APPENDIX I - Design Plans.pdf

PDF 8 MB Posted Dec 30, 2025

Attached to: New Boardwalk Construction Services - Myakka State Forest
Solicitation number: ITB-14722
Issued by: Leon County, Florida

About this file

Written by GovTribe AI · Feb 9, 2026

This document comprises the design plans for a new boardwalk construction project at Myakka State Forest in Englewood, Florida, prepared by the Weiler Engineering Corporation under the oversight of Florida Department of Agriculture and Consumer Services. The project encompasses approximately 610 linear feet of composite boardwalk featuring ADA-compliant design with multiple components including an entrance ramp (two sections with slopes of 6.71% and 7.85%), a main boardwalk section, two observation decks, a mid-walk bench area, and an interpretive kiosk. The design incorporates 142 treated timber piles (10-inch diameter) with 10-foot minimum embedment, 4,000 square feet of composite decking, pressure-treated structural members, wire mesh-reinforced guardrails, ADA-compliant benches and drop rails, and an interpretive signage display area. The construction plans comply with the 2023 Florida Building Code (8th edition) and are designed for Wind Risk Category I with ultimate design wind speed of 141 mph (nominal 111 mph) in Exposure D, and base flood elevation of 9.80 feet NAVD per FEMA FIRM Map 12115C0460G. The design accommodates ramp slopes varying from 3.84 to 4.49 degrees with appropriate landing elevations, and includes specialized details for pile cap connections, rail assemblies, and observational deck framing.

The design parameters establish a vertical bearing capacity of 1,500 psf with lateral bearing pressure of 100 psf per foot of depth, utilizing presumptive soil load-bearing values from the Florida Building Code for soil types identified via USGS web soil survey. All lumber specified is Southern Pine No. 2 grade with pressure treatment per AWPA standards; 2X and 3X ground-contact members require structural HDPE equivalents. Metal connectors are galvanized or stainless steel (triple galvanized Z-max for pressure-treated lumber connections), and all fasteners must meet ASTM A153 specifications. The kiosk structure features a pitched roof design with Gulfseam aluminum standing seam roofing (KYNAR coated) over weather-resistant underlayment, mounted on pressure-treated wood framing. Wind load calculations indicate maximum positive pressures of +80.45 psf and maximum negative pressures of -86.40 psf for the observation deck, and +46.65 psf positive and -32.97 psf negative for the kiosk. All construction must achieve strict compaction standards (98% maximum density per ASTM D698), and the contractor is responsible for verifying existing site conditions, utility locations, and obtaining all necessary permits prior to commencement of work.

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Other files

File	Type	Posted
ITB GS 25 26 48_Final.pdf	PDF	Dec 30, 2025
Addendum I.pdf	PDF	Dec 30, 2025
EXHIBIT A.pdf	PDF	Dec 30, 2025
APPENDIX I - Design Plans.pdf	PDF	Dec 30, 2025
EXHIBIT A.pdf	PDF	Dec 30, 2025
APPENDIX II - Maps.pdf	PDF	Dec 30, 2025
EXHIBIT A.pdf	PDF	Dec 30, 2025
Addendum II - Timeline Revision.pdf	PDF	Dec 30, 2025
APPENDIX II - Maps.pdf	PDF	Dec 30, 2025
APPENDIX II - Maps.pdf	PDF	Dec 30, 2025
ITB GS 25 26 48_Final.pdf	PDF	Dec 30, 2025
Addendum I.pdf	PDF	Dec 30, 2025
APPENDIX I - Design Plans.pdf	PDF	Dec 30, 2025
ITB GS 25 26 48_Final.pdf	PDF	Dec 30, 2025

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De sc rip tio n Re vi sio ns Pr oj ec t I nf or m at io n

Ap pr ov ed

B y:

Sc al e:

Jo b

N o.

Da te

Is su ed

De sig n:

Dr aw n:

Ch ec ke d:

Sheet No.

THIS SHEET IS NOT VALID WITHOUT

THE SIGNATURE AND ORIGINAL SEAL

OF A FLORIDA LICENSED ENGINEER.

T M

N A

U E

G O

R D

A, F

) 5

-1

N P

Max Morgan Professional Engineer

State of Florida Registration No. 94877

Max Morgan, Professional Engineer, State of Florida, License No. 94877 This item has been digitally signed and sealed by Max Morgan, P.E.

on the date indicated here.

Signature must be verified on any electronic copies.

08-29-2025

THE WEILER ENGINEERING CORPORATION

WIND PARAMETERS

Method of Design: ASCE 7-22 Building Risk Category: RISK 1 Design Wind Speed: Ultimate Vult=141 MPH / Nominal Vasd = 111 MPH Wind Importance Factor: 1.00 / Wind Exposure: D Internal Pressure Coefficient: ±0.00 (OPEN) Component & Cladding Wind Pressure: per Calcs

FLOOD PARAMETERS

FEMA FIRM Map Number: 12115C0460G Base Flood Elevation: AE 9.80' NAVD 100-year, 1-hour Design Rainfall: 4.5 in (FBC 2023 Fig. 1611.1)

GEOTECHNICAL PARAMETERS

Data Source: Presumptive Load-Bearing Values of Soils, FBC 2023 1806.2 Vertical Bearing Capacity: 1,500 psf (FBC 2023 Table 1806.2) Lateral Bearing Pressure: 100 psf/ft (FBC 2023 Table 1806.2)

FOUNDATION SOIL AND TREATMENT

Soil Bearing Capacity Listed & the resultant foundation design assumes the soil type noted as per USGS web soil survey (or geotechnical engineering if provided). if inadequate substrate is discovered during site preparation the engineer shall be notified prior to placement of foundations.

These plans are in Compliance with Florida Building Code 2023 8th edition (FBC) for the parameters indicated.

G102

S . R

R D.

E F

T B

K D

O D, F L

/2 8/

5.0

NOTE:

1) ALL 2X AND 3X MEMBERS (GIRDERS, RIM JOIST AND JOIST) THAT HAVE GROUND CONTACT SHALL BE STRUCTURAL HDPE OR EQUAL.

CONCRETE OR GROUND CONTACT, IN-GROUND USE, DECKING, ROOF

COMPONENTS (SEE NOTE 1 BELOW) UC4A

0.40 PCF ACQ OR EQUAL ± (0.14 PCF UCA-C , 0.15 PCF MCA, OR 0.15 PCF

CA)

STRINGERS & BENTS 2X6 - 2X10, ROOF POSTS 6X6-10X10 UC4A/B 0.60 PCF ACQ OR 0.31 PCF CA OR 0.23 PCF OF UCA-C OR MCA

SPLIT PILE CAP 3X10, STRINGERS & BENTS 2X8-3X10 UC4B 0.60 PCF CCA

UPLAND PILES IN-GROUND OR FRESHWATER PILES UC4C 0.80 PCF CCA OR 0.41 CA

SALTWATER EXPOSURE PILES, CROSS BRACING, AND WALERS UC5C DUAL TREATMENT AS PHOLADS OR SPHAEROMA TEREBRANS ARE

PRESENT: FIRST: CCA 1.00 SECOND: CR OR CR-S 20.00

STRUCTURAL

ABBREVIATIONS

# NUMBER OR POUND

Ø ROUND OR DIAMETER

□ SQUARE

& AND

@ AT

ALUM ALUMINUM

AR ANCHOR ROD

ARCH ARCHITECTURE

ASSY ASSEMBLY

B/ BOTTOM OF

BETWN BETWEEN

BOT BOTTOM

BM BEAM

BLDG BUILDING

BPL BASE PLATE

BRG BEARING

C TO C CENTER TO CENTER

CANT CANTILEVER

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTION

CTR CENTER

CTRD CENTERED

DBA DEFORMED BAR ANCHOR

DEFL DEFLECTION

DET DETAIL

DIAG DIAGONAL

DIA DIAMETER

DIFF DIFFERENT

DIM DIMENSION

DO DITTO

DWG DRAWING

EA EACH

EF EACH FACE

EF EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

ENGR ENGINEER

EOR ENGINEER OF RECORD

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

EW EACH WAY

FB FLAT BAR

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISH FLOOR

FLR FLOOR

FS FAR SIDE

FTG FOOTING

GA GAGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GT GIRDER TRUSS

HGT HEIGHT

HM HOLLOW METAL

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HT HEIGHT

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

JNT JOINT

JST JOIST

LB POUND

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

MANUF MANUFACTURER

MAT'L MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

O/O OUT TO OUT

OPNG OPENING

OPP OPPOSITE

PERP PERPENDICULAR

PL PLATE

PNL PANEL

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY QUANTITY

R OR RA RADIUS

RD ROUND

REF REFERENCE

REINF REINFORCE(MENT)

REQ REQUIRE

REQ'D REQUIRED

RET RETAINING

REV REVISION

SCHED SCHEDULE

SECT SECTION

SIM SIMILAR

SOG SLAB ON GRADE

SPA SPACE

SPEC SPECIFICATION

SQ SQUARE

STD STANDARD

STIFF STIFFENER

STL STEEL

STR STRAIGHT

STRUCT STRUCTURAL

SYM SYMMETRICAL

T&B TOP & BOTTOM

T/ TOP OF

T/U PAN TILT-UP PANEL

TE THICKENED EDGE

THK THICK

THRD THREADED

TRANSV TRANSVERSE

TS THICKENED SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VER VERIFY

VERT VERTICAL

W/ WITH

W/O WITHOUT

WP WORK POINT

WS WATERSTOP

WWF WELDED WIRE FABRIC

WOOD PRESERVATION TREATMENT

APPLICATION AWPA USE

CATEGORY

TREATMENT (LBS/CU FT.)

