3-KW Library Roof Replacement Drawings 4 May 2026.pdf

PDF 11 MB Posted Jun 27, 2026

Attached to: Key West Library Roof Replacement
Solicitation number: RFP-637
Issued by: Monroe County, Florida

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Written by GovTribe AI · Jun 29, 2026

This file contains roof replacement design drawings for the Monroe County Public Library Key West Branch, prepared by Keister Webb Structural Engineers LLC and Bender & Associates Architects, PA. The drawings specify structural and design criteria for replacing the existing roof at the 15,400-square-foot facility located at 700 Fleming Street, Key West, Florida. The project follows the Florida Building Code, Eighth Edition (2023) and ASCE/SEI 7-22 standards, with design wind loads calculated for an ultimate design wind speed of 180 miles per hour and nominal design wind speed of 140 miles per hour under Risk Category II exposure. The structural drawings include detailed component and cladding wind pressure tables and zone diagrams for flat, gable, and hip roof configurations, with effective areas ranging from 10 to 100 square feet and wind pressures varying by zone and area.

The technical specifications establish requirements for structural lumber (minimum No. 2 grade Southern Pine with specified design stresses), structural steel (ASTM A36), fasteners (5/8-inch diameter ASTM A307 bolts), wood panels and sheathing (3/4-inch minimum thickness APA Rated Sheathing Structural I with Exposure 1 classification), and connection details using Simpson Strong-Tie hangers and anchors. All roof structural panels must be nailed with 10d spiral or ring shank nails at spacing ranging from 4 to 6 inches on center depending on wind zone, with end joints located over supports and rows staggered. The contractor is required to submit shop drawings for review and approval, verify existing conditions before beginning work, and engage qualified inspection and testing agencies subject to architect approval. All pressure-treated lumber must comply with AWPA Standards C2 and LP-22, and the contractor bears responsibility for design and installation of any alternate connection details proposed as substitutes for those specified on the drawings.

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2-KW Library Roof Replacement Specifications 4 May 2026 (Rev).pdf	PDF	Jun 27, 2026
5-Evaluation Rpt V Crimp Product Approval.pdf	PDF	Jun 27, 2026
1-RFP KW Library Roof FINAL.pdf	PDF	Jun 27, 2026
4-FiberTite Nemo Evaluation Report.pdf	PDF	Jun 27, 2026

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MONROE COUNTY PUBLIC LIBRARY - KEY WEST BRANCH

M O N R O E C O U N T Y B O A R D O F C O U N T Y C O M M I S S I O N E R S 7 0 0 F L E M I N G S T R E E T K E Y W E S T , F L O R I D A

ROOF REPLACEMENT

Haven Burkee DS Stamp

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FLAT ROOF COMPONENT AND

CLADDING WIND PRESSURE

EFFECTIVE

AREA (SF)

ROOF ZONE

ALL ZONES 1F 2F

10 +29 -113 -149 20 +27 -105 -139 50 +25 -96 -127

100 +23 -88 -117

GABLE ROOF COMPONENT AND CLADDING WIND PRESSURE

EFFECTIVE

AREA (SF)

ROOF ZONE OVERHANG ZONE

ALL ZONES 1G 2G 3G 1G 2G 3G

10 +48 -102 -163 -194 -152 -213 -244 20 +44 -93 -140 -165 -139 -186 -211 50 +38 -80 -108 -126 -122 -150 -168

100 +34 -70 -85 -97 -109 -123 -136

HIP ROOF COMPONENT AND CLADDING

WIND PRESSURE

EFFECTIVE

AREA (SF)

ROOF ZONE OVERHANG

ALL ZONES 1H 2H/3H 1H/2H/3H

10 +54 -96 -132 -182 20 +46 -85 -114 -160 50 +37 -71 -90 -132

100 +30 -60 -72 -110

NOTES:

1. POSITIVE WIND PRESSURES ACT TOWARDS THE BUILDING SURFACE. NEGATIVE WIND PRESSURES ACT

AWAY FROM THE BUILDING SURFACE.

2. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN, THE PRESSURE ASSOCIATED WITH THE LOWER EFFECTIVE

AREA SHALL BE USED.

