25-8576_Exhibit_M4_-_Chikee_Hut_Structure_Plans.pdf

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STRUCTURAL NOTES

STRUCTURAL NOTES:

A. ELECTRONIC VERSIONS OF STRUCTURAL DRAWINGS ARE THE SOLE, COPYRIGHTED

PROPERTY OF TRC WORLDWIDE ENGINEERING. ELECTRONIC VERSIONS OF

DRAWINGS ARE NOT TO BE USED OR TRANSFERRED WITHOUT THE EXPRESS,

WRITTEN PERMISSION OF TRC WORLDWIDE ENGINEERING.

1010 GENERAL:

A. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB

SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND

SITE DRAWINGS. CONSULT THESE DRAWINGS FOR DEPRESSIONS, DIMENSIONS, AND

OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

B. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES

SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING

WITH THE AFFECTED PART OF THE WORK.

C. WHERE DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MORE STRINGENT

RESTRICTIONS AND REQUIREMENTS SHALL GOVERN.

D. PLAN NOTES, DETAILS AND SECTIONS SHALL TAKE PRECEDENCE OVER GENERAL

STRUCTURAL NOTES. TYPICAL DETAILS AND SECTIONS NOT CUT ON PLANS SHALL

APPLY UNLESS NOTED OTHERWISE.

E. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE

BUILDING IS COMPLETE. IT IS THE CONTRACTOR’S RESPONSIBILITY TO DETERMINE

ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND

IT’S COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY

SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE DOWNS. CONTRACTOR IS

RESPONSIBLE FOR ENSURING THAT CONSTRUCTION COMPLIES WITH OSHA

REGULATION INCLUDING DESIGN OF CONNECTIONS OF MEMBERS THAT WILL NOT BE

FULLY COMPLETED AT THE TIME OF INSTALLATION.

F. TOWER CRANES ARE A CONTRACTOR RESPONSIBILITY AND SHALL BE DESIGNED FOR

APPLICABLE CRITERIA INCLUDING BUT NOT LIMITED TO INSURANCE REQUIREMENTS

AND APPLICABLE BUILDING CODES AT THE PROJECT LOCATION. THE CONTRACTOR

SHALL SUBMIT A CRANE LAYOUT, SHOP DRAWINGS, CALCULATIONS AND REACTIONS

FOR BOTH FOUNDATIONS AND CRANE TIE-IN LOCATIONS, SIGNED AND SEALED BY A

FLORIDA LICENSED PROFESSIONAL ENGINEER. THE ENGINEER OF RECORD SHALL BE

RETAINED BY THE CONTRACTOR TO EVALUATE CRANE TIE-IN FORCES ON THE

BUILDING STRUCTURE AND TO PROVIDE CRANE FOUNDATION DESIGN.

1011 CONTRACTOR PROPOSED CHANGES AND SUBSTITUTIONS:

A. PROPOSED CHANGES OR SUBSTITUTIONS TO STRUCTURAL DETAILS OR PLANS

SHALL BE SUBMITTED TO THE ENGINEER OF RECORD (EOR) FOR REVIEW AND

APPROVAL. SUBMITTALS SHALL CONTAIN FULL DOCUMENTATION OF CHANGES OR

SUBSTITUTIONS WITH SUPPORTING, SEALED CALCULATIONS (WHERE APPLICABLE).

THE REVIEW OF CHANGES AND SUBSTITUTIONS, RE-ANALYSIS AND/OR RE-DRAFTING

TO INCORPORATE CHANGES OR SUBSTITUTIONS INTO CONTRACT DOCUMENTS ARE

ADDITIONAL SERVICES FOR EOR. EOR IS NOT RESPONSIBLE FOR DETERMINING THE

COST EFFECTIVENESS OF PROPOSED CHANGES.

1012 CONTRACTOR REQUIRED REMEDIAL WORK:

A. DESIGN OF REMEDIAL WORK RELATED TO CONSTRUCTION ERRORS, INSTALLATIONS

NOT IN CONFORMANCE WITH CONTRACT DOCUMENTS, OR IN ANY WAY BROUGHT

ABOUT BY ACTIVITIES OF THE CONTRACTOR, IS NOT WITHIN THE SCOPE OF

CONSTRUCTION ADMINISTRATION SERVICES PROVIDED BY TRC WORLDWIDE

ENGINEERING. THE CONTRACTOR SHALL CARRY IN THEIR BASE BID THE COSTS FOR

ENGINEERING WORK ASSOCIATED TRC PROVIDING ADDITIONAL SERVICES IN

REACTION TO NON-CONFORMING WORK.