IN CONTACT WITH METAL ROOFING UC2

0.018 PCF PTI OR EQUAL ± (0.019 PCF EL2, 0.14 PCF UCA-C, 0.15 PCF

MCA, OR 0.17 PCF SBX)

ABOVE GROUND USE UC3B ACQ 0.25

PLAN, SECTION OR DETAIL NO.

SHEET NUMBER

KEYED NOTE TO PLAN

REVISION NUMBER

NORTH ARROW

GENERAL SYMBOLS

LUMBER

1. CODES AND STANDARDS (CURRENT EDITIONS)

1.1. AMERICAN WOOD COUNCIL (AWC) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NDS-2023)

2. DIMENSIONAL LUMBER SHALL BE SOUTHERN PINE WITH THE MINIMUM NOMINAL DESIGN VALUES PER AWC NDS-20232.

3. WHERE SPECIFIED, ENGINEERED LUMBER PRODUCTS SHALL BE PER MANUFACTURER PROVIDED DESIGN VALUES. CONTRACTOR

SHALL PROVIDE SUBMITTAL FOR ALL ENGINEERED LUMBER PRODUCTS.

4. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, EXPOSED TO WEATHER, OR AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED IN ACCORDANCE WITH AWPA U1 REQUIREMENTS.

PRESSURE TREATMENT APPROPRIATE FOR LUMBER IN CONTACT WITH SOIL SHALL BE PROVIDED WHERE APPLICABLE.

5. NAILING, AND JOIST BLOCKING SHALL MEET THE MINIMUM REQUIREMENTS OF CHAPTER 23 OF THE FLORIDA BUILDING CODE UNLESS

MORE STRINGENT REQUIREMENTS ARE INDICATED ON THE PLANS.

6. ALL CONNECTORS SHALL BE GALVANIZED. CONNECTOR MODEL NUMBERS SHOWN ARE STRONG-TIE CONNECTORS AS MANUFACTURED BY SIMPSON STRONG-TIE CO, PO BOX 10789, PLEASANTON, CA 94588 OR USP CONNECTORS AS MANUFACTURED BY MITEK, INC, 16023 SWINGLEY RIDGE RD, CHESTERFIELD, MO 63017. SUBSTITUTIONS ARE ACCEPTABLE WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. UNLESS SHOWN OTHERWISE, INSTALL SIZE AND NUMBER OF FASTENERS PER MANUFACTURER INSTALLATION INSTRUCTIONS. ALL CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE TRIPLE GALVANIZED (Z MAX) OR

STAINLESS STEEL.

7. ANY NOTE REQUIRING A RING SHANK MAY BE SCREW SHANK FOR AUTOMATIC NAILING

GENERAL REQUIREMENTS

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS AND SHALL NOTIFY ENGINEER OF RECORD IMMEDIATELY OF ANY

ERRORS, OMISSIONS OR DISCREPANCIES PRIOR TO COMMENCEMENT OF WORK.

2. ALL MATERIALS, EQUIPMENT, CONNECTORS, AND WORK SHALL MEET OR EXCEED THE DESIGN DATA AND COMPLIANCE CODE CITED.

3. ENGINEER IS NOT RESPONSIBLE FOR ANY SUPERVISION DURING CONSTRUCTION.

4. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING WORK AND DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR

TO CONSTRUCTION.

5. THE CONTRACTOR MAINTAINS THE RESPONSIBILITY FOR ALL CONSTRUCTION MEANS, METHODS AND TECHNIQUES REQUIRED FOR THE CONNECTIONS OF ALL GUARDRAIL, SAFETY CURB, BOARDWALK AND PILINGS. ALL WORK SHALL BE PERFORMED IN A

WORKMANLIKE MANNER.

6. THE STRUCTURAL INTEGRITY OF THE STRUCTURES SHOWN ON THESE PLANS IS DEPENDENT UPON COMPLETION ACCORDING TO PLANS AND SPECIFICATIONS. STRUCTURAL MEMBERS ARE NOT SELF SUPPORTING DURING CONSTRUCTION AND REQUIRE TEMPORARY BRACING UNTIL PERMANENTLY APPLIED TO STRUCTURE AS DIRECTED. THE STRUCTURAL ENGINEER ASSUMES NO LIABILITY FOR THE STRUCTURE DURING CONSTRUCTION UNLESS THE CONSTRUCTION METHOD AND BRACING ARE INCLUDED IN THE PLANS AND SPECIFICATIONS, OR ARE SUPERVISED BY THE STRUCTURAL ENGINEER DURING CONSTRUCTION.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISION / AUTHORITY OR ACTUAL AND/ OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/ OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR

PERSONS AT THE PROJECT SITE.

8. IN ADDITION TO THE DEMOLITION WORK INDICATED ON THE DRAWINGS, MINOR LOCAL DEMOLITION OF EXISTING ELEMENTS MAY BE REQUIRED TO PERFORM THE STRUCTURAL WORK AS INDICATED ON THE PLANS, SECTIONS, AND DETAILS.

9. ANY CHANGES OR SUBSTITUTIONS SHALL BE APPROVED BY THE ENGINEER.

10. DISSIMILAR METALS SHALL BE ISOLATED TO PREVENT GALVANIC ACTION.

11. FIELD VERIFY ALL EXISTING ABOVE AND BELOW GROUND CONDITIONS PRIOR TO FABRICATION AND CONSTRUCTION.

12. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE

DRAWINGS.

13. CONTRACTOR SHALL APPLY FOR AND OBTAIN ALL NECESSARY PERMITS FROM ALL RELEVANT AUTHORITIES HAVING JURISDICTION, INCLUDING STRUCTURAL, ELECTRICAL, PLUMBING, AND ALL OTHERS REQUIRED TO COMPLETE THE JOB.

SHOP DRAWINGS

1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW. NO MODIFICATIONS OR SUBSTITUTION OF

DRAWINGS AND SPECIFICATIONS WILL BE ACCEPTED VIA SHOP DRAWINGS REVIEW. THE FOLLOWING SHOP DRAWINGS SHALL BE

SUBMITTED FOR REVIEW:

1.1. SUBMIT CONCRETE TEST RESULTS FOR CYLINDER STRENGTH TESTS AND SLUMP TESTS

1.2. SUBMIT CONCRETE MIX DESIGN PER SPECIFICATIONS IN "CAST IN PLACE CONCRETE" ITEM 26.1

1.3. SUBMIT REBAR SHOP DRAWINGS PER SPECIFICATIONS IN "CAST IN PLACE CONCRETE" ITEM 26.2

1.4. SUBMIT DENSITY TEST RESULTS PER SPECIFICATIONS IN "FOUNDATION SOIL & TREATMENT" ITEM 2.1

1.5. ANY PROPOSED ALTERNATIVES TO PRODUCTS SPECIFIED IN PLANS

2. CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TO SUBMISSION TO THE STRUCTURAL ENGINEER. CONTRACTOR

SHALL REVIEW FOR COMPLETENESS AND COMPLIANCE WITH CONTRACT DOCUMENTS.

3. SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER AS INDICATED OR SPECIFIED FOR REVIEW PRIOR TO FABRICATION.

REVIEW WILL BE FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT CONVEYED IN CONTRACT DOCUMENTS.

4. WHEN ENGINEER IS REQUIRED TO SIGN AND STAMP SHOP DRAWINGS AND CALCULATIONS, ENSURE SEAL INDICATES ENGINEER AS

REGISTERED IN THE STATE WHERE PROJECT SITE OCCURS.

5. SHOP DRAWINGS ARE NOT PART OF CONTRACT DOCUMENTS. THEREFORE, STRUCTURAL ENGINEER'S REVIEW DOES NOT CONSTITUTE ON AUTHORIZATION TO DEVIATE FROM THE TERMS AND CONDITIONS OF THE CONTRACT.

6. SHOP DRAWINGS WILL BE REJECTED FOR INCOMPLETENESS, LACK OF COORDINATION WITH OTHER PORTIONS OF CONTRACT DOCUMENTS, LACK OF CALCULATIONS (IF REQUIRED), OR WHERE MODIFICATIONS OR SUBSTITUTIONS ARE INDICATED WITHOUT PRIOR REVIEW PER PARAGRAPH ABOVE 6. - SUBMIT SHOP DRAWINGS AND CALCULATIONS TO GOVERNING CODE AUTHORITY WHEN

SPECIFICALLY INDICATED OR REQUESTED.

7. MAINTAIN A COPY OF ALL SHOP DRAWINGS ACCEPTED BY THE STRUCTURAL ENGINEER AT SITE DURING CONSTRUCTION PERIOD.

8. STRUCTURAL ENGINEER REQUIRES 10 WORKING DAYS AFTER RECEIPT OF SHOP DRAWINGS AND CALCULATIONS FOR PROCESSING.

FOUNDATION SOIL & TREATMENT

1. WHERE GEOTECHNICAL INFORMATION IS UNAVAILABLE, RESULTANT FOUNDATION DESIGN ASSUMES PRESCRIBED SOIL BEARING

CAPACITIES PER FBC 2023 FOR SOIL TYPE NOTED AS PER NRCS WEB SOIL SURVEY. CONTRACTOR SHALL CONFIRM SITE CONDITIONS

MEET DESIGN SPECIFICATIONS PRIOR TO CONSTRUCTION.

2. FOUNDATION AND SLAB NOTES: SUB-GRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE

PROJECT REPRESENTATIVE.

3. ALL FILL SHALL BE CLEAN SELECT MATERIAL FREE OF DELETERIOUS MATERIALS SUCH AS WOOD, ROOTS, TRASH, OR OTHER EXTRANEOUS MATERIALS. PLACE FILL IN 8" LIFTS, MEASURED LOOSE, AND COMPACT EACH LIFT TO 98% MAXIMUM DENSITY AT

OPTIMUM MOISTURE CONTENT AS MEASURED BY ASTM D698 (2021).

