INSTALLATION CRITERIA DESIGN CRITERIA
STRUCTURE BENT NUMBER PILE ROW PILE SIZE (IN.) EST. LENGTH (FT) BATTER (H:1V) MIN REQUIRED ALLOWABLE BEARING RESISTANCE (TONS) MINIMUM TIP ELEV. (FT) CUTOFF ELEVATION (FT) (A) BEARING LOAD AT HEAD
(TONS)
(B) SCOUR RESISTANCE
(TONS)
(C) SELF WEIGHT FOR
BEARING (TONS)
(A+B+C) MIN REQUIRED
ALLOWABLE BEARING RESISTANCE
(TONS)
MIN FOS BEARING
DESIGN SCOUR ELEVATION
(FT)
ACCESS PIER 1 AP1_1 A, B 14 65 PLUMB 15.8 -45 1.64 8.5 0.6 6.7 15.8 2.5 6
ACCESS PIER 1 AP1_2 A, B 14 65 PLUMB 15.8 -45 0.85 8.5 0.6 6.7 15.8 2.5 6
ACCESS PIER 1 AP1_3 A,B 14 65 PLUMB 15.8 -45 0.28 8.5 0.6 6.7 15.8 2.5 6
ACCESS PIER 2 AP2_1 A,B 14 65 PLUMB 15.8 -45 1.65 8.5 0.6 6.7 15.8 2.5 6
ACCESS PIER 2 AP2_2 A,B 14 65 PLUMB 15.8 -45 0.99 8.5 0.6 6.7 15.8 2.5 6
ACCESS PIER 2 AP2_3 A,B 14 65 PLUMB 15.8 -45 0.26 8.5 0.6 6.7 15.8 2.5 6
MAIN DOCK MD_1 – MD_7 C, D 14 75 PLUMB 24.3 -45 0.25 16.0 0.6 7.7 24.3 2.5 6
FINGER PIER 1 – 6 FP1_1 – FP7_1 E, F 14 55 PLUMB 12.2 -45 0.25 6.0 0.6 5.6 12.2 2.5 6
3' -6
CONCRETE PILE
CAP
14"
PRESTRESSED
CONCRETE PILE
(TYP)
HANDRAIL (TYP)
TOP OF PRESTRESSED
CONCRETE VARIES.
EL.: 2.5 NAVD88 AT
INTERSECTION WITH MAIN
DOCK
MHW/MLW EL.: -0.7' NAVD88
6'-0"
PRE-STRESSED CONCRETE DECK
4" (T
YP
1'-3"
3'-6"
1'-3"
SEE C-11 FOR PILE TIP ELEVATION
C-14
B
MHW/MLW EL.: -0.7' NAVD88
TOP OF PRE-STRESSED
CONCRETE DECK EL.: 2.5'
NAVD88
PILE CAP (TYP)
12" HDPE
WRAPPED
TIMBER PILE
2' -0
CONTINUOUS 6X6 SD
FENDER (TYP)
6'-0"
CONTINUOUS 6X6
SD FENDER (TYP)1'-3" 1'-3"
3'-6"
4" (T
YP
APPLY HDPE WRAP
FROM 2 FEET BELOW
THE MUDLINE TO TOP
OF DECK ELEVATION
2'-7" LONG 6X6
SD-FENDERS MOUNTED TO
BOTH SIDES OF EACH
FINGER PIER CAP(TYP)
MINIMUM PILE TIP EL.
= -36 FT NAVD88
SEE C-11 FOR PILE TIP ELEVATION
10" CLEAT (BEYOND). FASTEN TO
CLOSURE POUR USING (2) 3/8" DIA.
ALL-THREAD EPOXY SET PER
CLEAT. MIN EMBEDED 6"
3"
14" PRE-STRESSED CONCRETE PILE (TYP)
8'-0"
14"
PRE-STRESSED
CONCRETE PILE
(TYP)
TIMBER CURB
(TYP)
TOP OF
PRE-STRESSED
CONCRETE DECK
EL.: 2.5' NAVD88
MHW/MLW EL.: -0.7' NAVD88
PRE-STRESSED CONCRETE DECK
CONCRETE PILE CAP
4" (T
YP
1'-7" 1'-7"
4'-10"
SEE C-11 FOR PILE TIP ELEVATION
C-14
E
3/4" EXPANSION JOINT. SEE
DETAIL SHEET C-14
4 1/2"Ø PORT HOLE. (3) EACH SPACED
EVENLY ON TOP OF SLAB PER PSC
ENGINEER TO AVOID STRANDS. FILL PORT HOLE
WITH EXTEROIR SILICONE
4"Ø OVERSIZED WASHER & LOCK NUT
3/4" Ø S.S. ALL THREAD
EPOXY- SET WITH HILTI RE500.
