B08_-_Attachment_07_-_NPS_CASA_324271_Seawall_DD_CD_-_Final_CDs_-_MARINE_-_stamped_pdf.pdf

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

GENERAL EROSION AND TURBIDITY CONTROL NOTES

1. FURNISH, INSTALL, AND MAINTAIN TURBIDITY AND EROSION CONTROL MEASURES AND

MAINTAIN TURBIDITY AND EROSION CONTROL MEASURES AROUND THE LIMITS OF

CONSTRUCTION IN ORDER TO PREVENT ANY EROSION OR SEDIMENTATION IN ADJACENT

WETLANDS AND OTHER SURFACE WATERS.

2. FURNISH, INSTALL, AND MAINTAIN TURBIDITY BARRIERS IN ALL PERMANENT BODIES OF WATER

REGARDLESS OF WATER DEPTH AROUND THE WORK AREA DURING ALL CONSTRUCTION

ACTIVITIES. THE CONTRACTOR HAS THE OPTION TO ENCLOSE THE ENTIRE WATERSIDE OF THE

SITE, WITHIN THE LIMITS OF DISTURBANCE, OR TO INSTALL AND MOVE THE TURBIDITY

BARRIERS IN STAGES.

3. PRIOR TO CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR RECEIVING APPROVAL OF

TURBIDITY CONTROL PLAN FROM THE APPLICABLE REGULATORY AGENCIES. REFER TO THE

PROJECT PERMIT APPROVALS AND PERMIT CONDITIONS FOR AGENCIES REQUIRING SUCH

REVIEW AND APPROVAL. QUESTIONS CONCERNING APPROPRIATE TECHNIQUES SHOULD BE

ADDRESSED TO THOSE AGENCIES AND/OR DISCUSSED WITH THE CONTRACTING OFFICER.

4. THE APPROPRIATE TURBIDITY AND EROSION CONTROL METHODOLOGIES SELECTED BY THE

CONTRACTOR FOR THIS PROJECT SHOULD BE MADE FOLLOWING ASSESSMENT OF THE PLANS

AND PROJECT SITE SPECIFIC FACTORS AND AFTER CONSULTATIONS AS NEEDED WITH THE

CONTRACTING OFFICER AND APPROPRIATE AGENCIES. THE CONTRACTOR WILL BE

RESPONSIBLE FOR OBTAINING ANY AND ALL NECESSARY PERMITS FOR SUCH ACTIVITY;

SEVERAL FACTORS TO CONSIDER ARE LISTED BELOW:

A. AMBIENT GROUND WATER LEVELS

B. ACTUAL RAINFALL AMOUNTS AND TIME OF YEAR RELATIVE TO NORMAL RAINY SEASON

C. PROXIMITY TO WETLANDS, WATER BODIES, OR OFFSITE PROPERTIES

D. CLASS DESIGNATION OF RECEIVING WATER BODY (OUTSTANDING FLORIDA WATERS,

SHELLFISH HARVESTING AREAS, ETC.)

E. DENSITY, TYPE, AND PROXIMITY OF UPLAND VEGETATION TO BE RETAINED DURING

CONSTRUCTION (FOR USE AS POSSIBLE FILTRATION AREAS)

F. EXISTING TOPOGRAPHY AND DIRECTIONS OF SURFACE FLOW

G. TYPE OF EQUIPMENT USED

H. PROJECT TYPE

I. DURATION OF CONSTRUCTION ACTIVITIES

J. AMBIENT QUALITY OF SURFACE AND GROUNDWATER

K. TEMPORARY STOCKPILE LOCATIONS AND DIMENSIONS

5. AT THE ONSET OF CONSTRUCTION, THE CONTRACTOR, AS THE PARTY RESPONSIBLE FOR

IMPLEMENTATION OF THE EROSION AND SEDIMENT CONTROL PLAN, MUST ASSESS THE ABOVE

CONDITIONS AND FACTORS AND SELECT THE APPROPRIATE METHODS OF PROTECTION.

CONSTRUCTION SEQUENCING SHOULD BE PLANNED PRIOR TO INITIATION TO PROVIDE

ADEQUATE PROTECTION OF WATER QUALITY.

6. ADDITIONAL EROSION AND TURBIDITY CONTROL MEASURES OTHER THAN THOSE PRESENTED

MAY BE REQUIRED DUE TO CONSTRUCTION SEQUENCING AND UNFORESEEN WEATHER

CONDITIONS. THESE ADDITIONAL EROSION AND TURBIDITY CONTROL MEASURES, INCLUDING

EXTRAS FOR MATERIALS AND LABOR, MUST BE PROVIDED BY THE CONTRACTOR.

7. COORDINATE THE INSTALLATION OF TEMPORARY EROSION CONTROL BARRIERS WITH THE

CONSTRUCTION OF PERMANENT EROSION CONTROL FEATURES TO THE EXTENT NECESSARY

TO ASSURE EFFECTIVE AND CONTINUOUS CONTROL OF EROSION AND WATER QUALITY

THROUGHOUT THE LIFE OF THE CONSTRUCTION PHASE.

8. THE TYPE OF EROSION CONTROL BARRIERS USED MUST BE GOVERNED BY THE NATURE OF

THE CONSTRUCTION OPERATION AND SOIL TYPE THAT WILL BE EXPOSED. SILTY AND CLAYEY

MATERIAL MAY REQUIRE SOLID SEDIMENT BARRIERS TO PREVENT TURBID WATER DISCHARGE,

WHILE SANDY MATERIAL MAY NEED ONLY SILT SCREENS OR HAY BALES TO PREVENT EROSION.

DIVERSION DITCHES OR SWALES MAY BE REQUIRED TO PREVENT TURBID STORMWATER

RUNOFF FROM BEING DISCHARGED TO WETLANDS OR SURFACE WATERS. IT MAY BE

NECESSARY TO EMPLOY A COMBINATION OF BARRIERS, DITCHES, AND OTHER

EROSION/TURBIDITY CONTROL MEASURES IF CONDITIONS WARRANT.

9. SHEET FLOW OF NEWLY FILLED OR SCRAPED AREAS MAY BE CONTROLLED OR CONTAINED BY

THE USE OF BRUSH BARRIERS, DIVERSION SWALES, INTERCEPTOR DITCHES OR LOW BERMS.

FLOW SHOULD BE DIRECTED TOWARD AREAS WHERE SEDIMENTS CAN SUFFICIENTLY SETTLE

OUT.

10. STABILIZE EXPOSED SOILS AS SOON AS POSSIBLE, ESPECIALLY SLOPES LEADING TO

WETLANDS. STABILIZATION METHODS INCLUDE SOLID SOD, SEEDING AND MULCHING OR

HYDROMULCHING TO PROVIDE A TEMPORARY OR PERMANENT GRASS COVER MULCH

BLANKETS, FILTER FABRICS, ETC., CAN BE EMPLOYED TO PROVIDE VEGETATIVE COVER.

11. IMPLEMENT STORM DRAIN INLET PROTECTION (HAY BALES OR GRAVEL) TO LIMIT

SEDIMENTATION WITHIN THE STORMWATER SYSTEM. PERFORM INSPECTIONS AND PERIODIC

CLEARING OF SEDIMENTS THAT WASH OUT INTO THE STREETS UNTIL ALL SOIL IS STABILIZED.

12. RESTRICT WATER DISCHARGE VELOCITIES FROM IMPOUNDED AREAS AND TEMPORARY

SEDIMENTATION BASINS TO AVOID SCOURING IN RECEIVING AREAS.

13. VEHICLE OR EQUIPMENT WASHDOWN AND FUELING AREAS WILL BE SUFFICIENTLY REMOVED

FROM WETLANDS OR OFFSITE AREAS.

14. FUGITIVE DUST CONTROLS (PRIMARILY BY USING WATER SPRAY TRUCKS) SHALL BE

EMPLOYED AS NEEDED TO CONTROL WINDBORN EMISSIONS.

15. ONGOING INSPECTIONS AND PERIODIC MAINTENANCE BY THE CONTRACTOR SHALL OCCUR

THROUGHOUT CONSTRUCTION AS NECESSARY TO ENSURE THE ABOVE METHODS ARE

WORKING SUITABLY. THIS MAY BE NEEDED DAILY, IF CONDITIONS SO WARRANT. THE

CONTRACTOR IS ENCOURAGED TO OBTAIN AND THOROUGHLY REVIEW THE FLORIDA

DEVELOPMENT MANUAL: A GUIDE TO SOUND LAND AND WATER MANAGEMENT, WHICH WAS

DEVELOPED BY THE STATE OF FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION IN

1988 AND PROVIDES DISCUSSIONS OF RECOMMENDED TECHNIQUES AND DESIGN AND

TECHNICAL STANDARDS.

16. THE CONTRACTOR WILL PERFORM DAILY INSPECTIONS OF ALL ON-SITE WETLANDS WITHIN THE

CONSTRUCTION AREA TO ENSURE THAT WATER LEVELS WITHIN THOSE WETLANDS ARE NOT

EXCESSIVELY IMPOUNDED PRIOR TO THE TIME WHEN THE PERMITTED CONTROL STRUCTURE

OR OUTFALL IS BUILT. WATER LEVELS SIGNIFICANTLY ABOVE NORMAL SHOULD BE

CORRECTED AT A FREQUENCY THAT PREVENTS A CHANGE IN THE VEGETATIVE CHARACTER

OR HEALTH OF ANY WETLANDS.

17. CONTRACTOR NEEDS TO FULLY COMPLY WITH THE U.S. ARMY CORPS OF ENGINEERS AND THE

FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION "SEA TURTLE AND SMALLTOOTH

SAWFISH CONSTRUCTION CONDITIONS".

18. ADHERE TO FFWCC STANDARDS FOR MANATEE CONDITIONS AND SMALLTOOTH SAWFISH FOR

IN-WATER WORK.

GENERAL NOTES

1. ALL WORK MUST CONFORM TO THE REQUIREMENTS OF BOTH THESE PLANS AND THE PROJECT

SPECIFICATIONS. NOTES BELOW ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE

SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES, FOR ANY CONFLICTING

REQUIREMENTS BETWEEN DOCUMENTS, THE MOST STRINGENT REQUIREMENT WILL APPLY.