3.1. 98% COMPACTION SHALL BE ACHIEVED AT ALL LOCATIONS WHERE NEW CONCRETE IS TO BE POURED, INCLUDING ALL SLABS AND FOUNDATIONS. NUMBER AND LOCATION OF TESTS SHALL BE DIRECTED BY THE ENGINEER OF RECORD.

4. FOUNDATION CONCRETE SHALL BE PLACED BEFORE DETERIORATION OF THE SUBGRADE DUE TO WEATHER, GROUND WATER SEEPAGE, FOOT TRAFFIC, OR CONSTRUCTION OPERATIONS. ANY PORTIONS OF THE SUBGRADE PERMITTED TO DETERIORATE SHALL BE REMOVED AND REPLACED WITH AN APPROVED COMPACTED BACKFILL OR LEAN CONCRETE (FLOWABLE FILL) WITHOUT

ADDITIONAL COMPENSATION TO THE CONTRACTOR.

WIND BORNE DEBRIS REGION REQUIREMENTS

1. ALL STRUCTURAL COMPONENTS AND CLADDING AS REQUIRED SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH

SECTION 1609 OF THE 2023 FLORIDA BUILDING CODE FOR DESIGN PRESSURES GENERATED BY AN ULTIMATE DESIGN WIND VELOCITY

OF 180MPH (3-SECOND GUST).

2. THE BUILDER SHALL PROVIDE NECESSARY COPIES OF DETAILS, CERTIFICATIONS, ETC... TO THE BUILDING DEPARTMENT TO SHOW

COMPLIANCE WITH THIS PARAGRAPH.

3. THE ENGINEER OF RECORD DOES NOT CERTIFY THE STRUCTURAL INTEGRITY OF THESE ITEMS.

4. DESIGN WIND PRESSURES ARE BASED ON AN OPEN STRUCTURE CLASSIFICATION.

CHEMICAL (ADHESIVE) ANCHORS

CHEMICAL (ADHESIVE) ANCHORS SHALL BE AN EQUAL TWO PART EPOXY POLYMER INJECTION SYSTEM, SUCH AS RED-HEAD EPCON, SIMPSON SET EPOXY, OR HILTI HSE2411 EPOXY DOWELING SYSTEM, OR ENGINEER APPROVED SUBSTITUTION, INSTALLED IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

MINIMUM EMBEDMENT SHALL BE TWELVE (12) TIMES FASTENER DIAMETER UNLESS NOTED OTHERWISE.

CONSTRUCTION OBSERVATION

THE STRUCTURAL ENGINEER OF RECORD HAS NOT BEEN RETAINED TO PERFORM CONSTRUCTION OBSERVATION SERVICES FOR THIS PROJECT. THEREFORE, ANY AS-BUILT CONSTRUCTION OR CHANGES MADE TO THE STRUCTURE OR TO THESE PLANS WITHOUT THE ENGINEER'S WRITTEN CONSENT SHALL RENDER THE DESIGN AND THE ENGINEERS SEAL ON THESE PLANS NULL AND VOID.

EXISTING STRUCTURE

1. DRAWINGS FOR THE EXISTING STRUCTURE WERE NOT AVAILABLE. ALL OF THE EXISTING CONDITIONS WERE NOT VERIFIABLE WITHIN

THE SCOPE OF ENGINEERING SERVICES; THEREFORE, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR

CONFLICTS.

2. THE EXISTING STRUCTURE HAS NOT BEEN REVIEWED OR IMPROVED TO MEET THE REQUIREMENTS OF THE 2023 FLORIDA BUILDING

CODE.

APPLICABLE CODES

CODE LIST

FLORIDA BUILDING CODE, BUILDING (FBC-B).........................................2023 8TH EDITION FLORIDA BUILDING CODE, EXISTING BUILDING (FBC-EB).....................2023 8TH EDITION FLORIDA FIRE PREVENTION CODE (FFPC)..............................................2023 8TH EDITION FLORIDA ACCESSIBILITY CODE.................................................................2023 8TH EDITION

FDOT STANDARD SPECIFICATIONS FOR ROAD & BRIDGE CONST. .....LATEST EDITION

FDOT DESIGN STANDARDS.........................................................................LATEST EDITION

STRUCTURAL LOADS

1. GOVERNING BUILDING CODE: 2023 FLORIDA BUILDING CODE

2. DESIGN LOADS:

STRUCTURAL LOADS (LIVE LOADS PER FBC TABLE 1607.1)

LIVE LOAD ................................................................... 60 PSF DEAD LOAD ................................................................. 15 PSF

HANDRAIL AND GUARDRAIL DESIGN LOADS

CONCENTRATED LOAD .......................................................... 200 LB UNIFORM LINEAR LOAD ........................................................ 50 PLF

WIND LOADS (PER ASCE 7-22)

BUILDING RISK CATEGORY (TABLE 1.5-1) ................................... Category I

BASIC WIND SPEED (FIG. 26.5-1A)

Ultimate (Vult) (THREE SECOND GUST) .................................... 141 MPH Nominal (Vasd) ............................................................................. 111 MPH

IMPORTANCE FACTOR (TABLE 1.5-2) .................................................. 1.00 EXPOSURE CATEGORY (26.7.3) ........................................................... EXPOSURE D INTERNAL PRESSURE COEFFICIENT (TABLE 26.13-1) ...................... ±0.00 (OPEN)

COMPONENTS & CLADDING WIND PRESSURES ................................ PER PLAN

GEOTECHNICAL DESIGN DATA (PER FBC 1806)

DATA SOURCE: UES PROJECT NUMBER 0630.2300139.0000

ALLOWABLE COMPRESSIVE CAPACITY .............................................................. 4 KIP ALLOWABLE TENSION CAPACITY ......................................................................... 2 KIP

RAIN DESIGN DATA (PER FBC 1611)

DESIGN RAIN EVENT ............................................................................ 100-YEAR, 1-HR DESIGN RAINFALL (FIG. 1611.1) ........................................................... 4.5-IN DESIGN RAIN LOAD ............................................................................... 0 PSF

FLOOD DESIGN DATA (PER FBC 1612)

FEMA FIRM MAP ................................................................................... 12115C0460G BASE FLOOD ELEVATION .................................................................... AE-9.80' NAVD GE