3. TABULATED COMPONENT AND CLADDING PRESSURES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE DESIGN BUILDING CODE PER NOTE 100.1 BASED ON THE ULTIMATE DESIGN WIND SPEED (Vult) PER

NOTE 100.3A AND SHOULD BE USED IN CONJUNCTION WITH ASCE 7-22 LOAD COMBINATIONS.

TABULATED PRESSURES CAN BE CONVERTED TO NOMINAL VALUES BY MULTIPLYING BY 0.6.

COMPONENTS AND CLADDING

ZONE DIAGRAM

3G 3G 3G 3G2G 2G

1G 1G

3' -0

3'-0" 3'-0"

2G 2G

1G 1G

'-0

2G2G 2G 2G 3H

3H 3H 3H 3H

3H 3H

6'-0"

6' -0

-0

6'-0"

2H 2H

3G 3G 2H

6'-0"

6' -0

GENERAL NOTES

100. DESIGN CRITERIA

100.1 DESIGN BUILDING CODE:

A. FLORIDA BUILDING CODE, EIGHTH EDITION (2023)

B. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE/SEI) 7-22, MINIMUM

DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER

STRUCTURES

100.2 DESIGN LOADS:

A. LIVE LOAD

PITCHED ROOF 20 PSF

100.3 WIND LOAD (ASCE/SEI 7-22)

ULTIMATE DESIGN WIND SPEED (Vult) 180 MPH NOMINAL DESIGN WIND SPEED (Vasd) 140 MPH

RISK CATEGORY II

EXPOSURE CATEGORY C

ENCLOSURE CLASSIFICATION ENCLOSED

INTERNAL PRESSURE COEFFICIENT (GCpi) +/- 0.18

SEE COMPONENTS AND CLADDING DESIGN WIND PRESSURE TABLE

AND DIAGRAM

110. GENERAL

110.1 THESE DRAWINGS HAVE BEEN PRODUCED ENTIRELY ON BENDER &

ASSOCIATES ARCHITECTS, PA CADD SYSTEM. ANY OTHER LETTERING, LINES,

OR SYMBOLS, OTHER THAN PROFESSIONAL STAMPS AND SIGNATURES,

HAVE BEEN MADE WITHOUT THE AUTHORIZATION OF KEISTER WEBB

STRUCTURAL ENGINEERS LLC AND ARE INVALID.

110.2 THE ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL

DIMENSIONS.

110.3 DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONS. ONLY DIMENSIONS

INDICATED ON DRAWINGS MAY BE USED TO ESTABLISH THE LOCATION AND

EXTENT OF STRUCTURAL WORK. IF A REQUIRED DIMENSION IS NOT

FURNISHED ON DRAWINGS, THE CONTRACTOR SHALL SUBMIT A REQUEST

FOR INFORMATION TO OBTAIN THE DIMENSION.

110.4 UNLESS OTHERWISE INDICATED, PROVIDE EQUAL SPACING OF STRUCTURAL

COMPONENTS BETWEEN OVERALL DIMENSIONS INDICATED ON DRAWINGS.

110.5 THE METHOD AND FREQUENCY OF ATTACHING MECHANICAL EQUIPMENT

UNITS, ETC., TO THE STRUCTURAL ELEMENTS SHALL BE SUBJECT TO THE

ENGINEER'S REVIEW AND APPROVAL.

110.6 UNLESS OTHERWISE INDICATED, STRUCTURAL COMPONENTS SUPPORTING

MECHANICAL EQUIPMENT HAVE NOT BEEN DESIGNED FOR THE VIBRATIONAL

EFFECTS OF THE EQUIPMENT. THE CONTRACTOR SHALL PROVIDE

VIBRATION ISOLATORS FOR ANY MECHANICAL EQUIPMENT MOUNTED TO

THE STRUCTURE IN ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S

RECOMMENDATIONS.

110.7 THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, DIMENSIONS,

ETC., AND SHALL NOTIFY THE ARCHITECT OF ANY AND ALL DISCREPANCIES,

ADDITIONAL INFORMATION, ETC., BEFORE BEGINNING THE WORK.