2. SITE VERIFICATION: PRIOR TO BEGINNING CONSTRUCTION, VERIFY THE SITE CONDITIONS AND NOTIFY THE CONTRACTING OFFICER IN WRITING OF ANY DISCREPANCIES IN DIMENSIONS OR SITE

CONDITIONS. DO NOT BEGIN CONSTRUCTION IN ANY SUCH AFFECTED AREA UNTIL THE

DISCREPANCY HAS BEEN RESOLVED BY THE CONTRACTOR AND APPROVED BY THE

CONTRACTING OFFICER.

3. ALL SAFETY REGULATIONS ARE TO BE STRICTLY FOLLOWED. METHODS OF DEMOLITION,

CONSTRUCTION, AND ERECTION OF STRUCTURAL MATERIAL ARE THE RESPONSIBILITY OF THE

CONTRACTOR.

4. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF EXISTING STRUCTURES AND FACILITIES

AND NEW WORK FROM DAMAGE AND/OR DISPLACEMENT. PROVIDE SHORING, BRACING AND FALSE

WORK AS NECESSARY TO PROTECT EXISTING AND NEW WORK FROM DAMAGE AND

DISPLACEMENT. CONTRACTOR MUST REPAIR ANY DAMAGE TO EXISTING AND NEW WORK TO THE

SATISFACTION OF THE CONTRACTING OFFICER AT HIS OWN EXPENSE.

5. PLACE CONSTRUCTION DEBRIS CONTROL DEVICES, BOOMS, TARPAULINS, FLOATS, STAGING, AND

OTHER DEVICES AS NECESSARY TO PREVENT CONSTRUCTION DEBRIS FROM ENTERING THE

WATER AND AIR BORNE MATERIALS FROM LEAVING THE IMMEDIATE VICINITY OF THE SITE. THE

CONTRACTOR IS RESPONSIBLE FOR CLEAN-UP OF ANY MATERIALS DEPOSITED OUTSIDE THE

WORK AREA OR IN THE WATER. IMMEDIATELY REMOVE ANY DEBRIS OR MATERIALS THAT ENTER

THE WATERWAY.

6. ABIDE BY ALL APPLICABLE LOCAL ENVIRONMENTAL PROTECTION STANDARDS, LAWS, AND

REGULATIONS.

7. ALL ELEVATIONS SHOWN REFER TO NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) IN

FEET.

8. THE FOLLOWING TIDAL DATUM RELATIONSHIP IS BASED ON NOAA STATION 8720587, ST.

AUGUSTINE BEACH FL,1983-2001 TIDAL EPOCH. COORDINATES REFERENCED TO PROJECT DATUM.

TIDAL INFORMATION AS FOLLOWS:

TIDAL DATA

MEAN HIGHER HIGH WATER (MHHW) +2.01' NAVD88

MEAN HIGH TIDE LINE (MHTL) +2.01' NAVD88

MEAN HIGH WATER (MHW) +1.64' NAVD88

NORTH AMERICAN VERTICAL DATUM 0.00' NAVD88

MEAN SEA LEVEL (MSL) -0.70' NAVD88

MEAN LOW WATER (MLW) -2.97' NAVD88

MEAN LOWER LOW WATER (MLLW) -3.13' NAVD88

9. HORIZONTAL CONTROL REFERENCED TO NORTH AMERICAN DATUM OF 1983, STATE PLANE

COORDINATE SYSTEM, FLORIDA EAST ZONE, IN FEET.

10. EXISTING SITE SURVEY DATA PREPARED BY SURVTECH SOLUTIONS, INC., COLLECTED FEBRUARY

2024. PROVIDE PRE-CONSTRUCTION TOPOGRAPHIC SURVEY PERFORMED BY A LICENSED

SURVEYOR PRIOR TO COMMENCING WORK.

11. EXISTING HYDROGRAPHIC SURVEY PREPARED BY SURVTECH SOLUTIONS, INC., COLLECTED

FEBRUARY 2024.

12. SOILS INFORMATION OBTAINED FROM THE GEOTECHNICAL REPORT PREPARED BY ANDERSON

ANDRE CONSULTING, INC., COLLECTED JUNE 2024.

13. BENTHIC SURVEY PERFORMED BY DIAL CORDY ENVIRONMENTAL CONSULTANTS, INC. DATED

MARCH 18, 2024.

15. DIMENSIONS AND CONSTRUCTION OF EXISTING SOUTH TRANSITION WALL DEVELOPED FROM

FDOT RECORD DRAWINGS "STATE JOB NO. 78010-3114-01-24" DECEMBER 1957.

16. REMOVE ALL BARGES, WORK BOATS, STAGING, AND OTHER TEMPORARY PLATFORMS AND/OR

AREAS IF NEEDED AT THE COMPLETION OF WORK.

17. CONSIDER AND PLAN FOR, ON A DAILY BASIS, THE EFFECT OF TIDAL FLUCTUATIONS IN THE

EXECUTION OF THE WORK.

18. THE PROJECT SITE IS LOCATED IN AN ACTIVE WATERWAY. CONSIDER AND PLAN FOR THE

EFFECTS OF PASSING VESSELS.

19. THERE IS A PLANNED SEAWALL REPLACEMENT PROJECT SPONSORED BY THE FLORIDA

DEPARTMENT OF TRANSPORTATION (FDOT) BY OTHERS AT THE SOUTHERN END OF THE PROJECT.

TIE-IN / COORDINATION DETAILS ARE SHOWN ON SM505.

1. PROPOSED COFFERDAMS ARE TEMPORARY ENCLOSURES, INSTALLED AT THE CONTRACTOR’S OPTION, TO KEEP EXCAVATIONS FREE FROM EARTH, AND WATER AND PERMIT THE WORK TO BE COMPLETED IN A DRY ENVIRONMENT AND PROTECT WORKERS. THE FOLLOWING NOTES ARE MINIMUM REQUIREMENTS

FOR COFFERDAM DESIGN, INSTALLATION, MAINTENANCE, AND REMOVAL.

2. THE ENCLOSED AREA DEPICTED IN THE CONTRACT PLANS IS THE AREA PERMITTED TO BE DEWATERED BY ENVIRONMENTAL AGENCIES BUT IS NOT EXPLICITLY REQUIRED BY THESE PLANS FOR COMPLETION OF THE WORK. ELEVATIONS MAY BE LOWER THAN THE PLANNED BOTTOM OF FOOTING EXCAVATION DUE

TO AN UNDERCUT.

3. NO INDIVIDUAL COFFERDAM MAY BE CLOSED TO NATURAL WATER FLOW FOR MORE THAN 120

CONSECUTIVE CALENDAR DAYS.

4. COFFERDAM PILING MUST BE STEEL IN SUFFICIENT CONDITION, SHAPES, AND GRADES TO WITHSTAND

THE ANTICIPATED LOADS FOR THE DURATION OF THE WORK.

5. CONSTRUCT COFFERDAMS TO KEEP AN EXCAVATION FREE FROM EARTH, WATER, ICE OR SNOW, AND TO

PERMIT EXCAVATION TO THE ELEVATIONS REQUIRED FOR WALL CONSTRUCTION. DESIGN AND

CONSTRUCT COFFERDAMS TO PREVENT FLOODING UNDER NORMAL WATER CONDITIONS EXPECTED

DURING THE COURSE OF CONSTRUCTION.

6. ENSURE THAT A PUMP OF ADEQUATE SIZE IS USED TO ENSURE THAT ANY WATER SEEPING IN WILL BE

REMOVED DURING FOUNDATION CONSTRUCTION. THE PLACEMENT OF FOUNDATION CONCRETE

SHOULD NOT BE IMPEDED BY WATER STANDING OR FLOWING WITHIN THE COFFERDAM.

7. WATER THAT IS PUMPED FROM THE COFFERDAM MUST BE TREATED WITH A SEDIMENT REMOVAL

SYSTEM BEFORE BEING RELEASED BACK TO THE BODY OF WATER AND SHALL NOT CONTRAVENE

WATER QUALITY STANDARDS.

8. CONCRETE LEACHATE OR WATER THAT HAS BEEN IN CONTACT WITH FRESH CONCRETE SHALL BE

PUMPED TO AN UPLAND AREA AND NOT ALLOWED TO RETURN TO THE WATERBODY.

9. PROVIDE SEALS/CONNECTIONS TO STRUCTURES TO REMAIN THAT WILL NOT DAMAGE EXISTING

FEATURES.

10. CONTRACTOR IS RESPONSIBLE FOR DESIGNING AND MAINTAINING THE PROPOSED DEWATERING

SYSTEM. SUBMIT A COMPREHENSIVE COFFERDAM WORK PLAN INCLUDING DRAWINGS, PROPOSED

EQUIPMENT/MATERIALS, DEWATERING PROCEDURES, AND ENVIRONMENTAL MONITORING PROTOCOL IN

COMPLIANCE WITH ALL PERMIT AND STATE, FEDERAL, AND LOCAL REGULATIONS

11. COFFERDAM WATER LEVEL MUST BE MAINTAINED AT LEAST 2 FEET BELOW THE EXCAVATION BOTTOM UNTIL DIGGING, GRAVITY WALL CONSTRUCTION, AND PLACEMENT AND COMPACTION OF FILL AND

BACKFILL SOILS HAS BEEN COMPLETED.

12. CLOSE OFF / SEAL COFFERDAM WORK AREA USING METHODS AND MATERIALS THAT WILL NOT DAMAGE

EXISTING HISTORIC STRUCTURES TO REMAIN.

13. DECOMMISSIONING OF DEWATERING SYSTEMS AND TEMPORARY COFFERDAMS MUST BE ADDRESSED IN

THE CONTRACTOR’S COFFERDAM WORK PLAN SUBMITTAL.

14. EXCAVATED SOILS MUST BE STOCKPILED TO PROMOTE POSITIVE DRAINAGE AND LIMIT WETTING OF THE

SOILS.