L S

L N

N.T.S.1

PILE INDEX

PILE ID DESC

TOP OF

DECK

ELEV

PILE

TOP

ELEV

RAMP

SLOPE %

RAMP

RISE/RUN

RAMP

DEGREES PILE ID DESC

TOP OF

DECK

ELEV

PILE

TOP

ELEV

RAMP

SLOPE %

RAMP

RISE/RUN

RAMP

DEGREES

1 BOARDWALK ENTRANCE 10.10 9.81 69 BOARDWALK 14.08 13.79

2 BOARDWALK ENTRANCE 10.10 9.81 70 BOARDWALK 14.08 13.79

3 RAMP BASE 10.10 9.81 71 BOARDWALK 14.08 13.79

4 RAMP BASE 10.10 9.81 72 BOARDWALK 14.08 13.79

(3,4-5,6) RAMP RUN 6.71% 01:14.9 3.84 73 BOARDWALK 14.08 13.79

5 RAMP 10.76 10.47 74 BOARDWALK 14.08 13.79

6 RAMP 10.76 10.47 75 BOARDWALK 14.08 13.79

(5,6-7,8) RAMP RUN 6.71% 01:14.9 3.84 76 BOARDWALK 14.08 13.79

7 RAMP 11.43 11.13 77 BOARDWALK 14.08 13.79

8 RAMP 11.43 11.14 78 BOARDWALK 14.08 13.79

(7,8-9,10) RAMP RUN 6.71% 01:14.9 3.84 79 BOARDWALK 14.08 13.79

9 RAMP TOP 12.09 11.80 80 BOARDWALK 14.08 13.79

10 RAMP TOP 12.09 11.80 81 BOARDWALK 14.08 13.79

11 BOARDWALK 12.09 11.80 82 BOARDWALK 14.08 13.79

12 BOARDWALK 12.09 11.80 83 BOARDWALK 14.08 13.79

13 BOARDWALK 12.09 11.80 84 BOARDWALK 14.08 13.79

14 BOARDWALK 12.09 11.80 85 BOARDWALK 14.08 13.79

15 BOARDWALK 12.09 11.80 86 BOARDWALK 14.08 13.79

16 BOARDWALK 12.09 11.80 87 BOARDWALK 14.08 13.79

17 RAMP BASE 12.09 11.80 88 BOARDWALK 14.08 13.79

18 RAMP BASE 12.09 11.80 89 BOARDWALK 14.08 13.79

(17,18-19,20) RAMP RUN 7.85% 01:12.7 4.49 90 BOARDWALK 14.08 13.79

19 RAMP 12.73 12.44 91 BOARDWALK 14.08 13.79

20 RAMP 12.73 12.44 92 BOARDWALK 14.08 13.79

(19,20-21,22) RAMP RUN 7.85% 01:12.7 4.49 93 BOARDWALK 14.08 13.79

21 RAMP 13.38 13.09 94 BOARDWALK 14.08 13.79

22 RAMP 13.38 13.09 95 BOARDWALK 14.08 13.79

(21,22-23,24) RAMP RUN 7.85% 01:12.7 4.49 96 BOARDWALK 14.08 13.79

23 RAMP TOP 14.08 13.79 97 BOARDWALK 14.08 13.79

24 RAMP TOP 14.08 13.79 98 BOARDWALK 14.08 13.79

25 BOARDWALK 14.08 13.79 99 BOARDWALK 14.08 13.79

26 BOARDWALK 14.08 13.79 100 BOARDWALK 14.08 13.79

27 BOARDWALK 14.08 13.79 101 BOARDWALK 14.08 13.79

28 BOARDWALK 14.08 13.79 102 BOARDWALK 14.08 13.79

29 BOARDWALK 14.08 13.79 103 BOARDWALK 14.08 13.79

30 BOARDWALK 14.08 13.79 104 BOARDWALK 14.08 13.79

31 BOARDWALK 14.08 13.79 105 BOARDWALK 14.08 13.79

32 BOARDWALK 14.08 13.79 106 BOARDWALK 14.08 13.79

33 BOARDWALK 14.08 13.79 107 BOARDWALK 14.08 13.79

34 BOARDWALK 14.08 13.79 108 BOARDWALK 14.08 13.79

35 BOARDWALK 14.08 13.79 109 BOARDWALK 14.08 13.79

36 BOARDWALK 14.08 13.79 110 BOARDWALK 14.08 13.79

37 BOARDWALK 14.08 13.79 111 BOARDWALK 14.08 13.79

38 BOARDWALK 14.08 13.79 112 BOARDWALK 14.08 13.79

39 BOARDWALK 14.08 13.79 113 BOARDWALK 14.08 13.79

40 BOARDWALK 14.08 13.79 114 BOARDWALK 14.08 13.79

41 BOARDWALK 14.08 13.79 115 BOARDWALK 14.08 13.79

42 BOARDWALK 14.08 13.79 116 BOARDWALK 14.08 13.79

43 BOARDWALK 14.08 13.79 117 BOARDWALK 14.08 13.79

44 BOARDWALK 14.08 13.79 118 BOARDWALK 14.08 13.79

45 BOARDWALK 14.08 13.79 119 BOARDWALK 14.08 13.79

46 BOARDWALK 14.08 13.79 120 BOARDWALK 14.08 13.79

47 BOARDWALK 14.08 13.79 121 BOARDWALK 14.08 13.79

48 BOARDWALK 14.08 13.79 122 BOARDWALK 14.08 13.79

49 BOARDWALK 14.08 13.79 123 BOARDWALK 14.08 13.79

50 BOARDWALK 14.08 13.79 124 BOARDWALK 14.08 13.79

51 BOARDWALK 14.08 13.79 125 BOARDWALK 14.08 13.79

52 BOARDWALK 14.08 13.79 126 BOARDWALK 14.08 13.79

53 BOARDWALK 14.08 13.79 127 BOARDWALK 14.08 13.79

54 BOARDWALK 14.08 13.79 128 BOARDWALK 14.08 13.79

55 BOARDWALK 14.08 13.79 129 BOARDWALK 14.08 13.79

56 BOARDWALK 14.08 13.79 130 BOARDWALK 14.08 13.79

57 BOARDWALK 14.08 13.79 131 BOARDWALK 14.08 13.79

58 BOARDWALK 14.08 13.79 132 BOARDWALK 14.08 13.79

59 BOARDWALK 14.08 13.79 133 BOARDWALK 14.08 13.79

60 BOARDWALK 14.08 13.79 134 BOARDWALK 14.08 13.79

61 BOARDWALK 14.08 13.79 135 OBSERVATION DECK 14.08 22.71

62 BOARDWALK 14.08 13.79 136 OBSERVATION DECK 14.08 22.71

63 BOARDWALK 14.08 13.79 137 OBSERVATION DECK 14.08 22.71

64 BOARDWALK 14.08 13.79 138 OBSERVATION DECK 14.08 22.71

65 BOARDWALK 14.08 13.79 139 OBSERVATION DECK 14.08 25.08

66 BOARDWALK 14.08 13.79 140 OBSERVATION DECK 14.08 25.08

67 BOARDWALK 14.08 13.79 141 OBSERVATION DECK 14.08 25.08

68 BOARDWALK 14.08 13.79 142 OBSERVATION DECK 14.08 25.08

INTERPRETIVE SIGNAGE

(ADA DROP RAIL LOCATION)

1. INTERPRETIVE SIGNAGE MOUNT SHALL BE MANUFACTURED BY

BCE (BUREAU OF CORRECTIONAL ENTERPRISES), MODEL

SERIES INT-XXXX-30-REG-0, OR APPROVED EQUAL. MOUNT

TYPE SHALL BE REGULAR WOOD POST BRACKET WITH A 30°

VIEWING ANGLE.

2. PART NUMBER FORMAT: INT-[WIDTH][HEIGHT]-30-REG-0

2.1.EXAMPLE: INT-1836-30-REG-0 REPRESENTS AN 18" WIDE × 36"

TALL FRAME, 30° VIEWING ANGLE, REGULAR WOOD POST

MOUNT, WITH NO GRAPHIC PANEL INCLUDED.

3. SIGNAGE SHALL BE INSTALLED AND MOUNTED BY

CONTRACTOR ON THE EXTERIOR SIDE OF THE GUARDRAIL AT

DESIGNATED LOCATIONS, AT DROPPED RAIL SECTIONS TO

MAINTAIN ADA VISIBILITY REQUIREMENTS. THE ADA DROP RAIL

WIDTH SHALL BE DETERMINED AS FOLLOWS:

3.1. ADA DROP RAIL WIDTH = SIGN PANEL WIDTH + 12 INCHES

3.2.MINIMUM ADA DROP RAIL WIDTH = 36 INCHES

4. SIGNS ≤ 24" WIDE SHALL BE MOUNTED TO A SINGLE POST;

SIGNS > 24" WIDE SHALL BE MOUNTED TO DOUBLE POSTS.

5. THE CLIENT SHALL SELECT THE FINAL SIGNAGE SIZE PRIOR TO

FABRICATION OR ORDERING OF MOUNTS.

6. THE CLIENT SHALL PROVIDE THE FINAL GRAPHIC PANEL,

WHICH SHALL BE INSTALLED BY THE CONTRACTOR INTO THE

MOUNTING FRAME IN THE FIELD.

7. ALL SIGNAGE INSTALLATIONS SHALL COMPLY WITH ADA

MOUNTING HEIGHT AND VISIBILITY REQUIREMENTS. SIGNAGE

SHALL NOT OBSTRUCT EGRESS ROUTES, CIRCULATION PATHS,

OR REQUIRED PASSING CLEARANCES. CENTERLINE OF SIGN

PANEL SHALL BE MOUNTED 40" TO 48" ABOVE THE STANDING

SURFACE.

9" X 12" 36" 1

SIGN SIZE

(W X H)

ADA RAIL

WIDTH

MOUNTING POST

(4X4 PT)

12" X 18" 36" 1 18" X 24" 36" 1

24" X 24" 36" 1 24" X 36" 36" 1 24" X 48" 36" 36" X 48" 48" 48" X 48" 60" * 48" X 60" 72" *

18" X 36" 36" 1

INTERPRETIVE SIGNAGE SIZE TABLE

* NOTE: FOR ADA DROP RAIL WIDTH GREATER THAN

60" 4X4 PT GUARDRAIL POST SHALL BE SPACED AT

A MAX OF 48" O.C.

(FOR USE WITH BCE OR APPROVED EQUAL – PART

SERIES: INT-XXXX-30-REG-0)

AutoCAD SHX Text USER: Tom.Parker PLOTTED THE G102 LAYOUT OF C:\Users\TOM~1.PAR\AppData\Local\Temp\AcPublish_7956\25035001MyakkaBoardwalk20250828.dwg, ON Aug 29, 2025 @ 9:14am

8" 9'-2" 9'-9"

9'-11"

10'-0"

7'-4" 6'-11"

8'-0"

8'-3"

8'-11"

29'-7" RAMP

25'-2" RAMP

9'-10"

20'-0"

14'-3"

7'-7"

4'-0"

171.7°

177.02°

178.96°

174.65°

7'-7"

8'-5"

9'-11"

16'-0"

9'-11"

9'-11" 19'-10"

9'-11"

59'-7"

49'-9"

9'-11" 9'-11"

9'-11"

165.28°

176.18°

8'-9" 8'-9"

17'-7"

8'-6"

8'-5"

33'-7"

8'-3" 5'-8"

5'-8" 7'-11"

7'-10" 7'-10"

4'- 0"

2'- 7"

4'- 0"

2'- 7"

7'-11"

6'- 7"

50'-7"

9'-11"

175.23°

175.4°

176.23°

179.81°

90°

De sc rip tio n Re vi sio ns Pr oj ec t I nf or m at io n

Ap pr ov ed

B y:

Sc al e:

Jo b

N o.

Da te

Is su ed

De sig n:

Dr aw n:

Ch ec ke d:

Sheet No.

THIS SHEET IS NOT VALID WITHOUT

THE SIGNATURE AND ORIGINAL SEAL

OF A FLORIDA LICENSED ENGINEER.

T M

N A

U E

G O

R D

A, F

) 5

-1

N P

Max Morgan Professional Engineer

State of Florida Registration No. 94877

Max Morgan, Professional Engineer, State of Florida, License No. 94877 This item has been digitally signed and sealed by Max Morgan, P.E.

on the date indicated here.

Signature must be verified on any electronic copies.

08-29-2025

THE WEILER ENGINEERING CORPORATION

WIND PARAMETERS

FLOOD PARAMETERS

FEMA FIRM Map Number: 12115C0460G Base Flood Elevation: AE 9.80' NAVD 100-year, 1-hour Design Rainfall: 4.5 in (FBC 2023 Fig. 1611.1)

GEOTECHNICAL PARAMETERS

Data Source: Presumptive Load-Bearing Values of Soils, FBC 2023 1806.2 Vertical Bearing Capacity: 1,500 psf (FBC 2023 Table 1806.2) Lateral Bearing Pressure: 100 psf/ft (FBC 2023 Table 1806.2)

FOUNDATION SOIL AND TREATMENT

These plans are in Compliance with Florida Building Code 2023 8th edition (FBC) for the parameters indicated.