1120 SHOP DRAWING REVIEW:

A. SHOP DRAWING SUBMITTALS ARE REQUIRED FOR ALL COMPONENTS SHOWN ON

THESE STRUCTURAL CONTRACT DOCUMENTS INCLUDING, BUT NOT LIMITED TO:

a. ALL FASTENERS, ANCHORS, BOLTS, EPOXY ADHESIVES

b. WOOD FRAMING CONNECTORS

c. WOOD FRAMING

d. PRESSURE TREATED MATERIAL

B. SHOP DRAWINGS SHALL PROVIDE ACCURATE, DETAILED DIMENSIONAL INFORMATION

AS WELL AS COMPLETE SHOP AND FIELD ERECTION DETAILS NOT SHOWN ON

CONTRACT DOCUMENTS NECESSARY FOR FABRICATION AND INSTALLATION OF

COMPONENT.

C. SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY THE CONTRACTOR’S FIELD

ENGINEER PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS

SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.

D. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN

INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF

THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO

QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.

E. SHOP DRAWING SUBMITTALS SHALL BE SUBMITTED IN ELECTRONIC PDF FILE FORMAT

ONLY.

F. SHOP DRAWINGS SHALL NOT CONTAIN DETAILS COPIED OR REPRODUCED FROM THE

CONTRACT DOCUMENTS. REPRODUCTION OF THE CONTRACT DOCUMENTS WILL

RESULT IN A REJECTION OF THE SHOP DRAWINGS

G. ELECTRONIC VERSIONS OF STRUCTURAL CONTRACT DOCUMENTS ARE THE SOLE,

COPYRIGHTED PROPERTY OF TRC WORLDWIDE ENGINEERING. ELECTRONIC VERSIONS

OF DRAWINGS ARE NOT TO BE USED OR TRANSFERRED WITHOUT THE EXPRESS,

WRITTEN PERMISSION OF TRC WORLDWIDE ENGINEERING. USERS WILL SIGN A

RELEASE AND REIMBURSE TRC WORLDWIDE ENGINEERING. FOR EXPENSES INCURRED

IN PREPARING AND TRANSMITTING ELECTRONIC DRAWINGS AT THE RATE TO BE

DETERMINED UPON REQUEST.

H. THE CONTRACT DOCUMENTS SHALL GOVERN OVER THE SHOP DRAWINGS UNLESS

OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER.

I. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY FLAGGED AND

NOTED. THE PURPOSE OF THE RE-SUBMITTALS SHALL BE CLEARLY NOTED ON THE

LETTER OF TRANSMITTAL. ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS

CAUSING THE RE-SUBMITTAL.

J. ELECTRONIC SUBMITTALS OF SHOP DRAWINGS WILL ONLY BE ACCEPTED AND

REVIEWED PENDING ABOVE CONDITIONS ARE MET. TRC WORLDWIDE ENGINEERING.

WILL ELECTRONICALLY RETURN SUBMITTAL IN PDF FORMAT AND WILL NOT BE

RESPONSIBLE FOR PRINTING MULTIPLE COPIES FOR DISTRIBUTION.

1122 RFI REVIEW:

A. ALL OF CONTRACTOR'S REQUEST(S) FOR INFORMATION (RFI's) SHALL STATE

CONTRACTOR’S SUGGESTION(S) FOR RESOLUTION AND COST IMPLICATIONS FOR

SUGGESTION(S). ENGINEER OF RECORD IS NOT RESPONSIBLE FOR DETERMINING

COST OR COST EFFECTIVENESS OF RFI RESPONSES.

1061 DESIGN LOADS:

A. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE

WITH THE 2020 FLORIDA BUILDING CODE, 7TH EDITION.