MINIMUM EMBEDMENT: 10"
14" SQUARE
PSC PILE
2'-7" X 1'-6 1/2"
CIP CONCRETE CAP
(REINFORCEMENT NOT
SHOWN FOR CLARITY.)
4"
EXISTING
CONCRETE
SIDEWALK
EXISTING BULKHEAD
EXISTING BULKHEAD CAP
4-INCH WIDE CONTINUOUS
BEARING PADS
CUT EXISTING PVC CONDUITS FLUSH WITH
CONC. REPLACE PVC CAP WITH SNAP-IN
HOLE PLUG
4 1/2" PORT HOLES FOR SLAB
TIE DOWNS (3 EACH),
SPACED EVENLY ON TOP OF
SLAB. LOCATION PER
PSC ENGINEER TO AVOID
STRANDS.
EDGE OF EXISTING
CONCRETE SIDEWALK
EDGE OF PSC DECK
PILE
CONCRETE CAP
6' -0
2'-7"3/4" EXPANSION JOIN. SEE DETAIL C-13
EDGE OF PSC DECK
PILE
CONCRETE CAP
8' -0
2'-7"
MAIN DOCK PSC DECK PANEL
1'-0"
(TYP)
6'-0"
CIP CONCRETE CLOSURE POUR (TYP)
CONCRETE CAP BELOW
FINGER PIER PSC DECK PANEL
1" EXP JOINT FIXED TO PSC DECK PANEL
PER PRESTRESS ENGINEER. SEE
EXPANSION JOINT DETAIL, SHEET C-14 (TYP)
3/4" EXPANSION JOINT. SEE EXPANSION
JOINT DETAIL, SHEET C-14 (TYP)
6'-0"
ACCESS PIER PSC DECK PANEL
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
TYPICAL SECTIONS
C-12
EM
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5:
P M
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4-
6_ Le eW en ne r\C on st ru ct io n\
C
-0
-C
-D oc k Se ct io ns .d w g
RJD
EBW
AMR
JBB
MAY 2026
PR
EL
IM
IN
AR
Y
D R
AW
IN
G S:
T H
ES
E
D R
AW
IN
G S
AR
E
N O
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F
IN
AL
F
O R
M , B
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AR
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BE
IN
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TR
AN
SM
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D F
O R
A G
EN
C
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PR
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IS
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D
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SH
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-2 F
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. T
H
IS
P
AG
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O T
VA
LI
D W
IT
H
O U
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SH
EE
T
C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
VIEWNUMBER
SCALE: 1" = 2'
ACCESS PIER WALKWAY DETAIL SECTIONA
2' 0
VIEWNUMBER
SCALE: 1" = 2"
FINGER PIER WALKWAY DETAIL SECTIONC
2"0
VIEWNUMBER
SCALE: 1" = 2"
MAIN DOCK WALKWAY SECTIONB
2"
VIEWNUMBER
NOT TO SCALE
SECTION DETAIL CONCRETE PILE CAP AT ACCESS PIER TO BULKHEAD CONNECTIOND
VIEWNUMBER
NOT TO SCALE
DECK PANEL AT ACCESS PIER TO BULKHEAD CONNECTIONE