110.8 THE CONTRACTOR SHALL USE EXTREME CAUTION IN THE DEMOLITION OF

EXISTING STRUCTURES. SUCH DEMOLITION SHALL BE PERFORMED IN SUCH

A MANNER AS TO MAINTAIN THE STRUCTURAL INTEGRITY OF ALL EXISTING

STRUCTURES TO REMAIN. PROVIDE SHORING AS REQUIRED.

110.9 STRUCTURAL WORK SHALL BE INSPECTED IN ACCORDANCE WITH ALL LOCAL

ORDINANCES. THE CONTRACTOR SHALL ENGAGE AN EXPERIENCED,

QUALIFIED INSPECTION AGENCY, SUBJECT TO THE REVIEW OF THE

ARCHITECT, TO PERFORM ALL INSPECTION WORK, AS REQUIRED.

110.10 STRUCTURAL WORK SHALL BE TESTED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE GENERAL NOTES. THE CONTRACTOR SHALL

ENGAGE AN EXPERIENCED, QUALIFIED TESTING AGENCY, SUBJECT TO THE

REVIEW OF THE ARCHITECT, TO PERFORM ALL TESTING WORK, AS

REQUIRED.

120. SHOP DRAWINGS AND DELEGATED DESIGN SUBMITTALS

120.1 THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY

BENDER & ASSOCIATES ARCHITECTS, PA.

120.2 SHOP DRAWINGS TO BE SUBMITTED SHALL PROVIDE COMPLETE

INFORMATION FOR THE PRODUCTS OR COMPONENTS TO BE SUPPLIED.

120.3 ALL SHOP DRAWING RESUBMITTALS AND RECORD COPY SUBMITTALS SHALL

HAVE ALL REVISIONS SUBSEQUENT TO THE PREVIOUS SUBMISSION

CLOUDED OR OTHERWISE IDENTIFIED ON THE RESUBMITTED SHEETS.

RESUBMITTALS AND RECORD COPY SUBMITTALS WITHOUT IDENTIFICATION

OF REVISIONS WILL BE REJECTED WITHOUT REVIEW.

120.4 THE CONTRACTOR SHALL NOT DIRECTLY INCORPORATE THE

ARCHITECTURAL DRAWINGS, OR PORTIONS THEREOF, INTO SHOP

DRAWINGS OR ERECTION DRAWINGS TO BE SUBMITTED FOR THIS PROJECT

WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION OF BENDER

& ASSOCIATES ARCHITECTS, PA. SUBMITTED SHOP DRAWINGS WHICH

CONTAIN COPIES OR REPRODUCTIONS OF ANY PORTION OF THE

ARCHITECTURAL DRAWINGS WITHOUT THE EXPRESS WRITTEN PERMISSION

OF BENDER & ASSOCIATES ARCHITECTS, PA WILL BE RETURNED REJECTED.

PERMISSION FOR A SPECIFIC CONTRACTOR OR SUB-CONTRACTOR TO USE

PORTIONS OF THE ARCHITECTURAL DRAWINGS IN THEIR PREPARATION OF

SHOP DRAWINGS REQUIRES THAT CONTRACTOR OR SUB-CONTRACTOR TO

ENTER INTO A WRITTEN AGREEMENT WITH BENDER & ASSOCIATES

ARCHITECTS, PA AND TO PAY A SERVICE FEE. SUCH AGREEMENT IS

NON-TRANSFERRABLE AND IS EXTENDED ONLY TO THAT CONTRACTOR FOR

THE DURATION OF THIS PROJECT.

120.5 THE CONTRACTOR SHALL SUBMIT ELECTRONIC OR PRINTED COPIES OF

SHOP DRAWINGS (ELECTRONIC COPIES ARE PREFERRED). COPIES SHALL BE

SUBMITTED TO BENDER & ASSOCIATES ARCHITECTS, PA IN PDF FILE

FORMAT, WITH ONE (1) ELECTRONIC FILE PER SUBMISSION. BENDER &

ASSOCIATES ARCHITECTS, PA WILL REVIEW, ANNOTATE, AND RETURN ONE

(1) FILE TO THE ARCHITECT FOR THEIR REVIEW AND DISTRIBUTION TO THE

CONTRACTOR.