B. LIVE LOADS ARE REDUCED FROM THE BASE LIVE LOADS SHOWN AS ALLOWED BY THE

REFERENCED BUILDING CODE. THE FOLLOWING SUPERIMPOSED DEAD LOADS AND LIVE

LOADS HAVE BEEN UTILIZED:

1015 ALTERATION OF EXISTING FACILITY:

A. INFORMATION SHOWN FOR THE EXISTING FACILITY ON THESE DRAWINGS WERE

TAKEN FROM THE DRAWINGS THAT WERE:

PREPARED BY: COASTAL ENGINEERING CONSULTANTS, INC

ENTITLED: DUNE CROSS WALKS, COLLIER COUNTY BAREFOOT

BEACH PRESERVE

DATED: OCT. 1989

PREPARED BY: COASTAL ENGINEERING CONSULTANTS, INC

BARANY SCHMITT WEAVER AND PARTNERS, INC

KRIS JAIN & ASSOCIATES, INC

U.C.I. ENGINEERING, INC

ENTITLED: BATHHOUSE AT BAREFOOT BEACH PRESERVE

DATED: NOV. 1990

B. WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION

WAS PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL

DRAWINGS INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER

SIZES, MATERIALS, DETAILS, ETC. 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.

C. PRIOR TO SUBMISSION OF BIDS, THE CONTRACTOR SHALL HAVE VISITED THE SITE

AND THOROUGHLY ACQUAINTED HIMSELF WITH THE EXACT NATURE OF THE WORK

INDICATED ON THE DRAWINGS AND THE SPECIFICATIONS REQUIREMENTS. FAILURE

TO COMPLY WITH THE AFOREMENTIONED REQUIREMENTS SHALL NOT CONSTITUTE

A BASIS FOR CLAIMS FOR ADDITIONAL COMPENSATION.

D. ENGINEERING ANALYSIS HAS NOT BEEN PERFORMED BY TRC. TO DETERMINE THAT

THE EXISTING STRUCTURE IS IN COMPLIANCE WITH CURRENT CODE REQUIREMENTS

OR CODE REQUIREMENTS PREVALENT AT THE TIME OF ORIGINAL CONSTRUCTION.

E. PRIOR TO ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR

SHALL VERIFY ALL MEASUREMENTS, DIMENSIONS AND OTHER CONDITIONS OF EACH

STRUCTURE SCHEDULED FOR WORK AS MAY BE NECESSARY OR REQUIRED IN THE

CONNECTION WITH THIS WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

THE CORRECTNESS OF SAME. PROVIDE TEN WORKING DAYS NOTICE TO THE

OWNER PRIOR TO COMMENCING EACH CUTTING OR ALTERATION ACTIVITY.

F. PROTECTION OF EXISTING EQUIPMENT, NEWLY INSTALLED EQUIPMENT, BUILDING

AND STRUCTURES:

a. THE CONTRACTOR SHALL FURNISH AND ERECT NECESSARY TEMPORARY DUST

TIGHT PROOF PARTITIONS WHERE DEMOLITION IS REQUIRED TO PROTECT

EXISTING EQUIPMENT, NEWLY INSTALLED EQUIPMENT, BUILDINGS AND

STRUCTURES AND AS DIRECTED BY THE OWNER OR ENGINEER.

b. PARTITIONS SHALL BE CONSTRUCTED OF WOOD STUDS WITH PLYWOOD OR

POLYETHYLENE SHEETING. PARTITIONS SHALL EXTEND FROM A CLOSURE PLATE

AT THE FLOOR TO EITHER THE BUILDING CEILING OR A TEMPORARY CEILING.

THE CONTRACTOR SHALL FURNISH AND INSTALL ONE DOOR IN EACH

ENCLOSURE COMPLETE WITH HARDWARE. SUCH ENCLOSURES WILL BE

REQUIRED IN ALL AREAS OF DEMOLITION WORK AND FOR PROTECTION OF

EXISTING EQUIPMENT AND NEWLY INSTALLED EQUIPMENT.

c. CONTRACTOR SHALL PROVIDE AN ADEQUATE VENTILATION SYSTEM FOR

WORKERS AND FOR DUST REMOVAL. CONTRACTOR SHALL PROVIDE ADEQUATE

LIGHTING AS REQUIRED FOR THE DEMOLITION WORK.

G. CONTRACTOR SHALL CARRY AN ALLOWANCE IN HIS BID FOR UNFORSEEN EXISTING

CONDITIONS.