6"
VIEWNUMBER
SCALE: 1" = 10 FT
EXPANSION JOINT PLACE AT ACCESS PIERS AND FINGER PIERSF
10 FT
2'
7"
1' - 10"
1'
1/ 2"
3"
(TYP)
3 1/2"
3"
2 1/2"
1' -6
/2
CJ #4 STIRRUPS WITH 90°
HOOK AND 135° HOOK
#4 STIRRUPS WITH (2) 135°
HOOKS
#4 STIRRUPS WITH 90°
HOOK AND 135° HOOK
#4 STIRRUPS WITH (2) 135°
HOOKS
#6 BARS (TYP)
2'-7" 1-1/2" BOTTOM CHAMFER (TYP)
#5 SMOOTH DOWEL
VARIES 6' & 8'
PRE-STRESSED DECKING SLAB DESIGN PARAMETERS:
1. DEAD LOAD = SELF WEIGHT
2. LIVE LOAD = 80 PSF
3. WAVE LOAD = 245 PSF UPLIFT
4. LOAD COMBINATIONS:
4.1. 1.0 DEAD (SERVICE) / 1.4 DEAD (STRENGTH)
4.2. 1.0 DEAD & 1.0 LIVE (SERVICE) / 1.2 DEAD + 1.6 LIVE (STRENGTH)
4.3. 1.0 DEAD & 1.0 WAVE (SERVICE) / 0.9 DEAD + 1.4 WAVE (STRENGTH)
5. FOR LOAD COMBINATIONS WITH WAVE LOADING ASSUME THE DECK IS FULLY SUBMERGED WITH AN EFFECTIVE UNIT WEIGHT
EQUAL TO 86 PCF
6. MAXIMUM DEFLECTION SHALL BE L/360 FOR LIVE AND L/240 FOR D+L
7. MAXIMUM POSITIVE CAMBER AT TIME OF PLACEMENT SHALL BE 1/2" UNLESS OTHERWISE APPROVED BY THE ENGINEER.
8. SUBMIT SHOP DRAWINGS, CALCULATIONS, AND CONCRETE MIX TO THE ENGINEER FOR APPROVAL. SHOP DRAWINGS SHALL
CLEARLY DEPICT THE EXACT PANEL LAYOUT AND DIMENSIONS FOR EACH UNIQUE-SIZED PANEL. SEE SHEETS C-8 AND C-9.
9. SEE SPECIFICATIONS FOR CONCRETE MIX DESIGN AND TESTING REQUIREMENTS.
10. PRE-STRESSED MEMBERS SHALL BE DESIGNED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. SHOP DRAWINGS AND
CALCULATIONS SHALL BE SIGNED AND SEALED.
11. MINIMUM EFFECTIVE PRE-STRESS (AFTER LOSSES) SHALL BE 350 PSI.
12. FINISH SHALL BE A BROOM FINISH APPLIED TO THE TOP OF THE DECKING SLAB, AND A FORM FINISH APPLIED TO ALL OTHER
SIDES.
13. SLAB SHALL MEET CLASS U.
3" MIN CLEAR COVER
3"
3"
4" MIN CLEAR COVER
#3 STIRRUPS @6" TO 12" O.C. MIN
UNLESS OTHERWISE APPROVED BY EOR
8-FT WIDE (13) #6 BARS,
EVENLY SPACED. 5-FT
WIDE (10) #6 BARS,
EVENLY SPACED
8-FT WIDE (13) 0.60" DIA.
STRANDS, EVENLY SPACED. 6-FT
WIDE (10) 0.60" DIA. STRANDS,
EVENLY SPACED.
1' -0
1'-1"
3"
2' -7
1' -6
/2
1'
-0
/2
2'-7"
5"
1/
2"
3" (TYP)
3 1/2"
#6 BARS (TYP)
#4 STIRRUPS WITH
(2) 135° HOOKS
#4 STIRRUPS WITH 90° HOOK
AND 135° HOOK
#4 U-BARS EA. STIRRUP
CJ
1' -0
1-1/2" BOTTOM CHAMFER (TYP)
#5 SMOOTH DOWEL
EXP JOINT (SEE DETAIL C-14)
#5 SMOOTH DOWEL
3/4" EXP JOINT
4" WIDE X 1/2" THICK
CONTINUOUS BEARING PAD
NOTE 7
CJ
3" (TYP)
1 1/2" (TYP)
1'-3" 3'-6" 1'-3"
6'-0" (NOTE 9)
2' -7
(7) #4 STIRRUPS (TYP)
#6 BARS NOT SHOWN #8 DOWELS. POSITION AS SHOWN TO
MAINTAIN 90° HOOK INSIDE MIN.