15. EXCAVATED MATERIALS SHOULD NOT BE STOCKPILED AT THE EDGE OF THE EXCAVATION WITHIN A

HORIZONTAL DISTANCE EQUAL TO THE EXCAVATION DEPTH.

16. THE COFFERDAM AND COFFERDAM REMOVAL DESIGN SUBMITTAL MUST BE DESIGNED AND SEALED BY A

LICENSED PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA.

a. THE SUBMITTAL DESIGN MUST INCORPORATE THE FOLLOWING:

i. SPECIFIED TOP OF COFFERDAM.

ii. CALCULATIONS STATIC WATER PRESSURE.

iii. SHOP DRAWINGS INDICATION MATERIALS AND METHODS TO BE USED IN CONSTRUCTION AND

OPERATION OF THE COFFERDAM.

b. THE SUBMITTAL MUST CONFORM TO THE FOLLOWING:

i. RELEVANT PROVISIONS AND REQUIREMENTS OF GOVERNING PROJECT PERMITS.

ii. FEDERAL, STATE, AND LOCAL LAW AND SAFETY REGULATIONS.

iii. FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND

BRIDGE CONSTRUCTION.

COFFERDAM NOTES:

RSV/LRB

RAW

JJL

09/05/2025 080

GENERAL MARINE NOTES

(1 OF 2)GM001

ENVIRONMENTAL PERMITS

1. THE FOLLOWING PERMITS ARE ISSUED FOR THIS PROJECT AND SCOPE OF WORK:

a. UNITED STATES ARMY CORPS OF ENGINEERS (USACE) - XXXXX.

b. FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION (FDEP) - XXXXX.

0.0 NAVD88

EXIST WATERSIDE

FACE OF WALL

EL+10.5'

MHTL EL +2.01'

MLW EL -2.97'

MUDLINE AT NORTH ENDCIP CONCRETE

CAP AND FASCIA

DRIVEN STEEL

SHEET PILE

3'-0" MIN

OFFSET

MHW EL +1.64'

BACKFILL TO

MATCH EXISTING

MANGROVE

BEDDING

ELEVATIONS

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 081

GENERAL MARINE

NOTES (2 OF 2)GM002

Ø o

ABBREVIATIONS

ACI = AMERICAN CONCRETE INSTITUTE

ABA = ARCHITECTURAL BARRIERS ACT

ADA = AMERICAN DISABILITIES ACT

AISC = AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

APPROX = APPROXIMATE

ASTM = AMERICAN SOCIETY FOR

TESTING MATERIALS

AWG = AMERICAN WIRE GAUGE

AWS = AMERICAN WELDING SOCIETY

BL = BASELINE

BLDG = BUILDING

BOC = BOTTOM OF CONCRETE

BOTT = BOTTOM

CIP = CAST IN PLACE

CJ = CONSTRUCTION JOINT

CF = CUBIC FEET

CL = CENTERLINE

CLIN = CONTRACT LINE ITEM NUMBER

CLR = CLEAR

CO = CONTRACTING OFFICER

COMMS = COMMUNICATIONS

CONC = CONCRETE

CONST = CONSTRUCTION

CONT = CONTINUOUS

CTS = CENTERS

CY = CUBIC YARDS

DBL = DOUBLE

DET = DETAIL

DISCONT = DISCONTINUOUS

E = EAST

EA = EACH

EF = EACH FACE

EL = ELEVATION

ELEV = ELEVATION

EQ = EQUAL

EW = EACH WAY

EXIST = EXISTING

EXP = EXPANSION

FDOT = FLORIDA DEPARTMENT OF

TRANSPORTATION

FEC = FIRE EXTINGUISHER CABINET

FFWC = FLORIDA FISH AND WILDLIFE

CONSERVATION COMMISSION

FRP = FIBER REINFORCED POLYMER

FT = FEET

GR = GRADE

GRND = GROUND

GVWR = GROSS VEHICLE WEIGHT RATING

HK = HOOK

HORIZ = HORIZONTAL

EXIST = EXISTING

INFO = INFORMATION

IE = INVERT ELEVATION

INV = INVERT ELEVATION

JT = JOINT

LB = POUND

LF = LINEAR FEET

LG = LONG

LT = LEFT

MAX = MAXIMUM

MH = MANHOLE

MHW = MEAN HIGH WATER

MHHW = MEAN HIGH HIGH WATER

MHTL = MEAN HIGH TIDE LINE

MIN = MINIMUM

MISC = MISCELLANEOUS

MLW = MEAN LOW WATER

MLLW = MEAN LOWER LOW WATER

MPH = MILES PER HOUR

MSL = MEAN SEA LEVEL

N = NORTH

NAVD = NORTH AMERICAN VERTICAL

DATUM

NIC = NOT IN CONTRACT

NTS = NOT TO SCALE

NO. = NUMBER

OC = ON CENTER

PDA = PILE DYNAMIC ANALYZE

PL = PLATE

PROP = PROPOSED

PSF = POUND PER SQUARE FOOT

PSI = POUND PER SQUARE INCH

QTY = QUANTITY

RCP = REINFORCED CONCRETE PIPE

REINF = REINFORCEMENT

REQ'D = REQUIRED

RT = RIGHT

S = SOUTH

SF = SQUARE FEET

SP = SOUTHERN PINE

SPA = SPACES

SPP = STEEL PIPE PILE

SSP = STEEL SHEET PILE

SQ = SQUARE

SS = STAINLESS STEEL

STA = STATION

STD = STANDARD

T = TON

TBR = TO BE REMOVED

TOC = TOP OF CONCRETE

TOS = TOP OF STEEL

TYP = TYPCIAL

U/G = UNDERGROUND

UON = UNLESS OTHERWISE NOTED

VERT = VERTICAL

W = WEST

WP = WORK POINT

W/ = WITH

WWF = WELDED WIRE FABRIC

= DIAMETER OR PHASE

= DEGREES

= SECONDS OR INCH

= MINUTES OR FEET

= ASTERISK

= SQUARE

= NUMBER OR POUNDS

= AND

= AT

LEGEND:

W

UE

U

FM

SS

SD

FO

UNDERGROUND

WATER LINE

UNDERGROUND

ELECTRIC LINE

UNDERGROUND

UNKNOWN UTILITY

SANITARY FORCE MAIN

SANITARY SEWER

STORM DRAIN SEWER

UNDERGROUND FIBER

OPTIC LINE

POST

SITE SIGN

STORM MANHOLE

SANITARY MANHOLE

STORM INLET

ELECTRIC UTILITY FEATURE

SANITARY SEWER JUNCTION BOX

UNKNOWN UTILITY FEATURE

x

PHOTO IDENTIFIER AND

DIRECTION

MEAN HIGH WATER LINE

TEMPORARY BENCHMARK

STANDARD PENETRATION BORING

TBM-#

B-#

MHW

x

SECTION CUT

VIEW NUMBER

SHEET NUMBER VIEW

REFERENCED TO

VIEW NUMBER

SHEET NUMBER VIEW

REFERENCED TO

LIVING SHORELINE CONSTRUCTION NOTES - MANGROVE PLANTINGS

1. CONTRACTOR TO PLANT 5 RED MANGROVES AND 30 BLACK MANGROVES WITHIN THE 8'

WATERSIDE OFFSET OF THE NORTH WALL IN ACCORDANCE WITH THE CONTRACTOR'S PLANTING

PLAN TO BE COORDINATED WITH AND APPROVED BY THE CO. PROPAGULES ARE TO BE

PREPARED, GERMINATED, POTTED, & INITIALLY HARDENED AT A DESIGNATED OFFSITE SEEDLING NURSERY. PROPAGULES ARE TO BE OF AT LEAST 12 MONTHS MATURITY AT TIME OF PLANTING.

2. PROPAGULES ARE TO BE TRANSPORTED USING APPROPRIATE METHODS OUTLINED BY THE

NURSERY, ENSURING THAT 1/3 OF THE TOTAL HYPOCTYL LENGTH IS ROOTED IN POTTING SOIL IN

AN APPROPRIATELY SIZED BAG.

3. ANY FILL/EXCAVATION OPERATIONS TO OBTAIN THE FINISHED GRADE ARE TO OCCUR PRIOR TO

MANGROVE TRANSPORT.

4. PLANTING SUBSTRATES SHALL BE CLEARED OF ANY DEBRIS PRIOR TO PLANTING. THIS MAY

INCLUDE CEARING AREAS OF BRUSH, REMOVING STANDING DEAD WOOD, OR ANYTHING THAT

MAY SHADE OUT AN AREA OF PLANTING.

5. PLANTING HOLES ARE TO BE PREPARED FOR EACH PROPAGULE PRIOR TO PLANTING. EACH

PREPARED PLANTING HOLE SHALL BE APPROXIMATELY 1.5X THE HEIGHT AND LENGTH OF THE

MANGROVE ROOTBALLS.

6. PROPAGULES ARE TO BE PLANTED SUCH THAT APPROXIMATELY 1/3 OF THE TOTAL LENGTH IS

DIRECTLY PLANTED INTO THE GROUND, THEN BACKFILLED WITH LOOSELY COMPACTED SOIL

SUCH THAT THE ROOT COLLAR IS AT POST-FILLED GROUND LEVEL.

7. PLANTING HOLE BACKFILL MATERIAL IS TO ONLY CONTAIN NATIVE SOIL AND SHALL NOT BE

IMPORTED.

8. FOR RED MANGROVES, PROPAGULES ARE TO BE SPACED AT LEAST 3.0' APART (MINIMUM).

9. FOR BLACK MANGROVES, PROPAGULES ARE TO BE SPACED AT LEAST 3.0' APART (MINIMUM).

10. LARGER PROPUGULE ROOTBALLS ARE TO BE PRIORITIZED AND PLANTED AT THE SEAWARD LIMIT

OF THE IMPACTED AREA. PLANTING IS TO BE CONDUCTED STARTING AT THE MOST SEAWARD

PORTION AND THEN MOVING INLAND.

11. EARLY MONTHS OF POST-PLANTING MAINTENANCE WILL INCLUDE DAILY SITE INSPECTIONS, DEBRIS REMOVAL, REMOVAL OF BARNACLES OR PESTS, AND/OR THE REPLACEMENT OF SICK /

DEAD MANGROVES.