GRAVITY LOADS

LOCATION

BOARDWALKS / PAVILIONS

LIVE LOAD REDUCTION ON SUPPORTING ELEMENTS SHALL BE IN

ACCORDANCE WITH THE BUILDING CODE. NO LIVE LOAD REDUCTION OF

ROOF LOADING IS PERMITTED. UNIFORMED DEAD LOAD IS ADDITIVE TO

ACTUAL STRUCTURAL WEIGHTS.

UNIFORM LIVE LOADSUPERIMPOSED

DEAD LOAD

10010

WIND LOADS

ULT. WIND SPEED (3 SECOND GUST) 150 MPH

ASD WIND SPEED (3 SECOND GUST) 90 MPH

BUILDING RISK CATEGORY I

WIND EXPOSURE C

BUILDING CLASSIFICATION OPEN

INTERNAL PRESSURE COEFFICIENT ±0.18

VELOCITY PRESSURE ** PSF

2355 WOOD PILES:

A. PILES SHALL COMPLY WITH ASTM D25 AND BE TREATED (AWPB STD-MLP P5-72)

SOUTHERN PINE WITH A MINIMUM BUTT DIAMETER OF 8". PILES SHALL BE DRIVEN A

MINIMUM OF 12 FEET INTO BEARING STRATA AND ACHIEVE A MINIMUM SAFE BEARING

CAPACITY OF 6 TONS AS COMPUTED BY AN APPROPRIATE DRIVING FORMULA. PILE

DRIVING OPERATIONS SHALL BE PERFORMED UNDER THE SUPERVISION OF A

REGISTERED PROFESSIONAL ENGINEER WITHIN THE JURISDICTION OF THE PROJECT.

3601 POST-INSTALLED ANCHORS:

A. POST INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE

DRAWINGS.

B. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO

USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN ANCHORS.

C. CARE SHALL BE GIVEN TO AVOID DAMAGING EXISTING REBAR WHEN DRILLING HOLES.

HOLES SHALL BE DRILLED AND CLEANED PER MANUFACTURER’S INSTRUCTIONS.

D. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE

APPROPRIATE SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL

ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED FOR SUPPORT OF THE INTENDED

LOAD. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER’S INSTALLATION

INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCE AND/OR SPACING

INDICATED IN THE MANUFACTURER’S LITERATURE.

E. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW SHALL

BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL WITH

CALCULATIONS PREPARED, SIGNED AND SEALED BY AN ENGINEER REGISTERED IN

THE JURISDICTION OF THE PROJECT SHOWING THAT THE SUBSTITUTED PRODUCT

WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN

PROCEDURE.

F. ACCEPTABLE PRODUCTS FOR ANCHORS EXPOSED TO WEATHER OR FOR

ENVIRONMENTAL STRUCTURES ARE AS FOLLOWS:

a. CONCRETE MECHANICAL ANCHORS:

• TRUBOLT BY ITW REDHEAD - AISI 316 STAINLESS STEEL

• KWIK BOLT 3 BY HILTI - AISI 316 STAINLESS STEEL

• POWER STUD BY POWERS - AISI 316 STAINLESS STEEL

b. SCREW ANCHORS:

• TAPPER BY POWERS - AISI 316 STAINLESS STEEL

• HUS-H BY HILTI

6100 ROUGH CARPENTRY:

A. CONTRACTOR SHALL MAKE ALLOWANCE FOR SUPPLYING AND ERECTING 1000 BOARD

FEET OF VARIOUS LUMBER SIZES TO BE 20 IN ADDITION TO THAT SHOWN ON PLAN,

WITHIN SECTIONS, DETAIL AND SCHEDULES TO BE USED IN PLACE AT THE DISCRETION

OF THE STRUCTURAL ENGINEER.