CLEAR COVER
14-INCH PSC PILE (TYP)
#5 SMOOTH DOWEL BARS
(NOTE 8)
2' -7
3"
1 1/2"
(TYP)
1'-7" 4'-10" 1'-7"
8'-0"
#4 STIRRUPS (TYP)
14-INCH PSC PILE (TYP)
#6 BARS NOT SHOWN #8 DOWELS BELOW. POSITION
AS SHOWN TO MAINTAIN 90°
HOOK INSIDE MIN. CLEAR
COVER
#5 SMOOTH DOWEL BARS
(NOTE 8)
#3 STIRRUPS @ 12"
VARIES 11'-10" TO 28'-10"
VA
R
IE
S
6' -0
" T O
'-0
PSC DECK PANEL (PRE-STRESSING STRANDS
NOT SHOWN)
#6 TOP BAR (TYP)
PSC DECK PANEL (STIRRUPS NOT SHOWN)BROOM FINISH
1'
11" TO 1'-7 1/2" 11" TO 1'-7 1/2'"
(10-13) #6 BARS
(10-13) 0.60" DIA. STRANDS
1'-9" 1'-9"
PLAN VIEW
SIDE ELEVATION
3"
11" TO 1'-7 1/2"
11" TO 1'-7 1/2"
3'-0"
#3 STIRRUPS
@ 6"
3'-0"
#3 STIRRUPS
@ 6"
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
CONCRETE CAP
AND PSC DECK
DETAILS
C-13
EM
IL
Y W
O O
D , 5
/2 7/
:2
5:
P M
, X :\s ys \P ro je ct s\ c2
4-
6_ Le eW en ne r\C on st ru ct io n\
C
-0
-C
-D oc k Se ct io ns .d w g
RJD
EBW
AMR
JBB
MAY 2026
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D R
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G S:
T H
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D R
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IN
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IN
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F
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M , B
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IN
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TR
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SM
IT
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D F
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A G
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PR
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ES
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IT
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EE
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C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
VIEWNUMBER
NOT TO SCALE
TYPICAL EXTERIOR CONCRETE CAPA VIEWNUMBER
NOT TO SCALE
TYPICAL INTERIOR CONCRETE CAPB VIEWNUMBER
NOT TO SCALE
TYPICAL EXP JOINT DETAILC
VIEWNUMBER
NOT TO SCALE
PRE-STRESSED CONCRETE SLAB DECK DETAILD VIEWNUMBER
NOT TO SCALE
TYPICAL DECK PANELE
NOTES:
1. ALL HOOKS ARE STANDARD HOOKS PER ACI
318 UNLESS DIMENSIONED OTHERWISE.
2. CIP = CAST-IN-PLACE CONCRETE.
3. CJ = CONSTRUCTION JOINT ROUGHENED
WITH LIGHT RAKING TO 1/4" AMPLITUDE. CLEAN
LAITENANCE AND LOOSE AGGREGATE WITH
MINIMUM 5,000 PSI PRESSURE WASHER BEFORE
APPLYING CLOSURE POUR.
4. EXP = EXPANSION JOINT
5. PSC = PRECAST / PRESTRESSED CONCRETE.
6. OMIT CLOSURE POUR AND ASSOCIATED
REINFORCING FOR ACCESS PIERS AT THE
CONNECTION TO THE EXISTING BULKHEAD. SEE
SHEET C-12. SUBMIT SHOP DRAWINGS FOR
ENGINEER APPROVAL.
7. 1' - 7 1/2" FOR EXTERIOR CAPS. 11 1/2" FOR
INTERIOR CAPS.
8. COORDINATE POSITION OF DOWELS WITH
PRESTRESSED ENGINEER. ALTERNATE BY ±6"
TO AVOID CONFLICT WITH U-BARS AND DOWELS
FROM THE ADJACENT SPAN.
9. 6' - 6" FOR BENT AP1_2. REINFORCING
SIMILAR TO DETAIL D. SUBMIT SHOP DRAWINGS
FOR ENGINEER APPROVAL.
10. ALIGN CENTER OF CLEAT TO CENTER OF
CLOSURE POUR FOR TYPICAL INTERIOR AND
EXTERIOR CONCRETE CAPS.
11. ALL DISPLAYED CHAMFERS ARE 3/4" UNLESS
NOTED OTHERWISE.