GM002

SECTION - NORTH WALL

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

TO BE DEMOLISHED

TO BE EXCAVATED

SALVAGE FOR RE-USE

MATANZAS RIVER

CA

ST

IL

LO

D

RI

VE

(10)

(5)

(5)

(10)

(5)

(10)

U

U

U

U

U

U

U

U

U

U

U

U

UU

U

U

U

U

U U

U

U

U

U U

U U

U U

U U

U

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

UEUEUE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UEUE

UE

UE

UE

UEUE

UE

UE

U E

U E

U E

UE

UE

UE

UE

UE

U E

UE

U

E U

E

UE

U E

UE

SSSS

SSSS

SS

FM

FM

SS

FO

FO

8.0'

TEMPORARY STEEL

SHEET PILE

COFFERDAM AS

REQUIRED

TEMPORARY STEEL

SHEET PILE COFFERDAM

AS REQUIRED

EXISTING RIP RAP

BREAKWATER

TO REMAIN

TB

TB

TB TB

TB

TB

TURBIDITY BARRIER

SF

SF SF SF

SF

SILT FENCE

MHHW

MHHW

MHHW

MHHW MHHW

MHHW

M H

H W

M H

H W

M H

H W

MHHW

MHHW

MHHW

MHHW

MHHW

MHHW

MHHW

MHHW

MHHW

M

HHW

M

HHW

MHHW MHHW MHHW MHHW MHHW

MHHW

MHHW MHHW

8.0'

TB

TB

TB TB

TB

TB

TB

35 RED/BLACK

MANGROVES WITHIN

COFFERDAM

FOOTPRINT

71 SF EXISTING

SCATTERED

OYSTER CLUMPS

RELOCATE TO

RECIPIENT SITE

OYSTER RELOCATION RECIPIENT SITE

(EXISTING OYSTER HABITAT)

OUTSIDE COFFERDAM FOOTPRINT

TEMPORARY ACCESS

SCAFFOLDING

970 SF EXISTING SCATTERED

OYSTER CLUMPS

RELOCATE TO RECIPIENT SITE

DM301

WETLAND

BOUNDARY

200'-0" MAX (SEE NOTE 1)

TB

TB

TB

TB

TB

TB

TBM #1

TBM #2

TBM #3

1380 SF EXISTING

WETLANDS IN

PROJECT FOOTPRINT

450 SF EXISTING

WETLANDS IN

PROJECT FOOTPRINT

CONNECT COFFERDAM TO

PERMANENT SOUTH

TRANSITION WALL STEEL

SHEET PILE

'-0

'-0

MONITORING POINT

ON NPS FACE OF

PROPERTY WALL

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JLL

09/05/2025 082

ENVIRONMENTAL

CONTROL PLANGM102

40' 0' 40' 80'

SCALE: 1''=40'

NOTES:

1. MAXIMUM LENGTH OF SCAFFOLDING ALONG THE

CENTER SEAWALL AT ANY GIVEN TIME NOT TO

EXCEED 200 LINEAR FEET.

2. TURBIDITY CURTAINS MUST COMPLETELY

ENCIRCLE THE AREAS OF WORK IN OR

IMMEDIATELY ADJACENT TO TIDAL WATERS.

CONTRACTOR IS RESPONSIBLE MAINTENANCE,

LOCATION, AND ANCHORAGE OF CURTAINS.

3. NO INDIVIDUAL COFFERDAM MAY BE INSTALLED

FOR LONGER THAN 120 CALENDAR DAYS.

4. PERMANENTLY HAND RELOCATE OYSTER CLUMPS

TO RECIPIENT SITE ON NORTH SIDE OF PROPERTY.

RECIPIENT SITE SHOULD BE OUTSIDE COFFERDAM

FOOTPRINT.

LEGEND:

SILT FENCE

TURBIDITY BARRIER

MEAN HIGH HIGHER WATER LINE (MHHW)

EQUALS TO MEAN HIGH TIDE LINE (MHTL)

BREAKWATER BOUNDARY

WETLAND BOUNDARY

OYSTER RECIPIENT SITE

AREA OF EXISTING WETLANDS WITHIN

PROJECT FOOTPRINT

AREA OF EXISTING OYSTERS WITHIN

PROJECT FOOTPRINT

TEMPORARY IN WATER SCAFFOLDING

BOUNDARIES

VIBRATION MONITORING LOCATION

TEMPORARY STEEL SHEET PILE

COFFERDAM

TB

SF

MHHW

CA

ST

IL

LO

D

RI

VE

(10)

(5)

(5)

(10)

(5)

(10)

N O

R

TH

T R

AN

SI

TI

O

N

.9

SOUTH WALL

224.7'

U

U

U

U

U

U

U

U

U

U

U

U

UU

U

U

U

U

U U

U

U

U

U U

U U

U U

U U

U

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

UEUEUE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UEUE

UE

UE

UE

UEUE

UE

UE

U E

U E

U E

UE

UE

UE

UE

UE

U E

UE

U

E U

E

UE

U E

UE

SSSS

SSSS

SS

FM

FM

SS

FO

FO

RIP RAP

BREAKWATER

STONE STEPS

TB-1

TB-2

TB-3

TB-4 TB-5

MHW

MHW

MHW

MHW MHW

MHW

MHW

M H

W

M H

W MHW

MHW

MHW

MHW

M

HW

MHW

MHW

MHW

MHW

M

HW

M

HW

MHW MHW MHW

M H

W

MHW

MHW

MHW

MHW

PALM TREE

LIGHT

POLE

NORTH WALL

280.5'

C

EN

TE

R

W

AL

L

5.

7'

CENTER WALL216.8'

CEN

TE

R W

AL

L

.6

CENTER W

ALL

44.2'

CENTER WALL

212.3'

CENTER W

ALL

104.7' SOUTH TRANSITION

WALL

70.0'

(ALONG FACE

OF CAP)

PALM

TREE

CENTER WALL

TIMBER

WALKWAY

TBM #1

TBM #2

TBM #3

EXISTING 42"

OUTFALL

EXISTING ABANDONED

OUTFALL

EXISTING

LIFT STATION

ADJACENT

PROJECT

(BY OTHERS)

ELEV. 5.02

ELEV. 6.00

ELEV. 7.10

ELEV. 6.01

ELEV. 7.04

ELEV. 7.00

ELEV. 7.03

ELEV. 7.00

ELEV. 8.00

ELEV. 5.00

CONTROL POINT TABLE

POINT

TBM #1

TBM #2

TBM #3

NORTHING

2023225.87

2023113.66

2022903.88

EASTING

557533.03

557657.52

557623.32

ELEVATION

3.59

5.27

5.32

LEGEND:

W

UE

U

FM

SD

FO

UNDERGROUND

WATER LINE

UNDERGROUND

ELECTRIC LINE

UNDERGROUND

UNKNOWN UTILITY

SANITARY FORCE MAIN

STORM DRAIN SEWER

UNDERGROUND FIBER

OPTIC LINE

POST

SITE SIGN

STORM MANHOLE

SANITARY MANHOLE

STORM INLET

ELECTRIC UTILITY FEATURE

SANITARY SEWER JUNCTION BOX

UNKNOWN UTILITY FEATURE

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 083

EXISTING SEAWALL PLANVM101

40' 0' 40' 80'

SCALE: 1''=40'

VM101

OVERALL SITE PLAN

SCALE: 1" = 40'

NOTES:

1. BORING LOCATIONS ARE APPROXIMATE, REFER TO

BM601 AND BM602 FOR SOIL BORING PROFILES.

2. REFER TO G101 AND C001 THROUGH C004 FOR

EXISTING UPLAND CONDITIONS AND SITE ACCESS.

DM901

VM901

VM901

DM901

VM901 7

VM901

VM901

VM901

VM901 11/12

VM901

VM901

x

VM901

PHOTO IDENTIFIER AND

DIRECTION

TOPOGRAPHIC ELEVATION

CONTOUR

BATHYMETRIC ELEVATION

CONTOUR (NEGATIVE)

PROPERTY LINE

VM301

VM301

VM301

VM301

MEAN HIGH WATER LINE

TEMPORARY BENCHMARK

STANDARD PENETRATION BORING

TBM-#

TB-#

MHW

X

(X)

VM301

2'-6"

EL+6.0' APPROX

T/EXIST WALL

MHW EL +1.64'

4' -2

" M A

X2' -6

POURED IN PLACE

SMALL AGGREGATE

GROUT WITH SHELLS

EXIST GRADE

EXIST WATERSIDE

FACE OF WALL

EL UNKNOWN

B/EXIST WALL

EXIST

MUDLINE

MLW EL -2.97'

MHTL EL +2.01'

2'-10"

0.0 NAVD88

EL+8.0' APPROX

T/EXIST WALL

MHW EL +1.64'

7' -4

M

A X

STACKED COQUINA

EXIST GRADE

VARIES

EXIST WATERSIDE

FACE OF WALL

EL UNKNOWN

B/EXIST WALL

EXIST MUDLINE

MLW EL -2.97'

MHTL EL +2.01'

EXIST FILL

EXIST GRADE

EXIST STEP

EXIST SHELL

CONCRETE

TABBY MIX

WORN\ERODED

C

O U

R S

E S

C O

Q U

IN

A

C

O U

R S

E S

G R

A N

IT

E

EXIST CEMENT

PLASTER OVER

COQUINA BLOCK

EL VARIES

10' TO 10.5'

EL VARIES

6.33' TO 7.9'

DAMAGED / MISSING

CONCRETE TOPPING

AND CAP STONES

0.0 NAVD88

MHW EL +1.64'

MLW EL -2.97'

MHTL EL +2.01'

UNKNOWN FILL

0.0 NAVD88

EL+6.5' APPROX

T/EXIST WALL

MHW EL +1.64'

EXIST GRADE

VARIES

EXIST WATERSIDE

FACE OF CAP

TIP EL APPROX

-13.5'

EXIST MUDLINE

MLW EL -2.97'

PRECAST

SHEET PILE

2'-6" WIDE (TYP)

PRECAST CONCRETE

BEAM / TIE-BACK ANCHOR

GRANITE

CAP STONE

CONCRETE

CAP

3'-0"

9' -3

M

A X

SIDEWALK (TYP)

MHTL EL +2.01'

1' -0

1'

-6

1'-1" 10"

VARIES 0" TO 1'-1"

3'-0"

0.0 NAVD88

EL+5.5' APPROX

T/EXIST WALL

MHW EL +1.64'

7' -2

M

A X

STACKED COQUINA

EXIST GRADE

VARIES

EXIST WATERSIDE

FACE OF WALL

EL UNKNOWN

B/EXIST WALL

EXIST MUDLINE

MLW EL -2.97'

SIDEWALK (TYP)

MHTL EL +2.01'

1' -0

GRANITE CAP

STONE

STEPPED BACK

OF WALL, SEE 5

DM902

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JLL

09/05/2025 084

TYPICAL EXISTING

SEAWALL SECTIONSVM301

NOTES:

1. REFERENCE DATUM FOR ELEVATIONS IS

NAVD88.