S100

S . R

R D.

E F

T B

K D

O D, F L

/2 8/

5.0

BOARDWALK PLAN A 1/4" = 1'-0"

GENERAL NOTES:

1. PILES SHALL HAVE EMBEDMENT TO 10'-0" MIN. DEPTH INDICATED

OR TO PRACTICAL REFUSAL AS DEFINED AS 20 BLOWS PER INCH

OR LESS THAN ONE INCH PENETRATION, WITH THE HAMMER

OPERATING AT THE HIGHEST SETTING DETERMINED BY THE

ENGINEER AND LESS THAN 1/4 INCHES REBOUND PER BLOW THEN

PILE SHALL BE CUT TO REQUIRED HEIGHT.

2. ALL BOLTS SHALL EXTEND PASS THE NUT BY A MINIMUM OF THREE

(3) THREADS AND A MAX OF 2".

3. CUTTING OF BOLTS SHALL BE AVOIDED. IF CUTTING IS REQUIRED,

THE FOLLOWING PROCEDURE SHALL BE USED:

3.1. FOR STAINLESS STEEL BOLTS, USE A VIRGIN CERAMIC

GRINDING DISC TO MAKE THE CUT, THEN TREAT THE

EXPOSED END WITH PASSIVATION PASTE.

3.2. FOR GALVANIZED BOLTS, USE A NEW CERAMIC GRINDING

DISC, THEN APPLY TWO COATS OF COLD GALVANIZING PAINT

TO THE CUT END IN ACCORDANCE WITH ASTM A780.

BOARDWALK PLAN B 1/4" = 1'-0"

BOARDWALK PLAN C 1/4" = 1'-0"

BOARDWALK INDEX 1/4" = 1'-0"

B C D E FF

MIDWALK BENCH

K P

RAMP

S101

1S101

S200

AutoCAD SHX Text USER: Tom.Parker PLOTTED THE S100 LAYOUT OF C:\Users\TOM~1.PAR\AppData\Local\Temp\AcPublish_7956\25035001MyakkaBoardwalk20250828.dwg, ON Aug 29, 2025 @ 9:14am

AutoCAD SHX Text N

49'-8"

9'-11"

9'-11" 176.8°

179.97°

9'-9"

19'-9"

9'-11"

49'-4"

9'-9"

48'-8"

'-0"

8'-10"

7'-2"

6'-4"

90°

8'-9

'-7"

4'-0"

ADA DROP RAIL WITH INTERPRETIVE SIGNAGE

WIDTH VARIES, ADA RAIL MAX WIDTH OF 72" –

REFER TO INTERPRETIVE SIGNAGE SIZE TABLE

ON SHEET G102ADA DROP RAIL

22'-4"

ADA DROP RAIL

3'-7

4'-4

2'-1

3'-7

4'-4

2'-1

'-0"

1'-0"

4'-4"

VARIES

4'-4"

2'-3"

ADA BENCH

ADACLEARANCE

30"X48"

ADATURNING

CLEARANCE60" DIA.

110 112

111 113

114 116

115 117

176.08°

151.95°

.12

9'-7" 8'-3" 8'-5" 8'-5" 8'-5" 8'-5" 8'-2"

50'-0" 8'-6"

8'-9"

43'-11"

9'-1

8'-9

'-7"

9'-1"

PLATE

LINE

PLATE

LINE

17.58' NAVD

(+) 3'-6" TOP OF RAIL

2x6 #2 SYP P.T. BOTTOM RAILING W/ CHAMFERED TOP EDGE INSTALLED BETWEEN POSTS, FASTEN TO INSIDE 2x6 W/ #10

2-1/2" SS SCREWS @ 6" O.C. (TYP.)

2x6 #2 SYP P.T. BOTTOM RAILING W/ CHAMFERED TOP EDGE

W/ WIRE MESH IN-BETWEEN FASTEN W/ SDS SS SCREWS TO

POST AND BASE

2" x 2" 10.5G 36W BLACK PVC COATED WIRE

MESH EQUAL TO RIVERDALE AQUAMESH

4x4 #1 SYP P.T. POST AT 60" O.C. MAX

2x4 #2 SYP P.T. INSTALLED BETWEEN POSTS, FASTEN TO INSIDE 2x4 W/ #10 2-1/2" SS SCREWS @ 6" O.C. (TYP.)

2x4 #2 SYP P.T. TOP RAILING W/ WIRE MESH IN-BETWEEN

FASTEN W/ 1/2"∅ SS CARRIAGE BOLT TO POST

2x8 WEARDECK CAP W/ ROUNDED EDGES (OR EQUAL) , FASTEN TO POST & 2x4 W/ 3" LONG SS SCREWS AT 12"

O.C. (CLIENT TO SELECT COLOR)

5/8"∅ GALVANIZED STEEL THRU

BOLTS W/ 2" WASHERS (TYP.)

3X12 PT BENT EACH SIDE OF 10" PILE. FASTEN TO PILE WITH 5X8"

GALVENIZED STEEL THOUGH BOLT WITH 2" WASHER AND NUT (TYP)

(2) 2X12 PT RIM JOIST EXTERIOR SIDE AND (1) 2X12 PT JOIST INTERIOR

SIDE OF 10" PILE. FASTEN TO PILE WITH 5X8" GALVANIZED STEEL

THOUGH BOLT WITH 2" WASHER AND NUT (TYP)

FASTEN 4X4 #1 SYP PT RAIL POST TO DOUBLE RIM JOIST WITH (2) 1/2"∅

THRU BOLTS W/ NUT AND 2" FLAT WASHERS (TYP.)

23 4" 3'-

31 4"

2X6 WEARDECK (OR EQUAL) FASTEN TO JOIST PER

MANUF. SPECIFICATION W/ STAINLESS STEEL

FASTENERS (CLIENT TO SELECT COLOR) (TYP)

3'- 6"

4" 4'-0" 73

4" 6'-11

4" 5" 5"

5'-03 4"

SIMPSON 2.5 CLIP STAINLESS STEEL OR EQUAL (TYP)

10" ROUND TIMBER PILE w/ 10'-0" EMBEDMENT MIN. (TYP)

2X12 PT JOIST AT 12" O.C. MAX (TYP)

14.08' NAVD

(+/-) 0'-0" TOP OF DECK

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

9.58' NAVD

(-) 4'-7" AVG. EX. GRADE

EXTERIOR RAIL ELEV INTERIOR RAIL ELEV

PLATE

LINE

PLATE

LINE

5/8"∅ GALVANIZED STEEL THRU

BOLTS W/ 2" WASHERS (TYP.)

9" 2'-

2X6 WEARDECK (OR EQUAL) FASTEN TO JOIST

PER MANUF. SPECIFICATION W/ STAINLESS STEEL

FASTENERS (CLIENT TO SELECT COLOR) (TYP)

3'- 6"

4" 4'-0" 73

4" 6'-11

4" 5" 5"

5'-03 4"

8" ADA OBSERVATIONAL RAILING DROP

2'-

2x6 #2 SYP P.T. BOTTOM RAILING W/ CHAMFERED TOP EDGE INSTALLED BETWEEN POSTS, FASTEN TO INSIDE 2x6 W/ #10

2-1/2" SS SCREWS @ 6" O.C. (TYP.)

2x6 #2 SYP P.T. BOTTOM RAILING W/ CHAMFERED TOP EDGE

W/ WIRE MESH IN-BETWEEN FASTEN W/ SDS SS SCREWS TO

POST AND BASE

2" x 2" 10.5G 36W BLACK PVC COATED WIRE

MESH EQUAL TO RIVERDALE AQUAMESH

4x4 #1 SYP P.T. POST AT 60" O.C. MAX

2x4 #2 SYP P.T. INSTALLED BETWEEN POSTS, FASTEN TO INSIDE 2x4 W/ #10 2-1/2" SS SCREWS @ 6" O.C. (TYP.)

2x4 #2 SYP P.T. TOP RAILING W/ WIRE MESH IN-BETWEEN

FASTEN W/ 1/2"∅ SS CARRIAGE BOLT TO POST

2x8 WEARDECK CAP W/ ROUNDED EDGES (OR EQUAL) , FASTEN TO POST & 2x4 W/ 3" LONG SS SCREWS (CLIENT

TO SELECT COLOR)

3X12 PT BENT EACH SIDE OF 10" PILE. FASTEN TO PILE WITH 5X8"

GALVENIZED STEEL THOUGH BOLT WITH 2" WASHER AND NUT (TYP)

(2) 2X12 PT RIM JOIST EXTERIOR SIDE AND (1) 2X12 PT JOIST INTERIOR

SIDE OF 10" PILE. FASTEN TO PILE WITH 5X8" GALVANIZED STEEL

THOUGH BOLT WITH 2" WASHER AND NUT (TYP)

FASTEN (2) 2X12 PT TO 4X4 #1 SYP PT RAIL POST THAT IS

THEN FASTEN TO DOUBLE RIM JOIST WITH (2) 1/2"∅ THRU

BOLTS W/ NUT AND 2" FLAT WASHERS (TYP.)