VIEWNUMBER
NOT TO SCALE
TYPICAL 6-FT WIDE CONCRETE CAP REINFORCING PLAND VIEWNUMBER
NOT TO SCALE
TYPICAL 8-FT WIDE CONCRETE CAP REINFORCING PLANE
#5 SMOOTH DOWEL BARS
NOTE:
SEALANT SHALL BE VULKEN 921, SIKAFLEX 1A, OR ENGINEER APPROVED POLYURETHANE OR
POLYSULFIDE SEALANT COMPLYING WITH ASTM C920 TYPE S OR M, GRADE NS, CLASS 35 OR
GREATER AND RECOMMENDED BY THE MANUFACTURER FOR CONCRETE EXPANSION JOINTS
3/4" OR GREATER IN WIDTH.
VARIES 3/4" TO 1"
1 2" (
TY
P)
SEALANT TOOL AFTER PLACEMENT
CLOSED CELL
POLYETHYLENE BACKER
ROD PER ASTM C1330
AASHTO GRADE 3
NEOPRENE, DUROMETER 60.
TOOL OR CHAMFER
CONCRETE EDGE
2X10 HDPE HANDRAIL OR
ENGINEER APPROVED
EQUIVALENT2X8 UPPER EXTERIOR
TIMBER RAILS
4X6 TIMBER
HANDRAIL POST
(2) 1/2"Ø 316 S.S. CARRIAGE BOLT
NUT AND LOCK WASHER FACING
EXTERIOR (TYP)
(2) #12 FLATHEAD 316 S.S.
SCREWS 12" MIN SPACING
2X8 UPPER INTERIOR
TIMBER RAIL
2X6 TIMBER RAIL (TYP)
5/8"Ø S.S. ALL-THREAD
EPOXY SET
USE 2" O.D. OVERSIZED
S.S. WASHER (TYP)
PRE-STRESSED
CONCRETE DECK
2X10 CONT
8" MIN EMBEDMENT
4" M
AX
3.
5"
' 37
' 42
30°
1.
5"
M
IN
PRESTRESSED CONCRETE DECK
1-1/2" CHAMFER END OF CURB
CONTINUOUS 4X4 CURB
2X4 TIMBER SLEEPER
2x4 SLEEPER
6" (TYP)
12" MAX
6'-0"
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
MISCELLANOUS
DETAILS
C-14
EM
IL
Y W
O O
D , 5
/2 7/
:2
5:
P M
, X :\s ys \P ro je ct s\ c2
4-
6_ Le eW en ne r\C on st ru ct io n\
C
-0
-C
-D oc k Se ct io ns .d w g
RJD
EBW
AMR
JBB
MAY 2026
PR
EL
IM
IN
AR
Y
D R
AW
IN
G S:
T H
ES
E
D R
AW
IN
G S
AR
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N O
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IN
F
IN
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F
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M , B
U T
AR
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IN
G
TR
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SM
IT
TE
D F
O R
A G
EN
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PR
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IS
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-2 F
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ES
. T
H
IS
P
AG
E N
O T
VA
LI
D W
IT
H
O U
T
SH
EE
T
C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
VIEWNUMBER
NOT TO SCALE
TYPICAL EXPANSION JOINT DETAILD
NOTES:
1. RAILS SHALL BE CONTINUOUS (NO SPLICING IN SECTIONS LESS THAN 15')
2. TIMBER HANDRAIL POST MAX SPACING 6'
3. UPPER EXTERIOR TIMBER RAILS MUST BE RIPPED FLUSH WITH HANDRAIL
4. ALL-THREAD EPOXY SET MUST INCLUDE HILTI-RE500 EPOXY OR ENGINEER
APPROVED EQUIVALENT
DEMOLISH ±6 FEET OF EXISTING METAL RAILING (VIF)
CUT FLUSH AND REPLACE WITH
SNAP-IN HOLE PLUG
PATCH FENCE POST HOLES WITH NON-SHRINK GROUT
VIEWNUMBER
NOT TO SCALE
ACCESS PIER TO BULKHEAD PREPARATION DETAILA
VIEWNUMBER
NOT TO SCALE
TYPICAL HANDRAIL DETAILB
CONCRETE PILE CAP
PRE-STRESSED CONCRETE DECK
2X4 TIMBER SLEEPER
CONTINUOUS 4X4 TIMBER CURB
1/2" DIA. S.S. ALL-THREAD EPOXY SET
USE 1-3/8" O.D. STANDARD SIZE S.S.