2. MEAN HIGH HIGH WATER LINE (MHHW)

EQUALS TO MEAN HIGH TIDE LINE (MHTL)

VM101

TYPICAL SECTION - NORTH WALL

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

VM101

TYPICAL SECTION - NORTH TRANSITION WALL

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

VM101

TYPICAL SECTION - CENTER WALL

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

VM101

TYPICAL SECTION - SOUTH WALL

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

VM101

TYPICAL SECTION - SOUTH TRANSITION WALL

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

2' 0'-0'' 2' 4'

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

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 085

EXISTING CONDITIONSVM901

VM101

PHOTO - NORTH WALL - LANDSIDE

SCALE: NTS

VM101

PHOTO - NORTH WALL - WATERSIDE

SCALE: NTS

VM101

PHOTO - NORTH TRANSITION - LANDSIDE

SCALE: NTS

VM101

PHOTO - NORTH TRANSITION - WATERSIDE

SCALE: NTS

VM101

PHOTO - CENTER WALL - LANDSIDE

SCALE: NTS

VM101

PHOTO - CENTER WALL - TOP SIDE

SCALE: NTS

VM101

PHOTO - CENTER WALL - WATERSIDE

SCALE: NTS

VM101

PHOTO - SOUTH WALL LANDSIDE

SCALE: NTS

VM101

PHOTO - SOUTH TRANSITION - WATERSIDE

SCALE: NTS

VM101

PHOTO - SOUTH WALL -WATERSIDE

SCALE: NTS

VM101

PHOTO - SOUTH TRANSITION - LANDSIDE

SCALE: NTS

VM101

PHOTO - SOUTH - SOUTH TRANSITION WALL INTERFACE

SCALE: NTS

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 086

BORING LOGS (1 OF 2)BM601

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JLL

09/05/2025 087

BORING LOGS (2 OF 2)BM602

(10)

(5)

(5)

(10)

(5)

(10)

MATANZAS RIVER

CA

ST

IL

LO

D

RI

VE

U

U

U

U

U

U

U

U

U

U

U

U

UU

U

U

U

U

U U

U

U

U

U U

U U

U U

U U

U

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

UEUEUE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UE

UEUE

UE

UE

UE

UEUE

UE

UE

U E

U E

U E

UE

UE

UE

UE

UE

U E

UE

U

E U

E

UE

U E

UE

SSSS

SSSS

SS

FM

FM

SS

FO

FO

8.0'

8.0'

STEEL SHEET

PILE COFFERDAM

STEEL SHEET

PILE COFFERDAM

REMOVE CAMERA /

LIGHT POLE

REMOVE EXISTING

DRAIN AND PIPE

PRESERVE AND PROTECT

EXISTING DRAIN LINE

DEMOLISH NORTH

TRANSITION WALL

DEMOLISH

TIMBER WALKWAY

APPROX 450 SF

DEMOLISH SOUTH WALL

AND ADJACENT SIDEWALK,

REMOVE AND STORE GRANITE

CAP STONES FOR RE-USE

LOCATE AND CAP EXISTING

BURIED UTILITIES. REFER TO

CIVIL SHEETS FOR BYPASS DETAILS

DEMOLISH EXISTING

STEPS

DM301

DM301

DM301

DM301

REMOVE AND STORE EXISTING

GRANITE STEPS FOR RE-USE

REMOVE EXISTING

EDGE STONES

DM301

TBM #1

TBM #3

TBM #2

10.0'±

PULL FIRST 4

CONCRETE

SHEET PILES

PRESERVE AND PROTECT

ADJACENT PROPERTY WALL

D501

GRIND EXISTING

TABBY SURFACE

DM101

DEMOLISH

NORTH WALL

PRESERVE AND

PROTECT EXISTING

SITE WALLS

REMOVE AND STORE

GRANITE CAP STONES

FOR RE-USE

MAINTAIN PARKING LOT ACCESS

SEE G101 FOR SITE ACCESS

REQUIREMENTS AND RESTRICTIONS

PRESERVE AND PROTECT

EXISTING OUTFALL AND STORM

DRAIN THROUGH CONSTRUCTION

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 088

DEMOLITION PLANDM101

40' 0' 40' 80'

SCALE: 1''=40'

GENERAL DEMOLITION NOTES

1. INSTALL PROPOSED STEEL SHEET PILE PRIOR TO CONDUCTING WALL DEMOLITION FOR NORTH, NORTH TRANSITION, AND SOUTH WALLS TO SUPPORT IN-SITU SOIL REFER TO SM101 FOR

DETAILS.

2. TBM #1 WILL BE DISTURBED DURING THE COURSE OF CONSTRUCTION. ESTABLISH TEMPORARY

CONTROL AS REQUIRED TO COMPLETE THE WORK BASED ON PROVIDED CONTROL POINTS.

GM102

EXISTING SITE PLAN

SCALE: 1" = 40'

LEGEND:

UTILITY LINE DEMOLITION

TO BE DEMOLISHED

TO BE EXCAVATED

SALVAGE FOR RE-USE

DM101

PARTIAL PLAN - DEMOLITION OF EXISTING SITE WALL

SCALE: 1" = 5'

5' -0

3'-0"

NOTE

SITE RETAINING WALL FOOTING DEPTH IS UNKNOWN.

FOR BIDDING ASSUME STRUCTURE IS 5'-0" TALL.

REMOVE SIDEWALK

SEE CIVIL SHEETS

SAWCUT AND PARTIALLY

DEMOLISH EXISTING SITE

RETAINING WALL

ABANDON REMAINDER OF

RETAINING WALL IN PLACE

REMOVE EXISTING STEPS

OFF NORTH TRANSITION

WALL EXISTING COQUINA HANDLING

1. CONDUCT DEMOLITION OF THE EXISTING NORTH TRANSITION AND SOUTH WALLS USING

METHODS THAT WILL PRESERVE THE INTEGRITY OF EXISTING COQUINA STONES TO THE

GREATEST EXTENT PRACTICABLE.

2. PLACE ANY REMOVED COQUINA STONE OR FRAGMENT GREATER THAN 2'-0"x1'-0" x1'-0" IN

DIMENSION ASIDE FOR EVALUATION BY A GOVERNMENT REPRESENTATIVE. EVALUATION WILL

OCCUR THE SAME DAY AS STONE REMOVAL.

3. AT THE DIRECTION OF THE GOVERNMENT'S REPRESENTATIVE, TRANSPORT STONES DEEMED

SUITABLE FOR SALVAGE TO THE GOVERNMENT'S STOCKPILE ON THE NORTH SIDE OF THE

PROPERTY.

4. FOR BIDDING AND ESTIMATING, ASSUME 100% OF ALL MATERIAL WILL NEED TO BE LEGALLY

DISPOSED OFF-SITE. ASSUME 50% OF MATERIAL WILL NEED TO BE HANDLED AND

TRANSPORTED TO THE GOVERNMENT'S STOCKPILE LOCATION.

EL VARIES +5.0' TO +6.0'

T/EXIST WALL

MHW EL +1.64'

4' -2

2' -6

EXIST WATERSIDE

FACE OF WALL

EL UNKNOWN

B/EXIST WALL

EXIST

MUDLINE

MLW EL -2.97'

0.0 NAVD88

DEMOLISH

EXISTING WALL

TEMPORARY STEEL

SHEET PILE

COFFERDAM AS

REQUIRED

RESTORE

MUDLINE TO

ORIGINAL

GRADES AT

END OF

CONSTRUCTION

MHTL EL +2.01'

EXCAVATE, AS

REQUIRED FOR

EXISTING WALL

DEMOLITION

8'-0"

WORK AREA

PROPOSED STEEL

SHEET PILE, SEE

SHEET SM102

EXIST GRADE

EXIST STEP

TO REMAIN

EL VARIES

10' TO 10.5'

EL VARIES

6.33' TO 7.9'

REMOVE EXISTING

PORTLAND JOINTS

RAKE TO SOUND

MATERIAL

0.0 NAVD88

REMOVE EXISTING

EDGE STONES

EXIST FILL

DM901

DM901

MHW EL +1.64'

MLW EL -2.97'

MHTL EL +2.01'

ADJUSTABLE TEMPORARY

SCAFFOLDING / WORK

PLATFORM AS REQUIRED

BASE BLOCK

REMOVE TOP 3" OF

EXISTING TABBY

OR TO SOUND

UNDERLYING MATERIAL

REMOVE EXISTING EDGE

STONES/PLASTER

REMOVE TOP STONE

COURSE AND /OR

SAWCUT TO CREATE

HORIZONTAL SURFACE

AT EL. +7.5' MIN

C/SM103

B/SM103

A/SM103

DM902

SAWCUT EXISTING

WALL AT EL. +9.5'

RESTORE MUDLINE TO

ORIGINAL GRADES AT

END OF CONSTRUCTION

3'-0"

0.0 NAVD88

EL+5.5' APPROX

T/EXIST WALL

MHW EL +1.64'

7' -2

M

A X

DEMOLISH

SIDEWALK

EXIST WATERSIDE

FACE OF WALL

MLW EL -2.97'

1' -0

REMOVE AND

STORE CAP STONE

SEE DM601

MHTL EL +2.01'

EL UNKNOWN

B/EXIST WALL

8'-0"

WORK AREA

EXIST

MUDLINE

TEMPORARY STEEL

SHEET PILE

COFFERDAM AS

REQUIRED

RESTORE

MUDLINE TO

ORIGINAL

GRADES AT

END OF

CONSTRUCTION

EXCAVATE, AS

REQUIRED FOR

EXISTING WALL

DEMOLITION

PROPOSED STEEL

SHEET PILE, SEE

SHEET SM102

VARIES 3'-9" TO 7'-2"

DRIVE PROPOSED

SHEETS THROUGH

EXISTING WALL FACE AS

REQUIRED.