SIMPSON 2.5 CLIP STAINLESS STEEL OR EQUAL (TYP)

10" ROUND TIMBER PILE w/ 10'-0" EMBEDMENT MIN. (TYP)

2X12 PT JOIST AT 12" O.C. MAX (TYP)

17.58' NAVD

(+) 3'-6" TOP OF RAIL

14.08' NAVD

(+/-) 0'-0" TOP OF DECK

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

9.58' NAVD

(-) 6'-7" AVG. EX. GRADE

1'-0"

EXTERIOR DROP GUARDRAIL ELEV

3'-0" MIN. TO 5'-0" MAX

8" 2'-

" M

3'- 6"

INTERIOR DROP GUARDRAIL ELEV

3'-0" MIN. TO 5'-0" MAX

8" 2'-

" M

3'- 6"

De sc rip tio n Re vi sio ns Pr oj ec t I nf or m at io n

Ap pr ov ed

B y:

Sc al e:

Jo b

N o.

Da te

Is su ed

De sig n:

Dr aw n:

Ch ec ke d:

Sheet No.

THIS SHEET IS NOT VALID WITHOUT

THE SIGNATURE AND ORIGINAL SEAL

OF A FLORIDA LICENSED ENGINEER.

T M

N A

U E

G O

R D

A, F

) 5

-1

N P

Max Morgan Professional Engineer

State of Florida Registration No. 94877

Max Morgan, Professional Engineer, State of Florida, License No. 94877 This item has been digitally signed and sealed by Max Morgan, P.E.

on the date indicated here.

Signature must be verified on any electronic copies.

08-29-2025

THE WEILER ENGINEERING CORPORATION

WIND PARAMETERS

FLOOD PARAMETERS

FEMA FIRM Map Number: 12115C0460G Base Flood Elevation: AE 9.80' NAVD 100-year, 1-hour Design Rainfall: 4.5 in (FBC 2023 Fig. 1611.1)

GEOTECHNICAL PARAMETERS

Data Source: Presumptive Load-Bearing Values of Soils, FBC 2023 1806.2 Vertical Bearing Capacity: 1,500 psf (FBC 2023 Table 1806.2) Lateral Bearing Pressure: 100 psf/ft (FBC 2023 Table 1806.2)

FOUNDATION SOIL AND TREATMENT

These plans are in Compliance with Florida Building Code 2023 8th edition (FBC) for the parameters indicated.

S101

S . R

R D.

E F

T B

K D

O D, F L

/2 8/

5.0

BOARDWALK PLAN D 1/4" = 1'-0"

GENERAL NOTES:

1. PILES SHALL HAVE EMBEDMENT TO MIN. DEPTH INDICATED OR TO

PRACTICAL REFUSAL AS DEFINED AS 20 BLOWS PER INCH OR LESS

THAN ONE INCH PENETRATION, WITH THE HAMMER OPERATING AT

THE HIGHEST SETTING DETERMINED BY THE ENGINEER AND LESS

THAN 1/4 INCHES REBOUND PER BLOW THEN PILE SHALL BE CUT TO

REQUIRED HEIGHT.

2. ALL BOLTS SHALL EXTEND PASS THE NUT BY A MINIMUM OF THREE (3)

THREADS AND A MAX OF 2".

3. THE CUTTING OF BOLTS SHALL BE AVOIDED. SHOULD BOLTS REQUIRE

CUTTING THE BOLT SHALL BE CUT USING VIRGIN CERAMIC GRINDING

DISK, THEN TREATED WITH PASSIVATION PASTE AND THE CUT SHALL

HAVE TWO COATS APPLIED OF COLD GALVANIZING PAINT.

BOARDWALK PLAN E 1/4" = 1'-0"

BOARDWALK PLAN F 1/4" = 1'-0"

K P

WOOD BENCH

OBSERVATION DECK

1/2" = 1'-0"1

BOARDWALK CROSS SECTION

1/2" = 1'-0"2

BOARDWALK ADA DROP RAIL CROSS SECTION

1/2" = 1'-0"3

BOARDWALK RAIL ELEVATION

AutoCAD SHX Text USER: Tom.Parker PLOTTED THE S101 LAYOUT OF C:\Users\TOM~1.PAR\AppData\Local\Temp\AcPublish_7956\25035001MyakkaBoardwalk20250828.dwg, ON Aug 29, 2025 @ 9:14am

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PLATE

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PLATE

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PLATE

LINE

PLATE

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PLATE

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PLATE

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14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

26.33' NAVD

(+) 12'-3" TOP OF ROOF (TYP.)

25.08' NAVD

(+) 11'-0" TOP OF UPPER BEARING

22.71' NAVD

(+) 8'-8" TOP OF LOWER BEARING

INTERPRETIVE

SIGNAGE

SIMPSON H10ASS CLIP AT EACH RAFTER

TO BEAM CONNECTION. UNO (TYP)

SIMPSON H3SS CLIP AT EACH RAFTER TO

END OF BEAM CONNECTION. UNO (TYP)

FASTEN CROSS BRACING TO RAFTER AND PILE

WITH 58" STAINLESS STEEL BOLT AND WASHERS

(TYP)

2'-4" O.H.

14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

25.08' NAVD

(+) 11'-0" TOP OF UPPER BEARING

26.33' NAVD

(+) 12'-3" TOP OF ROOF (TYP.)

22.71' NAVD

(+) 8'-8" TOP OF LOWER BEARING

INTERPRETIVE SIGNAGE

FASTEN 2X8 PT CROSS BRACING TO RAFTER AND

PILE WITH 58" STAINLESS STEEL BOLT AND

WASHERS (TYP)

2'-0" O.H.

2X10 PT RAFTERS @ 1'-4" O.C.

PROVIDE KYNAR COATING OVER FL33818.2 1.75 GULFSEAM

0.040 GA ALUMINUM X 16" STANDING SEAM ROOF OVER

FL27076.15 WEATHER-ARMOR HT3 UNDERLAYMENT OR

EQUIVALENT INSTALLED PER MANUFACTURER

SPECIFICATIONS OVER 3/4" SHEATHING NAILED W/

STAINLESS STEEL 12d RING SHANK AT 4" O/C AT EDGES & 6"

O/C IN FIELD AND W/ H-CLIPS OR TONGUE AND GROOVE ON

RAFTER TRUSSES SPACED 16" O.C.

ADA DROP RAIL (TYP)42" HIGH GUARDRAIL (TYP)

10" TIMBER PILE (TYP)

14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

25.08' NAVD

(+) 11'-0" TOP OF BEARING

26.33' NAVD

(+) 12'-3" TOP OF ROOF (TYP.)

9'- 3"

6'-

22.71' NAVD

(+) 8'-8" TOP OF LOWER BEARING

INTERPRETIVE SIGNAGE

2'-0" O.H.

PLATE

LINE

PLATE

LINE

14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

INTERPRETIVE SIGNAGE

ADA WOOD BENCH

14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

INTERPRETIVE SIGNAGE

ADA WOOD BENCH

14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

INTERPRETIVE SIGNAGE

ADA COMPLIANT WOOD BENCH.

FASTEN 2X6 PT WITH 3" FLAT HEAD SS

SCREWS AT 12"

1'- 5"

11"2'-0"

1'- 9"

3'- 6"

11"2"2'-0"

14.08' NAVD

(+/-) 0'-0" TOP OF DECK (TYP.)

17.58' NAVD

(+) 3'-6" TOP OF RAIL (TYP.)

15.50' NAVD

(+) 1'-5" TOP OF SEAT (TYP.)

9.58' NAVD

(-) 4'-7" MEAN AVG EXISTING GRADE

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

90°

84°

STAINLESS STEEL 5

16" CARRIAGE BOLT

OF SUFFICIENT LENGTH TO FASTEN

BENCH PT WOOD MEMBERS WITH

WASHER AND NUT (TYP)

2X6 PT SYP (TYP)

80°

(2) 2X12 HDPE RIM JOIST FASTEN TO

PILES WITH 58" STAINLESS STEEL BOLT

AND WASHERS. FASTEN TO END OF

JOIST WITH (2) 30d COMMON NAIL

4X4 P.T. POST FASTEN TO DOUBLE RIM

JOIST WITH 12"X7" STAINLESS STEEL

BOLT W/ NUT AND WASHER

CONTINUOUS 2X4 P.T. RAIL FASTEN

TO 4X4 P.T. POST WITH 12"X5 12"

STAINLESS STEEL BOLT AND NUT,

PROVIDE WASHER

2X8 WEARDECK CAP W/ ROUNDED

EDGES (OR EQUAL) FASTEN TO 2X4

AND 4X4 POST WITH 3" FLAT HEAD

STAINLESS DECK SCREWS @ 12"O.C.

5'-8" 7'-11"

7'-10" 7'-10"

4'- 0"

2'- 7"

4'- 0"

2'- 7"

7'-11"

6'- 7"

50'-7"

90°

ADA DROP RAIL WITH INTERPRETIVE SIGNAGE

WIDTH VARIES, ADA RAIL MAX WIDTH OF 72" –

REFER TO INTERPRETIVE SIGNAGE SIZE

TABLE ON SHEET G102

14.08' NAVD

(+/-) 0'-0" TOP OF DECK

10.10' NAVD

(-) 3'-11" START OF DECK

12.09' NAVD

(-) 2'-0" TOP OF LANDING DECK

RAMP SLOPE:

6.71%

1:14.9 RISE / RUN

3.84 DEGREES

RAMP SLOPE:

7.85%

1:12.7 RISE / RUN

4.49 DEGREES

3'- 6"

PLATE

LINE

9" 2'-

3'- 6"

4" 5"

2'-

INTERPRETIVE SIGNAGE MOUNT SHALL BE MANUFACTURED

BY BCE (BUREAU OF CORRECTIONAL ENTERPRISES), MODEL

SERIES INT-XXXX-30-REG-0, OR APPROVED EQUAL. MOUNT

TYPE SHALL BE REGULAR WOOD 4X4 PT POST BRACKET WITH

A 30° VIEWING ANGLE

17.58' NAVD

(+) 3'-6" TOP OF RAIL

14.08' NAVD

(+/-) 0'-0" TOP OF DECK

12.08' NAVD

(-) 2'-0" LOWEST HORZ MEMBER

9.58' NAVD

(-) 6'-7" AVG. EX. GRADE

1'-0"

NOTE:

INTERPRETIVE SIGNAGE IS A SITE-CONSTRUCTED, NON-ILLUMINATED,

NON‑FREESTANDING ASSEMBLY, ENGINEERED AND ATTACHED TO THE EXISTING

PERMITTED BOARDWALK STRUCTURE. PER FBC 2023 CHAPTER 1 AND CHAPTER 16 AND

FLORIDA ADMINISTRATIVE CODE RULE 61G20‑3.001, THE SIGNAGE DOES NOT CONSTITUTE

A BUILDING OR ENVELOPE COMPONENT AND THEREFORE IS EXEMPT FROM FLORIDA

PRODUCT APPROVAL REQUIREMENTS FOR LISTED PRODUCT CATEGORIES.