B. STRUCTURAL WOOD COMPONENTS (STUDS, BEAMS, JOISTS, RAFTERS, ETC.) SHALL

HAVE THE FOLLOWING MINIMUM DESIGN VALUES OF No. 2 SOUTHERN PINE

CONFORMING TO THE LATEST EDITION OF NDS, AS FOLLOWS:

a. JOISTS & BEAMS:

• SHEAR Fv = 175 PSI

• BENDING 2x4 Fb = 1,100 PSI

• BENDING 2x6 Fb = 1,000 PSI

• BENDING 2x8 Fb = 925 PSI

• BENDING 2x10 Fb = 800 PSI

• BENDING 2x12 Fb = 750 PSI

NOTE: THE ABOVE VALUES HAVE NOT BEEN MODIFIED BY APPROPRIATE

ADJUSTMENT FACTORS.

A. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS

SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED

IN ACCORDANCE WITH AMERICAN WOOD - PRESERVERS' ASSOCIATION STANDARDS.

MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.

a. WOOD POSTS (4x, 6x, 8x NOMINAL THICKNESS) SHALL BE PRESSURE TREATED WITH

AWPA WATERBORNE PRESERVATIVE FOR MARINE LUMBER AND TIMBER TO

ACHIEVE 0.60 POUNDS PER CUBIC FOOT RETENTION WITH ONE OF THE FOLLOWING:

• ALKALINE COPPER QUAT (ACQ)

• AMMONIACAL COPPER ZINC ARSENATE (ACZA)

• CHROMATED COPPER ARSENATE (CCA)

b. DIMENSIONAL LUMBER (2x NOMINAL THICKNESS) SHALL BE PRESERVATIVE

TREATED WITH ECOLIFE MANUFACTURED BY VIANCE, LLC IN ACCORDANCE WITH

ICC-ES EVALUATION REPORT ESR-2067.

B. SUSPENSION FROM ROOF STRUCTURE: CONDUIT, PIPING, OR EQUIPMENT SUSPENDED

FROM STRUCTURE, UNLESS SPECIFICALLY NOTED ON ROOF FRAMING PLANS, MUST BE

CONNECTED IN SUCH A FASHION TO NOT EXCEED DESIGN LOADS FOR TOP OR

BOTTOM CHORD AS INDICATED ON THESE DRAWINGS. SPACING OF CONNECTIONS

SHALL NOT EXCEED TRUSS SPACING IN EITHER DIRECTION. DO NOT ATTACH TO ROOF

DECK.

C. TIMBER FASTENING SHALL BE IN ACCORDANCE FBC FASTENING SCHEDULE TYPICAL

UNLESS NOTED OTHERWISE.

D. BOLTS FOR WOOD CONSTRUCTION AT INTERIOR LOCATIONS NOT EXPOSED TO

WEATHER SHALL BE ASTM A307. BOLTS EXPOSED TO WEATHER SHALL BE AISI 316

STAINLESS STEEL. SCREWS EXPOSED TO WEATHER SHALL BE AISI 316 STAINLESS

STEEL.

E. BOLT HOLES IN WOOD SHALL BE A MINIMUM OF 1/32" TO 1/16" MAX. LARGER THEN BOLT

DIAMETER. A METAL PLATE, METAL STRAP, OR WASHER NOT LESS THAN A STANDARD

CUT WASHER SHALL BE BETWEEN THE WOOD AND THE BOLT HEAD AND THE WOOD

AND THE NUT.

F. ALL NAILS FOR STRUCTURAL WORKS SHALL USE COMMON WIRE NAILS UNLESS NOTED

OTHERWISE. NAIL HOLES SHALL BE SUB-DRILLED WHERE NECESSARY TO PREVENT

SPLITTING WOOD. SEE BELOW MINIMUM REQUIREMENTS FOR SPECIFIED NAILS:

a. 8D NAILS = 0.131” DIAMETER x 2 1/2”

b. 10D NAILS = 0.148” DIAMETER x 3”

c. 16D NAILS = 0.162” DIAMETER x 3 1/2”

G. ALL COMMON HORIZONTAL FRAMING MEMBERS SUCH AS FLOOR OR CEILING JOIST,

ROOF RAFTERS, AND BEAM SHALL HAVE A MINIMUM OF 2 1/2" OF FULL BEARING OR

SHALL HAVE JOIST HANGERS. END NAILING OR TOE NAILING ALONE WITHOUT

HANGERS NOT PERMITTED UNLESS SHOWN ON DRAWINGS.