PRE-DRILLING IS

PERMITTED 5

DM902

0.0 NAVD88

EL+6.5' APPROX

T/EXIST WALL

MHW EL +1.64'

EXIST WATERSIDE

FACE OF CAP

EXIST MUDLINE

MLW EL -2.97'PRECAST

SHEET PILE

TO REMAIN

PRESERVE AND PROTECT

PRECAST CONCRETE

BEAM / TIE-BACK ANCHOR

PARTIALLY REMOVE

CONCRETE CAP

3'-0"

9' -3

M

A X

DEMOLISH

SIDEWALK

1' -0

REMOVE AND

STORE CAP STONE SEE DM601

4'-0"

MHTL EL +2.01'

TIP EL APPROX -13.5'

RESTORE MUDLINE

TO ORIGINAL GRADES

AT END OF CONSTRUCTION

VARIES 0" TO 1'-1"

6"

SAWCUT FLUSH WITH

FACE OF PANEL

2'-10"

EL+8.0' APPROX

T/EXIST WALL

7' -4

M

A X

EXIST WATERSIDE

FACE OF WALL

DEMOLISH

EXISTING WALL

MHW EL +1.64'

MLW EL -2.97'

0.0 NAVD88

MHTL EL +2.01'

EL UNKNOWN

B/EXIST WALL

8'-0"

WORK AREA

EXIST

MUDLINE

TEMPORARY STEEL

SHEET PILE

COFFERDAM AS

REQUIRED

RESTORE

MUDLINE TO

ORIGINAL

GRADES AT

END OF

CONSTRUCTION

EXCAVATE, AS

REQUIRED FOR

EXISTING WALL

DEMOLITION

PROPOSED STEEL

SHEET PILE, SEE

SHEET SM102

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 089

DEMOLITION SECTIONSDM301

DM101

DEMOLITION SECTION - NORTH WALL

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

DM101

DEMOLITION SECTION - CENTER WALL

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

DM101

DEMOLITION SECTION - NORTH TRANSITION WALL

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

DM101

DEMOLITION SECTION - SOUTH WALL

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

DM101

DEMOLITION SECTION - SOUTH TRANSITION WALL

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

2' 0'-0'' 2' 4'

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

NOTE: FOR BIDDING, ASSUME FOUR

VERTICAL FEET OF EXCAVATION

NOTE: FOR BIDDING, ASSUME FOUR

VERTICAL FEET OF EXCAVATION

NOTE: FOR BIDDING, ASSUME FOUR

VERTICAL FEET OF EXCAVATION

NOTE: FOR BIDDING, ASSUME 6" OF

TABBY REMOVAL TO ACCOUNT FOR

UNSOUND CONDITIONS.

SD

SD

SD

SD

BACK FACE OF

EXISTING

CONCRETE PANEL

EXISTING GRANITE

CAP STONE (ST-18)

SEE DM601

3'-6"

BACK FACE OF EXISTING

SEAWALL CAP

PROJECT LIMIT

N:2022348.60 E:557628.40

CL 42" DRAINAGE PIPE

EXISTING GRANITE

CAP STONE (ST-17)

SEE DM601 5'

-9

1' -0

3'-0"

'-0

3' -6

1'

-8

SALVAGE

GRANITE CAP

PRECAST CONCRETE

SHEET PILING (10"X30")

10"

EXISTING

SIDEWALK

APPROXIMATE EXISTING

MUDLINE; RESTORE

DISTURBED MATERIAL

OUTBOARD OF HEADWALL

FACE AT THE END OF

CONSTRUCTION

2' -0

DEMOLISH

EXISTING CAP

1'-1"

CLEAR EXISTING

SEDIMENT AS REQUIRED

TO EXTEND HEADWALL

PRESSURE WASH FACE

OF EXISTING OUTFALL

PRIOR TO REBAR

INSTALLATION

PRECAST CONCRETE

SHEET PILING

8'-8"

DM501

N.I.C

BY OTHERS

PROJECT LIMIT

DEMOLISH EXISTING

CAP

SALVAGE EXISTING

GRANITE CAP STONES,

SEE DM601

2' -6

TEMPORARILY CLEAR EXISTING

SEDIMENT AS REQUIRED TO

EXTEND HEADWALL

APPROXIMATE EXISTING MUDLINE

RESTORE DISTURBED MATERIAL AT

THE END OF CONSTRUCTION

DM301

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 090

EXISTING OUTFALL

DEMOLITION DETAILSDM501

1' 0' 1' 2'

SCALE: 1''=1'

DM501

PLAN - 42" OUTFALL LOCATION

SCALE: 1" = 1'-0"

DM501

ELEVATION - 42" CONCRETE HEADWALL

SCALE: 3/8" = 1'-0"

DM501

SECTION - 42" CONCRETE HEADWALL

SCALE: 3/8" = 1'-0"

DM501

DM501

4'-0" 0'-0'' 2'-0" 4'-0"

SCALE: 3/8"=1'-0''

SW-34

SW-40

SAWCUT AT

EXISTING

JOINTS TO REMOVE

STONES (TYP)

REMOVE AND

SALVAGE (8)

GRANITE TREADS

STONES - 48"x10"X10"

REMOVE AND

SALVAGE GRANITE

LANDING

REMOVE COQUINA

BLOCKS. SEE NOTE 6

REMOVE PLASTER

FROM STONES

REMOVE AND

DISPOSE EXISTING

MORTAR /PLASTER

JOINTS

SAWCUT EXISTING

JOINTS TO REMOVE

STONES (TYP)

ST-17 ST-18

PR

O

JE

C

T

LI

M

IT

EXISTING WALL

CONCRETE CAP

SAWCUT

EXISTING JOINTS

TO REMOVE

STONES (TYP)

BY OTHERS

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 091

GRANITE STONE

SALVAGEDM601

DM601

PHOTO - STONE SALVAGE - SOUTH WALL STEPS

SCALE: NTS

NOTES:

1. SALVAGE ALL GRANITE STONES ON THE SOUTH WALL,

STEPS, AND SOUTH TRANSITION WALL UNLESS

OTHERWISE DIRECTED BY THE CONTRACTING

OFFICER. SET ALL STONES IN THEIR ORIGINAL PLAN

LOCATION ALONG THE WALL IN THE FINISHED WORK.

2. CAP STONES ARE NOMINALLY 36" WIDE BY 12" TALL.

3. TABLE DIMENSIONS ARE ACCURATE +/- ONE INCH.

FIELD VERIFY ALL STONE DIMENSIONS PRIOR TO

REMOVING.

4. CONDUCT DEMOLITION TO PRESERVE INTEGRITY AND

SHAPE OF EXISTING CAP STONES. REMOVE PLASTER

JOINTS AND PLASTER ADHERED TO EACH STONE.

5. REMOVE, TAG FOR IDENTIFICATION, AND SECURELY

STORE STONES DURING WALL CONSTRUCTION UNTIL

RE-INSTALLATION.

6. SW-1 CONTAINS A HISTORIC MASONRY MARKER AND

MUST BE SET AS THE FIRST STONE AT THE NORTH SIDE

OF THE SOUTH WALL, SEE DM902.

7. SHOULD A SW CAP STONE BE DAMAGED/BROKEN

DURING CONSTRUCTION, TAKE AN EXISTING CAP

STONE OF SIMILAR OR EQUAL SIZE FROM THE SOUTH

TRANSITION WALL (ST) AND USE IN ITS PLACE. PROVIDE

A NEW REPLACEMENT CAP STONE FOR THE ST.

DM601

PHOTO - STONE SALVAGE - SOUTH WALL

SCALE: NTS

DM601

PHOTO - STONE SALVAGE - SOUTH TRANSITION WALL

SCALE: NTS

SOUTH WALL CAP SALVAGE TABLE

ID

LENGTH

(IN) NOTE ID

LENGTH

(IN) NOTE

SW-1 59 PRESERVE HISTORIC

MARKER SW-27 39

SW-2 76 SW-28 63.5

SW-3 50.5 SW-29 41

SW-4 56.5 SW-30 57.5

SW-5 75.5 SW-31 53.5

SW-6 75 SW-32 73.5

SW-7 52 SW-33 78.5

SW-8 52 SW-34 111 NORTH OF STAIRS

SW-9 53.5 SW-35 43 STAIRS

SW-10 63.5 SW-36 37.5 STAIRS

SW-11 62.5 SW-37 50 STAIRS

SW-12 53.5 SW-38 65 STAIRS

SW-13 49 SW-39 34 STAIRS

SW-14 34 SW-40 43 STAIRS

SW-15 35.5 SW-41 67.5

SW-16 36.5 SW-42 37.5

SW-17 34.5 SW-43 34.5

SW-18 35 SW-44 53

SW-19 50 SW-45 54.5

SW-20 50 SW-46 36

SW-21 38.5 SW-47 36.5

SW-22 49.5 SW-48 30.5

SW-23 57.5 SW-49 57.5

SW-24 42 SW-50 34

SW-25 47.5 SW-51 41

SW-26 42 SW-52 59.5

SW-27 50.5 SW-53 46

SOUTH TRANSITION SALVAGE TABLE

ID LENGTH (IN) NOTE

ST-1 52.5

ST-2 50.5

ST-3 50.5

ST-4 36

ST-5 58

ST-6 43

ST-7 41

ST-8 46.5

ST-9 44.5

ST-10 44

ST-11 36

ST-12 38.5

ST-13 46.5

ST-14 38.5

ST-15 37

ST-16 49.5 OUTFALL

ST-17 49.5 OUTFALL

ST-18 46 OUTFALL

SOUTH STEPS SALVAGE TABLE

L (IN) W (IN) H (IN) QTY NOTE

48 10 10 8 TREAD

58 48 12 1 LANDING

CONDUCT DEMOLITION

OPERATIONS IN A MANNER THAT

WILL NOT DAMAGE OR

ADVERSELY AFFECT THE

CONDITION OR STABILITY OF THE

CENTER WALL

CENTER WALL

CENTER WALL

CONDUCT DEMOLITION OPERATIONS IN

A MANNER THAT WILL NOT DAMAGE OR

ADVERSELY AFFECT THE CONDITION

OR STABILITY OF THE CENTER WALL

REMOVE MORTAR OVERSPREAD

AND EXISTING PORTLAND JOINTS

REMOVE AND STORE

CAP STONES FOR

RE-USE (TYP)