SIG

"-4

30°

4X4 PT SIGNAGE POST FASTEN TO TO DOUBLE RIM

JOIST WITH (2) 1/2"∅ THRU BOLTS W/ NUT AND 2" FLAT

WASHERS (TYP.)

INTERPRETIVE SIGNAGE MOUNT (BCE MODEL

INT-XXXX-30-REG-0 OR APPROVED EQUAL) TO BE INSTALLED

ON EXTERIOR SIDE OF GUARDRAIL AT (2) ADA DROP RAIL

LOCATIONS AS INDICATED IN PLAN. REFER TO SHEET G102

INTERPRETIVE SIGNAGE FOR ADDITIONAL INFORMATION.

CONTRACTOR TO FURNISH AND INSTALL SIGN MOUNT PER

MANUFACTURER REQUIREMENTS. CLIENT TO PROVIDE

COMPLETED GRAPHIC PANEL TO BE INSTALLED BY

CONTRACTOR IN FIELD. SIGNAGE SIZE VARIES – CLIENT

SHALL SELECT FINAL SIZE AS REFERENCED ON SHEET G102.

De sc rip tio n Re vi sio ns Pr oj ec t I nf or m at io n

Ap pr ov ed

B y:

Sc al e:

Jo b

N o.

Da te

Is su ed

De sig n:

Dr aw n:

Ch ec ke d:

Sheet No.

THIS SHEET IS NOT VALID WITHOUT

THE SIGNATURE AND ORIGINAL SEAL

OF A FLORIDA LICENSED ENGINEER.

T M

N A

U E

G O

R D

A, F

) 5

-1

N P

Max Morgan Professional Engineer

State of Florida Registration No. 94877

Max Morgan, Professional Engineer, State of Florida, License No. 94877 This item has been digitally signed and sealed by Max Morgan, P.E.

on the date indicated here.

Signature must be verified on any electronic copies.

08-29-2025

THE WEILER ENGINEERING CORPORATION

WIND PARAMETERS

FLOOD PARAMETERS

FEMA FIRM Map Number: 12115C0460G Base Flood Elevation: AE 9.80' NAVD 100-year, 1-hour Design Rainfall: 4.5 in (FBC 2023 Fig. 1611.1)

GEOTECHNICAL PARAMETERS

Data Source: Presumptive Load-Bearing Values of Soils, FBC 2023 1806.2 Vertical Bearing Capacity: 1,500 psf (FBC 2023 Table 1806.2) Lateral Bearing Pressure: 100 psf/ft (FBC 2023 Table 1806.2)

FOUNDATION SOIL AND TREATMENT

These plans are in Compliance with Florida Building Code 2023 8th edition (FBC) for the parameters indicated.

S200

S . R

R D.

E F

T B

K D

O D, F L

/2 8/

5.0

NORTHEAST OBSERVATION DECK ELEVATION 1/4" = 1'-0" SOUTHWEST OBSERVATION DECK ELEVATION 1/4" = 1'-0" SOUTHEAST OBSERVATION DECK ELEVATION 1/4" = 1'-0"

RAMP ELEVATION 1/4" = 1'-0"

NORTHWEST MIDWALK BENCH ELEVATION 1/4" = 1'-0"SOUTHEAST MIDWALK BENCH ELEVATION 1/4" = 1'-0"

3/4" = 1'-0"1

BENCH SECTION MIDWALK BENCH PLAN 1/2" = 1'-0"

5'-9" 3'-3"

4'- 6"

S200.0

3/4" = 1'-0"2

BENCH SECTION

1/2" = 1'-0"3

INTERPRETIVE SIGNAGE

AutoCAD SHX Text USER: Tom.Parker PLOTTED THE S200 LAYOUT OF C:\Users\TOM~1.PAR\AppData\Local\Temp\AcPublish_7956\25035001MyakkaBoardwalk20250828.dwg, ON Aug 29, 2025 @ 9:14am

2X6 BEAM

RIDGE CAP 24 GAUGE 5-V

CRIMP METAL

ROOFING

METAL ROOF GABLE

END FLASHING

ASSEMBLY

6' X 4' DISPLAY

PANEL ULINE

ENCLOSED CORK

BOARD H-5823

2X6 PT BOTTOM RAILS

6X6 PT POSTS (SEE

FRAMING)

1'- 6"

6'-6"

2X6 FASCIA BEAM

1'- 0"

6" 3'-

7" 1'-

8'- 0"

9'-10"

2X6 CROSS

BRACKING

PROVIDE KYNAR COATING OVER FL33818.2 1.75 GULFSEAM

0.040 GA ALUMINUM X 16" STANDING SEAM ROOF OVER

FL27076.15 WEATHER-ARMOR HT3 UNDERLAYMENT OR

EQUIVALENT INSTALLED PER MANUFACTURER

SPECIFICATIONS OVER 3/4" SHEATHING NAILED W/

STAINLESS STEEL 12d RING SHANK AT 4" O/C AT EDGES & 6"

O/C IN FIELD AND W/ H-CLIPS OR TONGUE AND GROOVE ON

RAFTER TRUSSES SPACED 16" O.C.

3/4" SHEATHING

ED-1 EAVE DRIP FLASHING PER

MANUFACTURER

TWIST STRAP (SIMPSON LTS12 OR APPROVED

EQUAL) BOTH SIDES @ EA. END OF BEAM

PAVING AS PER SITE SPECIFIC SITE PLAN

(LAYOUT TO BE DETERMINED BY PROJECT)

RC-8 RIDGE CAP W/

CLOSURE STRIPS PER MANU.

2X6 PT RAFTERS @ 1'-6"

O.C., PLUMB CUT

2X6 PT BEAMS, CONNECT TO POST W/ (2)

1/2"Ø BOLTS

DISPLAY PANEL

2X6 PT RAILS LET-IN & BOLTED TO POST (2) 1/2"Ø

BOLTS, NUTS & WASHERS (RECESS BOLT HEADS

INTO POSTS) (TYP.)

6X6 PT POST (SEE FRAMING)

2X6 PT BRACING, ATTACH @ EA. BEAM

W/ (2) 1/2" X 8" LAG SCREW

2X6 BOTTOM CORD

TORCH APPLIED ROT PROTECTOR POST SAVER

PRO-SLEEVE OR EQUAL APPLY PER MANUFACTURER

SPEC.

(+) 8'-0" BEARING HGT

(+) 10.40' NAVD

(-) 7'-0" PILE BOTTOM

(-) 9.4' NAVD

(+/-) 0'-0" FINISHED GRADE

(+) 2.4' NAVD

(+) 10'-0" ROOF HEIGHT

(+) 12.37' NAVD

7' EMBED

INSTALL CORK BOARD DISPLAY PER

MANUFACTURERS SPECIFICATIONS

2X8 RIDGEBOARD, FASTEN

RAFTERS TO RIDGEBOARD W/ (1)

#8X3" SCREW EA. RAFTER BOARD

SIMPSON ML23Z ANGLE OR

EQUAL W/ (4) 1/4"X1 1/2" SDS

FASTENERS BEAM TO BEAM

SIMPSON H3 HURRICANE CLIPS (BOTH

SIDES) @ EA. END OF RAFTERS (BOTH

SIDES) TO BEAMS BELOW, TYP.

PITCH: 6 58"

12"

2X6 PT FASCIA

1X PT NAILER

2X6 PT CROSS BRACING

2X6 PT BLOCKING

FASTEN 2X6 FASCIA TO BEAMS

W/ (2) 16d RINGSHANK NAILS

EA. END

ATTACH W/

SIMPSON LTS12

OR EQUAL

2X6 BEAM BELOW, ATTACH

TO 6X6 POSTS W/ W/ (2)

1/2"Ø THRU BOLTS W/ NUTS

& WASHERS EA. WAY. BEAM

TO BEAM

2X6 BEAMS @

1'-6" O.C. (TYP)

9'-8"

4'- 9"

2'- 5"

6'-6"1'-7" 1'-7"

1'-4"1'-4"1'-4"9" 1'-4" 1'-4"1'-4" 9"

SIMPSON ML23Z ANGLE OR

EQUAL W/ (4) 1/4"X1 1/2" SDS

FASTENERS BEAM TO BEAM

SIMPSON H3 HURRICANE CLIPS

(BOTH SIDES) @ EA. END OF

RAFTERS (BOTH SIDES) TO

BEAMS BELOW, (TYP.)