6105 WOOD FRAMING CONNECTORS:

A. CONNECTOR MODEL NUMBERS SHOWN ARE STRONG-TIE CONNECTORS AS

MANUFACTURED BY SIMPSON STRONG-TIE CO., 1450 DOOLITTLE DR., P.O. BOX 1568, SAN

LEANDRO, CA 94577. SUBSTITUTIONS ARE ACCEPTABLE WITH THE APPROVAL OF THE

STRUCTURAL ENGINEER. UNLESS NOTED OTHERWISE, INSTALL SIZE AND NUMBER OF

FASTENERS SHOWN IN LATEST SIMPSON CATALOG.

B. CONNECTORS SHALL BE HOT-DIPPED GALVANIZED TO A G185 COATING (1.85 OZ. PER

SQUARE FT.) PER ASTM A653 (SIMPSON ZMAX) WHEN ATTACHED TO UNTREATED WOOD

OR WOOD TREATED WITH: CHROMATED COPPER ARSENATE (CCA-C); DOT SODIUM

BORATE (SBX); ALKALINE COPPER QUAT ACQ-C AND ACQ-D (CARBONATE); COPPER

AZOLE (CBA-A AND CA-B); BORATE (NON-DOT).

C. CONNECTORS SHALL BE TYPE 316L STAINLESS STEEL (SIMPSON SST300) WHEN

ATTACHED TO WOOD TREATED WITH AMMONIACAL COPPER ZINC ARSENATE (ACZA) OR

OTHER PRESERVATIVES NOT LISTED ABOVE.

D. FASTENERS SHALL BE HOT-DIPPED GALVANIZED TO G90 WHEN USED WITH GALVANIZED

CONNECTORS AND STAINLESS STEEL WHEN USED WITH STAINLESS STEEL

CONNECTORS.

E. ALL STRAPS, JOIST HANGERS, AND METAL CONNECTORS SHALL BE INSTALLED

DIRECTLY TO SOLID LUMBER. DO NOT INSTALL OVER PLYWOOD SHEATHING OR

GYPSUM.

9900 PAINTING:

A. CONTRACTOR TO RE-PAINT/TOUCHUP EXISTING SURFACES WHERE DAMAGED BY

CONSTRUCTION ACTIVITIES AND TO RENDER THE COMPLETED PROJECT VISUALLY

CONTINUOUS AS NOT TO APPEAR AS RE-PAINT/TOUCHUP HAS OCCURRED.

B. USE PRIMER AND PAINT TO BE COMPATIBLE W/ EXISTING PAINT AND TO MATCH

EXISTING COLOR.

1060 DESIGN AND CONSTRUCTION STANDARDS:

A. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE

WITH THE FOLLOWING CODES AND REFERENCED STANDARDS:

(FBC 2023) FLORIDA BUILDING CODE 8th EDITION BY THE INTERNATIONAL CODE

COUNCIL, INC

(AISC 15 ED) FIFTEENTH EDITION OF THE STEEL CONSTRUCTION MANUAL BY THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(ASCE 7-22) MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS

AND OTHER STRUCTURES BY THE AMERICAN SOCIETY OF CIVIL

ENGINEERS

(NDS-18) 2018 EDITION OF NATIONAL DESIGN SPECIFICATIONS FOR WOOD

CONSTRUCTION WITH 2018 SUPPLEMENT BY AMERICAN FOREST &

PAPER ASSOCIATION

2011 FOUNDATIONS:

A. SEE THE FOLLOWING REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS

AND INSTALLATION PROCEDURES:

REPORT NO. VS240951

PREPARED BY: Socotec Cconsulting, Inc.

TITLED: PROPOSED PAVILIONS AND BOARDWALK BAREFOOT BEACH

DATED: May 2024

THIS REPORT SHALL BE CONSIDERED PART OF THE CONTRACT DOCUMENTS.

B. NO APPROVAL OR VERIFICATION OF RECOMMENDATIONS MADE WITHIN THE ABOVE

NOTED GEOTECHNICAL REPORT IS IMPLIED THROUGH REFERENCE OR USE BY TRC.

A

S100

1 C

D

CERTIFICATE OF AUTHORIZATION NO. 35826

FILE No.

www.trcww.com

- TRC Worldwide Engineering, Inc.

All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

A

B

C

D

RG ARCHITECTS P.A.