REMOVE AND STORE

CAP STONES FOR

RE-USE (TYP)

DEMOLISH CAP AND

PLASTER FACING

EXTRACT FIRST

4 EXISTING

CONCRETE

SHEET PILE

SAWCUT WALL TO EL. +9.5'

(MIN) OR TO COMPETENT

MATERIAL

DEMOLISH EXISTING

TIMBER WALKWAY

SAWCUT CAP

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JLL

09/05/2025 092

DEMOLITION DETAILS (1

OF 2)DM901

DM901

PHOTO - NORTH TRANSITION WALL

SCALE: NTS

DM901

PHOTO - NORTH TRANSITION WALL

SCALE: NTS

DM901

PHOTO - CENTER WALL - WATERSIDE

SCALE: NTS

DM901

PHOTO - CENTER WALL - LANDSIDE

SCALE: NTS

DM901

PHOTO - SOUTH AND SOUTH TRANSITION WALL

SCALE: NTS

REMOVALS

DM101

PHOTO - SOUTH-SOUTH TRANSITION WALL INTERFACE

SCALE: NTS

NOTE:

FOR BIDDING PURPOSES, ASSUME ONE VERTICAL FOOT OF

MATERIAL REMOVAL.

NOTES:

1. REMOVE JOINT MATERIAL TO A DEPTH EQUAL TO THE

GREATER OF 1/2" OR 2 TIMES THE JOINT WIDTH.

2. CONDUCT REMOVALS USING METHODS THAT WILL NOT

DAMAGE EXISTING BLOCKS TO REMAIN

LEGEND:

CENTER WALL

SW-1

SW-2

SAWCUT AND REMOVE

EXISTING STEPS

REMOVE AND DISPOSE

EXISTING SIDEWALK

SEE CIVIL SHEETS

PRESERVE AND

PROTECT LOWER TWO

COURSES OF COQUINA

REMOVE TOP EDGE

COURSE OF COQUINA SEE

GRIND EXISTING

TABBY SEE

DM301

DM301

SEE 3

DM301

GRIND EXISTING

TABBY SEE

DM301

PRESERVE AND

PROTECT LOWER TWO

COURSES OF COQUINA

REMOVE EXISTING

CAP STONE LAYER

AND PLASTER

GRIND EXISTING

TABBY

REMOVE LOOSE,

DAMAGED TABBY TO

SOUND, UNIFORM

SUBSTRATE OR MIN.

DEPTH REQUIRED FOR

REPAIR, WHICHEVER IS

GREATER

REMOVE CHIPPED,

LOOSE, AND UNSOUND

MATERIAL

STEPPED BACK OF

SOUTH WALL

CORE / PRE-DRILL

AS NEEDED FOR

SHEET PILE

INSTALLATION

HISTORIC MASONRY

MARKER

DATE:

TECH REVIEW:

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JLL

09/05/2025 093

DEMOLITION DETAILS (2

OF 2)DM902

DM902

PHOTO - CENTER WALL DEMOLITION

SCALE: NTS

REMOVALS

DM902

PHOTO - CENTER WALL DEMOLITION

SCALE: NTS

DM902

PHOTO - CENTER WALL DEMOLITION

SCALE: NTS

DM902

PHOTO - CENTER WALL DEMOLITION AT STA 1+1.57

SCALE: NTS

DM902

PHOTO - EXPOSED REAR SIDE OF SOUTH WALL

SCALE: NTS

NOTE:

PHOTO PROVIDED BY NPS FROM

PRIOR TEST PIT PROJECT

DESIGNED: SUB SHEET NO. DRAWING NO..

PMIS/PKG NO.

SHEET

OF

TITLE OF

SHEET

189856

324271

CASTILLO DE SAN MARCOS NATIONAL MONUMENT

PRIME:

CROFT & ASSOCIATES

KENNESAW, GEORGIA

STRUCTURAL

MH STRUCTURES

POWDER SPRINGS, GA

LANDSCAPE

CATALYST DESIGN

GROUP

WINTER PARK, FL

COASTAL

MOFFATT & NICHOL, INC

MIAMI, FL

A/E FIRM

RVS/LRB

RAW

JJL

09/05/2025 094

STRUCTURAL NOTES

(1 OF 2)SM001

GENERAL DESIGN CRITERIA

1. ALL ELEVATIONS REFER TO NORTH AMERICAN VERTICAL DATUM (NAVD) OF 1988.

2. MINIMUM WALL STRUCTURE SERVICE DESIGN LIFE OF 50 YEARS.

DESIGN LOADS

1. GRAVITY LOADS

A. 100 PSF UNIFORM LIVE LOAD BEHIND BULKHEAD, BULKHEAD HAS NOT BEEN DESIGNED

FOR CONSTRUCTION EQUIPMENT LOADS IN EXCESS OF 100 PSF.

B. 60 PSF UNIFORM LIVE LOAD ON WOOD WALKWAYS.

2. WIND LOADS

A. DESIGN BASED ON ASCE 7-22 (3 SECOND GUST)

a. 135 MPH FOR EXPOSED PORTIONS OF WALLS

b. 77 MPH FOR WOOD WALKWAYS (10-YEAR MRI)

c. RISK CATEGORY II (WALLS), I (WOOD WALKWAY)

d. EXPOSURE D

3. LATERAL EARTH PRESSURE ON BULKHEAD WALL FROM UNIFORM LIVE LOAD AND SOIL BEHIND

THE WALL.

CONCRETE AND REINFORCING STEEL

1. ALL DETAILING, FABRICATION, AND ERECTION OF REINFORCING STEEL MUST 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".

2. ALL REINFORCING BAR SPLICES ARE CLASS "B" TENSION LAP SPLICES IN ACCORDANCE WITH ACI

318-19, CHAPTER 12, UNLESS OTHERWISE NOTED.

3. PROVIDE CEMENT CONFORMING TO ASTM C150, TYPE II FOR EXTREMELY AGGRESSIVE

ENVIRONMENT WITH SLAG OR FLY ASH. MAXIMUM W/C RATIO FOR MARINE CONCRETE IS 0.40

4. ALL CAST-IN-PLACE CONCRETE IS NORMAL WEIGHT CONCRETE (145± PCF) UNLESS OTHERWISE

NOTED.

5. MINIMUM CONCRETE COVER FOR STEEL REINFORCEMENT IS 3", UNLESS OTHERWISE NOTED ON

THE DRAWINGS.

6. CONCRETE MUST CONTAIN CORROSION INHIBITING ADMIXTURE EUCON CIA OR APPROVED

EQUAL.

7. COURSE AGGREGATES MUST CONFORM TO ASTM C33, NO 57.

8. PROVIDE 3/4", 45° CHAMFER ON ALL EXPOSED EXTERNAL CORNERS OF CONCRETE, UNLESS

OTHERWISE NOTED ON THE DRAWINGS.

9. ALL JOINTS BETWEEN CAST-IN-PLACE CONCRETE AND HARDENED CONCRETE SHALL BE

CLEANED AND ROUGHENED TO A 1/4" AMPLITUDE AND COATED WITH AN EPOXY BONDING

COMPOUND IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, UNLESS

OTHERWISE NOTED.

10. CONCRETE MATERIALS MUST CONFORM TO THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH

UNLESS OTHERWISE NOTED:

A. CAST-IN-PLACE CONCRETE: 5500 PSI @ 28 DAYS

B. CEMENTITIOUS GROUT: 8000 PSI @ 28 DAYS

C. COQUINA CONCRETE: 1000 PSI @ 28 DAYS

11. CONCRETE REINFORCING MATERIALS MUST CONFORM TO THE FOLLOWING, UNLESS OTHERWISE

NOTED:

A. REINFORCEMENT AND DOWELS FOR CONCRETE: ASTM A 615, GR 60

B. REINFORCEMENT TO BE WELDED: ASTM A 706, GR 60

C. STAINLESS STEEL REINFORCEMENT: ASTM A 955, GR 60

D. FIBER REINFORCED POLYMER (FRP) REINFORCEMENT: ASTM D 8505

12. NO MORE THAN 50% OF LAP SPLICES SHALL BE AT THE SAME LOCATION, STAGGER SPLICES.

13. TOP BAR LAP SPLICES SHALL NOT BE AT SUPPORT LOCATIONS.

14. BOTTOM BAR LAP SPLICES SHALL NOT BE AT THE CENTERLINE OF THE SPAN.

15. ALL DOWEL HOOKS AND BENDS MUST 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 318-19" BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE.

16. ALL UNFORMED CONCRETE SURFACES MUST BE GIVEN A WOOD FLOAT FINISH UNLESS

OTHERWISE SPECIFIED. ALL EXPOSED CONCRETE WALKING SURFACES SHALL HAVE LIGHT

BROOM FINISH UNLESS OTHERWISE SPECIFIED.

17. REPAIR ALL SURFACE BLEMISHES IN CONCRETE WITHIN 24 HOURS AFTER FORM REMOVAL.

18. PROVIDE CONSTRUCTION JOINTS IN THE BULKHEAD CAP AT 30' O.C. CONTINUOUS CONCRETE

POUR LENGTH MUST NOT EXCEED 30'.