WASHER (TYP). EMBED 8" (MIN). FILL
RECESS WITH EXTERIOR SILICONE
FASTEN POST TO PRESTRESSED SLAB
±4" FROM EXISTING BULKHEAD FACE
(TYP)
SET POST LEVEL WITH TOP OF
EXISTING SIDEWALK AND FASTEN
HDPE FACADE BOARD TO LANDWARD
EDGE (TYP). APPLY FACADE DETAIL AT
WATERWARD END OF ACCESS PIER.
VIEWNUMBER
NOT TO SCALE
ACCESS PIER HANDRAIL END TREATMENT DETAILC
VIEWNUMBER
NOT TO SCALE
TYPICAL TIMBER CURB ELEVATIONFVIEWNUMBER
NOT TO SCALE
TYPICAL TIMBER CURB SECTIONE
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
1+00.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
0+00.00
-8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
0+50.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
1+50.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
2+00.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
2+50.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
3+00.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
3+50.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
4+00.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
5+00.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
5+50.00
-6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
6+00.00
-8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
6+50.00
-8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
7+00.00
-8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
7+50.00
-10 -8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
8+00.00
-10 -8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
8+50.00
-8 -6 -4 -2
0 5 10 15 20 250-5-10
EL
EV
AT
IO
N
IN
F
EE
T (N
AV
D
DISTANCE IN FEET
4+50.00
-6 -4 -2
0 5 10 15 20 250-5-10
PROPOSED REVETMENT
EXISTING GRADE
LANDWARD
ARMOR STONE
MEDIAN WEIGHT, W50 = 1,601 LBS
MARINE MATTRESS (MIN. 6" THICK)
LAID ON GRADE
EXISTING GRADE
(APPROXIMATE)
MIN. 2 LAYERS ARMOR STONE
EXISTING RETAINING WALL
DO NOT DAMAGE
EXISTING CONCRETE CAP
AND SEAWALL
(DIMENSIONS APPROXIMATE)
EXISTING GRADE
(APPROXIMATE)
WATERWARD
STRUCTURE CREST
MIN. 1 ARMOR STONE
(MIN. 2.3' WIDTH)
CREST EL: +2.48' NAVD88
~20'
TOE PROTECTION STONE
(MIN. 1 ARMOR STONES)
0.5'
MHW/MLW = -0.7' NAVD88
DESIGNED
DRAWN
CHECKED
REVIEWED
DATE
SHEET TITLE
SHEET OF
21 3 4 5 6 7 8
A
B
C
D
E
F
G
H
REVETMENT
SECTIONS
C-15
EM
IL
Y W
O O
D , 5
/2 7/
:2
5:
P M
, X :\s ys \P ro je ct s\ c2
4-
6_ Le eW en ne r\C on st ru ct io n\
C
-0
-C
-S ec tio ns
.d w g
RJD
EBW
AMR
JBB
MAY 2026
PR
EL
IM
IN
AR
Y
D R
AW
IN
G S:
T H
ES
E
D R
AW
IN
G S
AR
E
N O
T
IN
F
IN
AL
F
O R
M , B
U T
AR
E
BE
IN
G
TR
AN
SM
IT
TE
D F
O R
A G
EN
C
Y R
EV
IE
W
PR
O
JE
C
T
TI
TL
E
N O
R
EV
IS
IO
N S
/ S U
BM
IS
SI
O
N S
D
AT
E
ZO
SH
EE
T C
-2 F
O R
S
IG
N
AT
U R
ES
. T
H
IS
P
AG
E N
O T
VA
LI
D W
IT
H
O U
T
SH
EE
T
C -2
PROJECT NO C2024-066
ENG
10199 SOUTHSIDE BLVD
SUITE 310
JACKSONVILLE, FLORIDA 32256
(904)-731-7040
REGISTRY # 4815
FOR BID
LE
E
W
EN
N
ER
D
AY
D O
C
KS
BR
EV
AR
D
C O
U N
TY
, F
LO
R
ID
A
SEAL
TAYLOR
ENGINEERING, INC.