Fort Myers, FL 33901

P (239) 332-2040

F (239) 332-2049

2070 McGregor Boulevard, Suite 3 www.rgarchitectspa.com

CONSULTANT

OWNER

PROJECT TITLE

PROJECT ADDRESS

SHEET ID

SHEET TITLE

REVISIONS

DATE ISSUED:

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT NUMBER:

SEAL

a r c h i t e c t s

/8

/2

:1

:5

P M

A u to d e s k D o c s /2

C

C B a re fo o t B e a c h

R e s to ra ti o n /2

F

T M

-B a re fo o t B e a c h

H u rr ic a n e

R e s to ra ti o n -R

.r v t

CHIKEE HUT - HURRICANE IAN

S001

CONCESSIONS-BAREFOOT BEACH

RESTORATION

505 BAREFOOT BEACH BOULEVARD,

BONITA SPRINGS, FLORIDA 34134

STRUCTURAL NOTES

AND DESIGN CRITERIA

KLI

PSM

07.10.2025

PSM

23FTM249

23FTM249

1 : 8000

SITE PLAN

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

NO. DESCRIPTION DATE

SHEET INDEX

SHT # DESCRIPTION

S001 STRUCTURAL NOTES AND DESIGN CRITERIA

S102 CHIKEE HUT BENCH PLAN & DETAIL

S102

1'-5"

4'-0" OC MAX

PT 4x4 POST @

4'-0" OC MAX

12"x12" x 2'-0" DEEP

CONC FTG AT EA POST

TYP

1'-6"

2x2 RAILING PICKET

@ 6" OC BEYOND

(3) PT 2x6 W/ (2) 16d NAILS INTO EA HORIZ 2x6

PT 2x6 DIAG BRACE W/ (3) 16d NAILS INTO 2x EA END

PT 2x6 VERT @ 4'-0" OC MAX, LOCATE AT EA 4x4 POST

CONT PT 2x6 HORIZ W/

(2) 16d NAILS INTO EA

2x6 COMPOSITE TOP RAIL TO

MARCH EXIST, REFER TO MFR FOR

INSTALLATION REQUIREMENTS

PT 2x6 HORIZ

@ 4'-0" OC

1'-0"

PT 4x4 POST

@ 4'-0" MAX,

SEE PLAN

CONC FTG,

SEE PLAN

2x6 CONT, MATCH EXIST

2x8 CONT, MATCH EXIST

CERTIFICATE OF AUTHORIZATION NO. 35826

FILE No.

www.trcww.com

- TRC Worldwide Engineering, Inc.

All rights reserved.

11926 Fairway Lakes Drive

FORT MYERS, FL 33913

PHONE: (239) 939-1414

FAX: (239) 278-4289

A

B

C

D

RG ARCHITECTS P.A.

Fort Myers, FL 33901

P (239) 332-2040

F (239) 332-2049

2070 McGregor Boulevard, Suite 3 www.rgarchitectspa.com

CONSULTANT

OWNER

PROJECT TITLE

PROJECT ADDRESS

SHEET ID

SHEET TITLE

REVISIONS

DATE ISSUED:

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT NUMBER:

SEAL

a r c h i t e c t s

/8

/2

:1

:5

P M

A u to d e s k D o c s /2

C

C B a re fo o t B e a c h

R e s to ra ti o n /2

F

T M

-B a re fo o t B e a c h

H u rr ic a n e

R e s to ra ti o n -R

.r v t

CHIKEE HUT - HURRICANE IAN

S102

CONCESSIONS-BAREFOOT BEACH

RESTORATION

505 BAREFOOT BEACH BOULEVARD,

BONITA SPRINGS, FLORIDA 34134

CHIKEE HUT BENCH

PLAN & DETAIL

KLI

PSM

07.10.2025

PSM

23FTM249

23FTM249

NO. DESCRIPTION DATE

1/2" = 1'-0"S102

1 CHIKEE HUT BENCH PLAN

3/4" = 1'-0"S102

2 BENCH SECTION

No. 60487

STATE OFP

R

O F

E

SS I ONA L ENG

I N E

E R

L EI CENS

P A

U L

S. MOE RSCH

E L

FLORI DA

This item has been electronically signed and sealed by Paul S. Moerschel, PE on the date adjacent to the seal.

Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.