120.6 THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS

PROJECT IS FOR CONFORMANCE WITH THE DESIGN CONCEPT AND FOR

GENERAL COMPLIANCE WITH THE INFORMATION CONTAINED IN THE

CONTRACT DOCUMENTS. COMMENTS REGARDING THESE SUBMITTALS DO

NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT

DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING HIS

WORK IN A SAFE AND SATISFACTORY MANNER.

610. STRUCTURAL LUMBER

610.1 ALL STRUCTURAL LUMBER WORK SHALL BE IN ACCORDANCE WITH THE

"NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION WITH

2015 NDS SUPPLEMENT" (ANSI/AWC NDS-2018) PUBLISHED BY THE AMERICAN

WOOD COUNCIL.

610.2 ALL STRUCTURAL LUMBER SHALL BE AS A MINIMUM NO. 2 GRADE SOUTHERN

PINE AND SHALL HAVE AT LEAST THE FOLLOWING MINIMUM ALLOWABLE

DESIGN STRESSES (NOT INCORPORATING THE SIZE ADJUSTMENT FACTOR

(CF)) AND MODULUS OF ELASTICITY AT A MAXIMUM MOISTURE CONTENT OF

19%:

A. Fb.(BENDING) 750 PSI B. Fv.(SHEAR) 175 PSI C. Fc.(COMPRESSION) 1,250 PSI D. Ft.(TENSION) 450 PSI

E. E 1,400,000 PSI

610.3 ALL LUMBER SHALL COMPLY WITH PS 20 "AMERICAN SOFTWOOD LUMBER

STANDARD" AND WITH THE APPLICABLE RULE OF INSPECTION AGENCIES

CERTIFIED BY AMERICAN LUMBER STANDARD. FACTORY-MARK EACH PIECE

OF LUMBER WITH GRADE STAMP OF INSPECTION AGENCY EVIDENCING

COMPLIANCE WITH GRADING RULE REQUIREMENTS.

610.4 STRUCTURAL STEEL PLATES, ANGLES, ETC., SHALL BE ASTM A36.

CONTRACTOR TO SUBMIT SHOP DRAWINGS ON ALL MISCELLANEOUS

METALS FOR REVIEW BY STRUCTURAL ENGINEER.

610.5 ALL BOLTS SHALL BE 5/8" DIAMETER ASTM A307 UNLESS NOTED OTHERWISE

WITH 2 WASHERS PER BOLT UNLESS OTHERWISE NOTED.

610.6 NO CUTS, HOLES, OR COPES REQUIRED FOR OTHER TRADES IN

STRUCTURAL WOOD FRAMING WILL BE PERMITTED WITHOUT PRIOR REVIEW

AND APPROVAL OF ENGINEER AND ARCHITECT.

610.7 PRESSURE TREAT WITH WATER-BORNE PRESERVATIVES ALL LUMBER FOR

SILL PLATES AND OTHER WOOD WHICH MAY BE EXPOSED TO WEATHER OR

EARTH. PRESSURE TREATMENT SHALL COMPLY WITH REQUIREMENTS OF

AWPA STANDARDS C2 AND LP-22.

610.8 ALL WOOD JOISTS BEARING ENDS SHALL BE ANCHORED TO SUPPORT IN

WOOD FRAMING WITH A TYPE A34 FRAMING ANCHOR, AS MANUFACTURED

BY SIMPSON STRONG-TIE COMPANY, INC.

610.9 ALL WOOD JOIST OR HEADERS ENDS WHICH FRAME INTO BEAMS SHALL BE

HUNG WITH THE FOLLOWING JOISTS HANGERS, AS MANUFACTURED BY

SIMPSON STRONG-TIE COMPANY, INC., OR WITH APPROVED SUBSTITUTES

WITH THE FOLLOWING WORKING LOAD CAPACITIES.

JOIST SIMPSON LOAD

SIZE HANGER CAPACITY

2X6 U26 705 LBS.

2X8 U26 705 LBS.

2X10 U210 1,175 LBS.

2X12 U210 1,175 LBS.

2-2X6 HU26-2 990 LBS.