VIEWNUMBER
SCALE: 1" = 2'
2'
GENERAL NOTES:
1) CONTRACTOR TO PROVIDE STONE PLACMENT PLAN PRIOR TO
WORK. PLAN SHALL PROVIDE CLEAR UNDERSTANDING ON HOW
STONE PLACEMENT CAN BE ACHIEVED WITHOUT DAMAGE TO THE
EXISITING CONCRETE SEAWALL.
2) CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR REPAIRS
AT SEAWALL IF DAMAGED FROM CONTRACTORS OPERATIONS.
CONTRACTOR SHALL THOROUGHLY PHOTOGRAPH AND DOCUMENT
SEAWALL CONDITION PRIOR TO WORK.
3) CONTRACTOR TO FIELD VERIFY LOCATIONS OF UTILITY
OUTFALLS AT SEAWALL. TAPER REVETMENT TEMPLATE AS
NECESSARY TO AVOID BLOCKING OUTFALLS.
4) TOTAL ARMOR STONE TONNAGE: 2017 TN
5) FOOTPRINT FOR MARINE MATTRESS: 8122.6 SF
Finer % Dn (ft) W (lbs) 15 1.63 623 50 2.23 1,601 85 3.01 3,940
100 3.21 4,782
| Sheets and Views |
| C-1 COVER SHEET |
| ANSI D |
| C-2 SIGNATURES |
| C-3 GENERAL NOTES |
| C-4 GENERAL NOTES 2 |
| C-5 STRUCTURAL NOTES |
| C-6 STRUCTURAL NOTES 2 |
| C-7 EXISTING CONDITIONS |
| C-8 PROJECT OVERVIEW |
| C-9 GENERAL ARRANGEMENT SITE PLAN |
| TYPICAL PLAN VIEW |
| TYPICAL PROFILE VIEW |
| C-10 STRUCTUAL SITE PLAN |
| TYPICAL PLAN VIEW |
| TYPICAL PROFILE VIEW |
| C-11 PRE-STRESSED PILE DETAILS |
| 14 INCH SQUARE PRE-STRESSED CONCRETE PILE DETAIL |
| CORRUGATED TUBE ELEVATION |
| TYPICAL DETAIL PRE-STRESSEED CONCRETE DECK BEARING & DOWELS AT MIDDLE CAPS |
| TYPICAL DETAIL PRE-STRESSED CONCRETE DECK BEARING & DOWELS AT END CAPS |
| SECTION A-A |
| SECTION B-B |
| C-12 TYPICAL SECTIONS |
| ACCESS WALKWAY DETAIL SECTION |
| MOORING WALKWAY DETAIL SECTION |
| FIXED DOCK WALKWAY SECTION |
| SECTION DETAIL CONCRETE PILE CAP AT ACCESS PIER TO BULKHEAD CONNECTION |
| DECK PANEL AT ACCESS PIER TO BULKHEAD CONNECTION |
| EXPANSION JOINT PLACE AT ACCESS PIERS AND FINGER PIERS |
| C-13 CONCRETE CAP AND PSC DECK DETAILS |
| TYPICAL EXTERIOR CONCRETE CAP |
| TYPICAL INTERIOR CONCRETE CAP |
| TYPICAL EXP JOINT DETAIL |
| TYPICAL DECK PANEL |
| TYPICAL 6-FT WIDE CONCRETE CAP REINFORCING PLAN |
| TYPICAL 8-FT WIDE CONCRETE CAP REINFORCING PLAN |
| C-14 MISCELLANOUS DETAILS |
| TYPICAL EXPANSION JOINT DETAIL |
| PRE-STRESSED CONCRETE SLAB DECK DETAIL |
| TYPICAL HANDRAIL DETAIL |
| TYPICAL PLAN VIEW OF PILE DOWEL CONNECTIONS |
| ACCESS PIER TO BULKHEAD CONNECTION DETAIL |
| TYPICAL TIMBER CURB SECTION |
| TYPICAL TIMBER CURB ELEVATION |
| ACCESS PIER HANDRAIL END TREATMENT DETAIL |
| C-15 REVET SECTIONS |
| TYPICAL REVETMENT SECTION |
File details come from the government source that posted it. Updated .