RAFTER

FRAMING AT 16" O/C

MIN. 3/4" SHEATHING

PLYWOOD CLIPS OR T&G

SHEATHING

12d RING SHANK NAILS

AT 6"O/C IN FIELD

12d RING SHANK NAILS

AT 4" O/C AT EDGES

KIOSK COMPONENTS AND CLADDING SCHEDULE

DESCRIPTION REMARKSNOA/FBC

APPROVALMODEL OR SERIESMANUFACTURE

FPA#: FL33818.2

EXP: 10/06/2026

WIND: +/- 164.25 PSF

GULFSEAMGULFCOAST1.75" GULFSEAM 0.040" STANDING SEAM ALUMINUM ROOF

FPA#: 20-0714.01

EXP: 03/28/2028WEATHER ARMORAPOCWEATHER-ARMOR HT3 UNDERLAYMENT MODIFIED BITUMINOUS SELF-ADHERING UNDERLAYMENT

0.040 GA X16" ALUMINUM W/ KYNAR COATING

De sc rip tio n Re vi sio ns Pr oj ec t I nf or m at io n

Ap pr ov ed

B y:

Sc al e:

Jo b

N o.

Da te

Is su ed

De sig n:

Dr aw n:

Ch ec ke d:

Sheet No.

THIS SHEET IS NOT VALID WITHOUT

THE SIGNATURE AND ORIGINAL SEAL

OF A FLORIDA LICENSED ENGINEER.

T M

N A

U E

G O

R D

A, F

) 5

-1

N P

Max Morgan Professional Engineer

State of Florida Registration No. 94877

Max Morgan, Professional Engineer, State of Florida, License No. 94877 This item has been digitally signed and sealed by Max Morgan, P.E.

on the date indicated here.

Signature must be verified on any electronic copies.

08-29-2025

THE WEILER ENGINEERING CORPORATION

WIND PARAMETERS

FLOOD PARAMETERS

FEMA FIRM Map Number: 12115C0460G Base Flood Elevation: AE 9.80' NAVD 100-year, 1-hour Design Rainfall: 4.5 in (FBC 2023 Fig. 1611.1)

GEOTECHNICAL PARAMETERS

Data Source: Presumptive Load-Bearing Values of Soils, FBC 2023 1806.2 Vertical Bearing Capacity: 1,500 psf (FBC 2023 Table 1806.2) Lateral Bearing Pressure: 100 psf/ft (FBC 2023 Table 1806.2)

FOUNDATION SOIL AND TREATMENT

These plans are in Compliance with Florida Building Code 2023 8th edition (FBC) for the parameters indicated.

S300

S . R

R D.

E F

T B

K D

O D, F L

/2 8/

5.0

K P

3/4" = 1'-0"C

KIOSK SECTION DETAIL

3/4" = 1'-0"B

KIOSK ROOF FRAMING

3/4" = 1'-0"D

KIOSK ROOF SHEATHING ATTACHMENT

3/4" = 1'-0"A

KIOSK ELEVATION

KIOSK CONSTRUCTION NOTES AND SPECIFICATIONS:

1. REFER TO CIVIL PLANS FOR LOCATION OF KIOSK

2. DO NOT SCALE FROM DRAWINGS.

3. ALL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 8TH EDITION, 2023.

4. VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO START OF CONSTRUCTION. NOTIFY THE ARCHITECT / ENGINEER

OF ANY DISCREPANCIES OR INCONSISTENCIES.

5. NO CHANGES OF INFORMATION SHOWN ON THE DRAWINGS SHALL BE MADE WITHOUT THE SPECIFIC WRITTEN APPROVAL

OF THE ARCHITECT / ENGINEER.

6. DESIGN INFORMATION SHOWN ON THE DRAWINGS PROVIDE OVERALL DIMENSIONAL PARAMETERS AND DESCRIBE ELEMENTS TO BE CONSTRUCTED. THE CONTRACTOR SHALL ADJUST DIMENSIONS AND DETAILS AS REQUIRED TO FIT EXISTING CONDITIONS. THE ARCHITECT / ENGINEER SHALL BE NOTIFIED OF ANY PROPOSED MODIFICATIONS.

7. DEMOLITION SHALL INCLUDE REMOVAL, TRANSPORT AND DISPOSAL OF ALL WASTE MATERIAL RELATED TO THE

CONSTRUCTION OF THE PROJECT TO AN APPROVED DISPOSAL FACILITY.

8. THE CONTRACTOR IS TO FLAG THE CONSTRUCTION BOUNDARIES FOR INSPECTION AND APPROVAL BY THE OWNER.

9. ALL EXTERIOR WOOD, UNLESS NOTED OTHERWISE (UNO) SHALL BE S4S NO. 2 SOUTHERN YELLOW PINE K.D. AFTER TREATMENT. TREATMENT SHALL BE IN ACCORDANCE WITH AWPA STANDARDS FOR MCQ .40P/CF. FOR ABOVE GROUND, .40P/CF. FOR GROUND & FRESHWATER CONTACT, .60P/CF. FOR PERMANENT FOUNDATION USE. CUT SURFACES OF TREATED WOOD SHALL BE TREATED WITH PRESERVATIVE IN ACCORDANCE WITH AWPA STANDARD M4. COPPER

NAPHTHENATE SOLUTION SHALL BE BRUSHED INTO ALL BOLT HOLES.

10. PLYWOOD ROOF DECK SHALL BE 34" PRESSURE TREATED EXT. GRADE BC (UNO) WITH "B" FACE VISIBLE.

11. ROOF MATERIAL SHALL BE 5 'V' CRIMP, 24 GA. FOREST GREEN, GALV. OR GALVALUME. PROVIDE PROPER SEPARATION BETWEEN METAL AND ANY TREATED WOOD. APPLY ROOFING METAL OVER 30# ROOF FELT ON PLYWOOD SHEATHING, IN ACCORDANCE WITH MANU. RECOMMENDATIONS FOR CODE AND WIND UPLIFT PER LOCATION OF INSTALLATION. (ROOF PANELS BY GULF COAST OR EQ.). PANELS SHALL BE FASTENED, AT A MINIMUM, WITH 1-1/2" LONG #9 GALVANIZED OR STAINLESS STEEL WOODS WITH BONDED NEOPRENE WASHERS. COLOR OF FASTENER TO MATCH PANEL COLOR. SPACED AT 6" O.C. ALONG PANEL FLASHING, TRIMS, EDGES, EAVES VALLEYS, GABLED ENDS, HIPS, AND RIDGES. SPACED 16" O.C.

ON PANEL RIBS AT INTERMEDIATE FIELDS. DO NOT OVER TIGHTEN FASTENERS. NO DIMPLES ALLOWED.

12. WOOD PILINGS/POSTS SHALL COMPLY WITH SECTION 1809 FBC, LATEST EDITION, AND SHALL BE NO. 2 SYP. PILES SHALL COMPLY WITH DOC PS-20. TREATMENT SHALL BE IN ACCORDANCE WITH AWPA STANDARDS FOR ROUND OR SAWN TIMBER PILES. PILINGS MAY BE DRIVEN OR JETTED WITH THE LAST ONE FOOT DRIVEN. DEPTH WILL VARY BY SITE PER GEOTECH.

RECOMMENDATIONS.

13. UNLESS NOTED OTHERWISE (UNO) ALL METAL CONNECTORS SHALL BE STAINLESS STEEL MANUFACTURED SIMPSON

STRONG TIE OR EQ. FASTEN IN ACCORD WITH MANUFACTURER'S REQUIREMENTS.

14. UNLESS NOTED OTHERWISE (UNO) ALL FASTENERS, SCREWS, ANGLES AND METAL CLIPS TO BE STAINLESS STEEL WITH

STAINLESS STEEL BOLTS, NUTS AND WASHERS. MEET SPECIFICATIONS OF ASTM A153

15. DESIGN LOADS:

15.1. SUPERIMPOSED DEAD LOADS:

15.2. DEAD LOADS SHALL BE TAKEN AS THE ACTUAL WEIGHTS OF MATERIALS AND CONSTRUCTIONS OR OTHERWISE

SATISFACTORY VALUES DESCRIBED IN THE FLORIDA BUILDING CODE.

15.3. SUPERIMPOSED LIVE LOADS:

15.3.1. ROOF 20 PSF

15.3.2. DESIGN WIND LOADS:

15.3.1.1. GOVERNING CODE ASCE 7-22

15.3.1.2. ULTIMATE DESIGN WIND SPEED V=141 MPH

15.3.1.3. BUILDING RISK CATEGORY I

15.3.1.4. EXPOSURE - MWFRS D

15.3.1.5. CLADDING AND COMPONENT SEE SCHEDULE

15.3.1.6. INTERNAL PRESS. COEF. GCPI=/-0.00 (OPEN BUILDING)

15.3.1.7. MEAN ROOF HIGH 8.5 FEET

15.3.1.8. WIND DIRECTIONAL FACTOR Kd=0.85

15.3.1.9. ULTIMATE DESIGN PRESSURES (PSF) FOR COMPONENTS AND CLADDING SURFACES:

15.3.1.9.1. ROOF SURFACE(+46, -88 PSF)

15.3.1.9.2. VERTICAL SURFACE(+53, -53 PSF)

16. DISPLAY PANEL BACKING TO BE 34" BC TREATED PLYWOOD, "B" FACE ON THE DISPLAY PANEL SIDE. DISPLAY PANEL GRAPHICS TO BE PROVIDED BY OTHERS. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY AND ENSURE THAT DISPLAY PANELS ARE SIZED IN ACCORDANCE WITH PANEL GRAPHICS. INCORRECT DISPLAY PANELS SIZES ARE NOT ACCEPTABLE. BACKBOARD PANEL & TRIM FINISH: APPLY ALKYD BASED PRIMER & 2 TOP COATS PAINT COLOR TO MATCH

BENJ.. MOORE #HC 130.

USER: Tom.Parker PLOTTED THE S300 LAYOUT OF C:\Users\TOM~1.PAR\AppData\Local\Temp\AcPublish_7956\25035001MyakkaBoardwalk20250828.

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Feb 9, 2026.