2-2X8 HU28-2 1,303 LBS.

2-2X10 HU210-2 1,666 LBS.

2-2X12 HU212-2 2,016 LBS

610.10 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE

SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL. HOWEVER, THE

ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTANCE AND THE

CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIED

DETAILS SHOWN ON THE DRAWINGS THE CONTRACTOR IS RESPONSIBLE

FOR THE DESIGN OF SUCH ALTERNATE DETAILS WHICH HE PROPOSES.

620. STRUCTURAL WOOD PANELS/WOOD SHEATHING

620.1 FURNISH PANELS THAT ARE EACH FACTORY MARKED WITH A

CERTIFICATION STAMP EVIDENCING COMPLIANCE WITH GRADE AND SPAN

RATING REQUIREMENTS. THE CENTER-TO-CENTER SPACING IN INCHES

SHALL NOT EXCEED THE SPAN RATING STAMPED ON THE PANELS.

INSTALLATION OF THE PANELS SHALL BE IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE APA.

620.2 PANELS SHALL COMPLY WITH USDOC PS-1 OR PS-2 AND APA PRP-108 AND

SHALL MEET THE FOLLOWING REQUIREMENTS:

A. ROOF SHEATHING:

1. MIN. THICKNESS = 3/4" MATCH EXISTING

2. BOND CLASSIFICATION = EXPOSURE 1 EXTERIOR

3. GRADE = APA RATED SHEATHING STRUCTURAL I

4. SPAN RATING = AS REQUIRED TO SUIT JOIST/TRUSS SPACING

620.3 ALL PANELS WHICH HAVE ANY EDGE OR FACE PERMANENTLY EXPOSED TO

THE WEATHER SHALL BE CLASSED EXTERIOR, EXCEPT OPEN SOFFITS OR

ROOF SHEATHING EXPOSED ON THE UNDERSIDE MAY BE CLASSED

EXPOSURE 1.

620.4 ALL ROOF PANELS SHALL HAVE THE END JOINTS LOCATED OVER

SUPPORTS AND SHALL HAVE THE ROWS STAGGERED ONE HALF PANEL

LENGTH FROM ADJACENT PANELS. PROVIDE 1/8" SPACE AT PANEL ENDS

AND EDGES.

620.5 ALL ROOF STRUCTURAL PANELS SHALL BE NAILED WITH 10d SPIRAL OR

RING SHANK NAILS AT 6" OC AT ZONES 1 AND 2; 4" OC IN ZONE 3.

SHEATHING SHALL BE NAILED AT ALL ENDS AND INTERMEDIATE SUPPORTS.

EDGES SHALL BE NAILED IF BLOCKING IS CALLED FOR ON DRAWINGS

REFER TO COMPONENT AND CLADDING WIND PRESSURE DIAGRAM FOR

LOCATION OF ROOF ZONES.

620.6 ALL PLYWOOD PANELS SHALL COMPLY WITH THE WIND UPLIFT

REQUIREMENTS OF NM519 [NM520] FOR FULLY-WIND-RESISTIVE ROOF

ASSEMBLIES COMPLYING WITH UL CLASS 90 CLASSIFICATION.

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6501 Arlington Expressway Building B, Suite 201 Jacksonville, FL 32211 p 904.619.2333 www.kwengineers.com

KEISTER WEBB STRUCTURAL ENGINEERS LLC S1.1

AutoCAD SHX Text

AutoCAD SHX Text Project N :

AutoCAD SHX Text

OF --

AutoCAD SHX Text Bender & Associates

AutoCAD SHX Text

ARCHITECTS

AutoCAD SHX Text p.a.

AutoCAD SHX Text Facsimilie (305) 296-2727

AutoCAD SHX Text Key West, Florida 33040

AutoCAD SHX Text 410 Angela Street

AutoCAD SHX Text Telephone (305) 296-1347

AutoCAD SHX Text Florida License AAC002022

AutoCAD SHX Text Date:

AutoCAD SHX Text 3/30/26

AutoCAD SHX Text

MARK J KEISTER PE 37435

Haven Burkee Textbox

25-163 GEN NOTES & CC S1.1.pdf

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