19. DO NOT PLACE FRESH CONCRETE AGAINST HARDENED CONCRETE THAT IS LESS THAN 7 DAYS

OLD.

20. METAL CHAIRS ARE PROHIBITED. DO NOT PERMIT METAL TIES OR OTHER METALLIC MATERIAL TO

PROTRUDE FROM THE SURFACE OF THE CONCRETE.

21. CURE CONCRETE USING CONTINUOUS MOISTURE AND/OR MEMBRANE CURING COMPOUND(S) IN

ACCORDANCE WITH PROJECT SPECIFICATIONS.

22. PROVIDE NON-SHRINK GROUT IN ACCORDANCE WITH PROJECT SPECIFICATIONS.

23. PROVIDE MECHANICAL REINFORCING BAR CONNECTORS WITH A MINIMUM 125% YIELD

STRENGTH OF THE REINFORCING BAR.

PERMANENT STEEL SHEET PILE (SSP)

1. STEEL USED FOR THE WALL SYSTEM MUST BE HEAVY GAUGE HOT-ROLLED SECTION WITH FULL INTERLOCKING SHEETS CONFORMING TO ASTM A572, GRADE 60 (FY=60 KSI) WITH A MINIMUM 3/8"

THICKNESS UNLESS OTHERWISE NOTED.

2. STEEL SHEET PILES MUST BE SANDBLASTED TO A NEAR WHITE FINISH (SSPC SP10) PRIOR TO

COATING.

3. COAT STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. ADDED PRECAUTIONS MUST BE TAKEN TO MINIMIZE DAMAGE TO THE PILE COATING SYSTEM DURING HANDLING AND DRIVING.

REPAIRS TO THE PILE COATING SYSTEM MUST BE MADE AS SOON AS POSSIBLE AFTER THE

DAMAGE OCCURS. SUBMIT REPAIR METHODS FOR REVIEW AND PRE-APPROVAL TO MINIMIZE

SITE DELAYS.

4. COATING MUST EXTEND FROM 1-FT ABOVE THE BOTTOM ELEVATION OF THE BULKHEAD CAP

FASCIA TO 5-FT BELOW MUDLINE. COATING IS ONLY REQUIRED ON WATERSIDE FACE OF SSP

WALL ELEMENTS.

5. STEEL SHEET PILE ELEMENTS OF THE WALL SYSTEM MUST 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.

6. ALL PILES SHALL BE DRIVEN TO REQUIRED CAPACITY BASED ON DRIVING CRITERIA ESTABLISHED BY THE TEST PILE PROGRAM, BUT UNDER NO CIRCUMSTANCES SHALL THE PILE TIP ELEVATION

BE HIGHER THAN THE MINIMUM EMBEDMENT DEPTH INDICATED. IMMEDIATELY NOTIFY THE

ENGINEER OF ANY PILES THAT DO NOT REACH THE REQUIRED PILE TIP ELEVATION.

7. VERIFY COORDINATES & GEOMETRY PRIOR TO DRIVING STEEL PILES FOR THE WALL SYSTEM.

8. PROVIDE LAYOUT OF PILING INCLUDING STEEL SHEETS, AND CONNECTORS ENSURING BEST FIT

TO DESIGN ALIGNMENTS TO ENGINEER FOR REVIEW.

9. PILE DRIVING TOLERANCES:

a. TOP OF PILE AT CUTOFF ELEVATION MUST BE WITHIN 3’’ HORIZONTALLY AND"VERTICALLY

OF PLAN LOCATION. MANIPULATION OF PILES TO FORCE THEM INTO POSITION IS NOT

PERMITTED.

b. PLACE PILES PLUMB WITH OUT-OF PLUMBNESS NOT EXCEEDING 1/8” PER FOOT OF LENGTH

AND TRUE TO LINE.

c. CHECK ALL PILE FOR HEAVE. RE-DRIVE ALL HEAVED PILES TO THE TIP ELEVATION

INDICATED.

13. JETTING IS PROHIBITED.

14. COORDINATE PILE DRIVING SCHEDULE SO AS NOT TO INTERFERE WITH OR BE DETRIMENTAL TO

THE CONCRETE PLACEMENT AND CURING.

15. SUBMIT PROPOSED CONSTRUCTION SEQUENCING PLAN DETAILING, INSTALLATION TECHNIQUES, QUALITY CONTROL, EQUIPMENT AND BULKHEAD CONSTRUCTION PHASING TO THE ENGINEER

FOR REVIEW PRIOR TO INITIATING CONSTRUCTION.

16. MAINTAIN PILE DRIVING LOGS FOR ALL PILES.

17. SUBMIT PILE HAMMER DATA FOR REVIEW BY THE ENGINEER.

18. DUE TO POTENTIAL UNFORSEEN EXISTING WALL FOUNDATIONS, HAVE EQUIPMENT AND BE

PREPARED TO PREDRILL DRIVE-LINE PER PROPOSED ALIGNMENT. NOTIFY CONTRACTING

OFFICER AND ENGINEER IF OBSTRUCTIONS ARE ENCOUNTERED.

STRUCTURAL AND MISCELLANEOUS STEEL

1. ALL STEEL WORK MUST BE PERFORMED IN ACCORDANCE WITH THE AISC CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 360) AND PROJECT SPECIFICATIONS.

2. ALL STRUCTURAL STEEL SHAPES, PLATES, BARS, FABRICATIONS, BOLTS AND ALL HARDWARE

EXCEPT STAINLESS STEEL MUST BE ZINC-COATED OR GALVANIZED BY THE HOT-DIPPED

PROCESS IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM A123 AND/OR A153 AS

APPLICABLE, AFTER FABRICATION, UNLESS OTHERWISE NOTED.

3. FIELD TREAT DAMAGED GALVANIZED FINISH WITH TWO COATS OF HIGH ZINC DUST OXIDE PAINT, COLD GALVANIZING COMPOUNDS, OR APPROVED EQUAL CONFORMING TO THE REQUIREMENTS

OF ASTM A780. IN ADDITION, ALL EXPOSED THREADED SURFACES MUST BE PAINTED WITH TWO

COATS OF HIGH-ZINC-DUST OXIDE PAINT AFTER INSTALLATION OF NUT.

4. INSTALL ADHESIVE ANCHORS IN ACCORDANCE WITH PROJECT SPECIFICATIONS.

5. INSTALL ANCHOR BOLTS IN ACCORDANCE WITH PROJECT SPECIFICATIONS.

6. PERFORM PULL OUT TESTS ON 10% OF EACH TYPE OF ANCHOR. TEST ANCHORS TO 125% OF THE

CAPACITY OF THE ANCHOR IN TENSION.

STEEL MATERIALS:

1. STEEL SHEET PILING ASTM A572, GRADE 60

2. PLATES, BARS, FABRICATIONS, HARDWARE ASTM A572, GRADE 50, UON

3. FASTENERS ASME/ANSI B18.2.2 & ASTM F3125-ASTM A325

4. THREADED ANCHOR BOLTS ASTM F1554 GR 105, HDG, UON

5. WELDED STUDS ASTM A108

6. BOLTS ASTM A325

7. NUTS ASTM A363

8. WASHERS ASTM F436

9. LADDER RUNGS, HANDRAILS, AND

CONNECTIONS ASTM A276 TYPE 316

10. LADDER SYSTEMS ANCHOR BOLTS ASTM F593 TYPE 316

WELDING

1. UNDERWATER WELDING MUST BE IN ACCORDANCE WITH AWS D3.6.

2. STRUCTURAL WELDING MUST BE PERFORMED BY AWS CERTIFIED WELDERS.

3. WELDS MUST BE VISUALLY INSPECTED BY AWS CERTIFIED WELDING INSPECTORS.

4. WELDED CONNECTIONS MUST BE PRE-QUALIFIED IN ACCORDANCE WITH AWS D1.1 AND MADE

USING THE SHIELDED METAL ARC PROCESS (OR ENGINEER APPROVED EQUAL) WITH

ELECTRODES CONFORMING TO E70XX.

5. WELDING OF STAINLESS STEEL MATERIALS MUST BE PRE-QUALIFIED IN ACCORDANCE WITH D1.6

BACKFILL AND PLACEMENT PROCEDURES

1. UPLAND GRANULAR FILL MUST BE PLACED IN UNIFORM LAYERS NOT EXCEEDING 12 INCHES IN

LOOSE THICKNESS.

2. EACH LAYER MUST BE COMPACTED TO A DRY DENSITY NOT LESS THAN 95 PERCENT OF ITS

MODIFIED PROCTOR (ASTM D1557) MAXIMUM VALUE.

3. CONTRACTOR MUST SUBMIT A BULKHEAD CONSTRUCTION SEQUENCING PLAN DETAILING THE

INTENDED ORDER OF CONSTRUCTION. THE PLAN MUST BE SUBMITTED PRIOR TO COMMENCING

PILE DRIVING.

4. THE CONTRACTOR IS RESPONSIBLE FOR TEMPORARILY BRACING AND SUPPORTING ALL

STRUCTURAL COMPONENTS DURING BACKFILLING AND CONSTRUCTION OPERATIONS.

5. MATERIAL MUST CONTAIN LESS THAN 10% BY WEIGHT MATERIAL PASSING THE U.S. STANDARD

SIEVE NO. 200.

6. MATERIAL MUST HAVE NO PARTICLE LARGER THAN 3 INCHES IN DIAMETER IN ALL DIRECTIONS.

7. MATERIAL MUST BE FREE OF CLAY LUMPS AND OTHER DELETERIOUS MATERIALS.

WOOD CONSTRUCTION

1. ALL WOOD CONSTRUCTION MUST CONFORM TO THE RECOMMENDATIONS OF THE AMERICAN

WOOD COUNCIL.

2. WOOD MATERIALS MUST BE TREATED IN ACCORDANCE WITH AWPA P5 FOR WOOD IN

SALTWATER IMMERSION,PRESERVATIVE RETENTION MUST BE 2.50 PCF, UNLESS…