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HomeMy WebLinkAbout2340 Blue Grouse Ln 18-1393; NEW SFH1111111 111H 11111 Ili 1111111111111111311 V 50 THIS INSTRUMENT PREPARED BY: Name: Tania Pickering Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT i lt Ii i:. i C:Lf:FtKL 4` 2 0 180IJ frv`r`1.1.... sl. Permit Number: 18-1393 Parcel ID Number: 17-20-31-502-0000-0500 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 50 Wyndham Preserve Plat Book 81 / Pages 93-102 2340 Blue Grouse Lane, Sanford FL 32773 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address:_ Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple l Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name. Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number. Address: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1 xb), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. jmt IL_ Signature of Owner or Lessee, or sse's Authorized OfBceNDirectuNPa eN n g ) State of )5 1 County of /1W The foregoing instrument was acknowledged before me this T by who has produced identification type of identification produced: y 3" w«l Z. Vishaal Gupta, Executive Vice President Print Name and Provide Signatory's riitle/Of6ce) day of .200 Who is personally known to me Ukl MY COMMISSION I rr muo r 19 jV*O T" g,ppattNotary Sardw Notary Signature w-F 93 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100001 DATE: February 06, 2018 BUILDING APPLICATION #: 18-10000104 BUILDING PERMIT NUMBER: 18-10000104 UNIT ADDRESS: BLUE GROUSE LANE 2340 17-20-31-502-0000-0500 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: Park Square Enterprises LLC ADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2340 BLUE GROUSE LANE/ WYNDHAM PRESERVE LOT 50 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROAr S ARTERIALS CO WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A LIB Y CO -WIDE ORD 00 S nggle Family SCHQOLS Housingg 54.00 1.000 dwl unit 54.00 Single Family CO WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE//RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: l I Documented Construction Value: $t9A 2 1 L{ • ° Job Address: 2340 Blue Grouse Lane, Sanford 32771 (Lot 50) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0500 Residential x Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkisonna_ parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 ArchitectlEngineer Information Name: Michael Thompson Street: PO Box 580937 City, St, Zip: Orlando, FL 32858 Bonding Company: Address: Phone: 407-734-1450 Fax: E-mail: dbec@engineer.com Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current WC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature ofOwner/ a Date `SigtatureofContract / er Date Y sY1cs c>` 6; _ V I Y1Uc7 IT'S b, t Print Owner/Agent's N Print Contractor/Ape 3.15 •r8 5 i® Sigiature of N tart' -State of Flori Date Sig atur of o arx,, tq.o or &FLLE PARKISBWe Notary Public - State of Florida MICHELLE PARKiS( "i Commission # GG 157861 g; 4 My Comm. Expires Nov 5, 2021NotaryPublic - Stnl Honda COmtniSs fiG(,?>/361 borWedlhrnughNationalNnlaryAasn. My Comm f>, v 5.2021 Owner/ s"" Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of lD BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electricalo Mechanical Er Plumbing[a Gas[] Roof Construction Type: V-6 Occupancy Use: Flood Zone: Y-- )0 X-C T-AGHt'b Total Sq Ft of Bldg: Min. Occupancy Load: 1 7- # of Stories: t New Construction: Electric - # of Amps Zm Plumbing - # of Fixtures I Fire Sprinkler Permit: Yes No nut I # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: PT(- 3 -Z2-t$ FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. W t . O Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SgE C- //• f S Revised. June 30, 2015 Permit Application C J`F (SANFORD T 4. BUILDING & FIRE PREVENTION f: PERMIT APPLICATION 9 Application No: Documented Construction Value: $ 150,000.00 Job Address: 2340 Blue Grouse Lane, Sanford 32771 (Lot 50) Historic District: Yes No Parcel ID: _ 17-20-31-502-0000-0500 Residential x Commercial Type of Work: New Z Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkison0parksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? City, State Zip: Orlando, FL 32811 No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax. 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Name: Michael Thompson Phone: Street: PO Box 580937 Fax: City, St, Zip: Orlando, FL 32858 Bonding Company: Address: 407-734-1450 E-mail: dbec@engineer.com Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 3. 5• Q- . 18SignatureofOwner/a Date Signature of Contract / e Date y shc.oJ G -s Vr CX.- Pnnt Owner/Agent's Name rint Contractor/Age ' a• S •1a 6 8 Signature of N tary-State of Flo,. Date Si Anir of „ AIV_. ArP .. .,_._ p . Notary Public - State of Florida MICHELLE PARKISON • . Commission !f GG 157861 Notary Public - State of Florida My Comm, Expires Nov 5, 2021r Commissint ft GG 157861S5';:`• Bonded through National Notary Assn. My Comm. Erpr,.y N)v 5, 2021 ocF,,.'• t1 Owner lz=Me or Contractor/Agent is Personally Known to Me orProducedIDTypeofIDProducedIDTypeofID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No 47- UTILITIES: Jam" WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application MCity of Sanford Planning and Development Services 7—Engineering — Floodplain Management Hood Lvrle V1Utt:ftt11t1dtIVt1 Requc5l rUUFtl Name: Michelle Parkison Address: 5200 Vineland Road, Suite 200 City: Orlando Phone: 407-529-3135 Fax: Property Address: 2340 Blue Grouse Lane Property Owner: Park Square Enterprises, LLC Firm: Park Square Homes State: FL Zip Code: 32811 Email: mparkison@parksquarehomes.com Parcel identification Number: 17-20-31-502-0000-0500 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-1393 Reviewed by: Michael Cash, CFM Date: March 22, 2018 Application for Paved Driveway, Sidewalk or w dAWalkway Including Right -of -Way Use & N -1877 q Landscaping in Rig -%Aht Way www.santordfl.gov Department of Planning & Development Services 300 North Park Avenue. Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the ¢nowwmvsbelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call beforeymdig. 1. Project Location/Address: a3Lkb -?-,\WZ. G.V-ow-: _ C X_,Q r SG.r cxo 2. Proposed Activity: 0 Driveway Walkway 0 Other: 3. Schedule of Work: Start Date Completion Date 4. Brief Description of work: Construction of new driveway for new single family residence This application is submitted Signature: Address: 5200 Vineland Rd Sy Phone: (407) 529-3135 Fax: ndo, FL 32811 Print Name: Vishaal Gupta Emergency Repairs Email: mparkison@parksquarehomes.com Date: (5 • ( U Maintenance ResponsibilitiestIndemnification The Requestor, and his successors and assigns. shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may. with wntten City authorization.. remove said installationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities; or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria.. or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice. restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons. agents, servants, or employ- ees (appointed, elected.. or hired) from and against any and all liabilities, claims penalties: demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property. and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal): resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and ynderstand thq above statement and by signing this application I agree to its terms. a . . A ""'I ELI owds"'ATZLI .1 e. s Pre -pour Inspection by: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions. This pdLOit stabll be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: 3 - 7-t " ZO f Date: November 2015 ROW Use Driveway.ptlf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 3 Ir-, I8 I hereby name and appoint David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: 46- STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this l5 day of T`()3-rc 200 l , by Vishaal Gupta who is ¢(personally known to me or who has produced identification and who did (did not) take an Sigre Notary Seal) `!`ri c c aoz •. Print or type narne thfPXt' 4'k1 PARKISON Notary Slale of Florida Notary Public -State of GG157861 Commission No.puesNovS,? Zi M Commission Ex fires: elioneNoleNYpRev. 08.12) W REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock " 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family R4siOenkf AAA ELECTRICAL'PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min _ Max Inspection Description 10 Plumbingderground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIE- C, !bAL' PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 050 1821 Walton II B RHG - S Builder Name: Park Square Homes Street: 2340 Blue Grouse Lane City, State, Zip: Sanford FL Permit Office: City of Sanford Permit Numbe 49 1 3 9 3Owner: Design Location: FL, Orlando Jurisdiction: 500j County:: Seminole Climate Zone 2Florida r 1. New construction or existing New (From Plans) 9. Wall Types (1988.0 sqft.) Insulation _"A`M 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1736.00 ft2 b. Frame - Wood, Adjacent R=11.0 252.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1811.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1811.00 ft2 6. Conditioned floor area above grade (ft2) 1811 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(203.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 362.2 a. U-Factor: Dbl, U=0.55 114.60 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00 c. U-Factor: Dbl, U=0.54 24.44 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A 1112 a. Electric Heat Pump 33.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.220 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1811.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1811.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.112 Total Proposed Modified Loads: 52.92 PASSTotalBaselineLoads: 55.87 I hereby certify that the plans and specifications covered by Review of the plans and v E ST,q this calculation are in compliance with the Florida Energy specifications covered by this 1z g 0 Code. Digitally signed by Leandro calculation indicates compliancef,, i fQLeandroFuentesruenteswiththeFloridaEnergyCode. s PREPARED BY: Date: 2018.03.0708:36:21-05'00' Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building is in compliance Florida Statutes. ebb 1 with the Florida Energy 7ned, 7OWNER/AGE BUILDING OFFICIAL DATE: --- 3 15-_.__ DATE: <- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house. 3/7/2018 8:33 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Building Type: Owner Name: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 050 1821 Walton II B RH Bedrooms: 3 User Conditioned Area: 1811 Total Stories: 1 1 Worst Case: No Park Square Homes Rotate Angle: 0 City of Sanford Cross Ventilation: No 691500 Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/Subdivision: PlatBook: Street: County: City, State, Zip: Lot Information 50 Wyndham Presery 2340 Blue Grouse Lane Seminole Sanford , FL , CLIMATE V Design Location Design Temp TMY Site 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1811 16842.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1811 16842.3 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 185.9 ft 0 1811 ft2 0.29 0 0.71 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Composition shingles 2025 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1811 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1811 ft2 0.1 Wood 3/7/2018 8:33 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To wan Type Space R-Value Ft In Ft In Aran R-yaLe Frant' 1 N Exterior Concrete Block - Int Insul Main 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 2 E Exterior Concrete Block - Int Insul Main 4.1 59 0 9 4 550.7 ft2 0 0 0.8 0 3 S Exterior Concrete Block - Int Insul Main 4.1 20 6 9 4 191.3 ft2 0 0 0.8 0 4 W Exterior Concrete Block - Int Insul Main 4.1 66 6 9 4 620.7 ft2 0 0 0.8 0 5 - Garage Frame - Wood Main 11 27 0 9 4 252.0 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated Main None 39 3 8 24 ft2 2 Wood Main None 39 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.55 0.22 N 32.9 ft2 1 It 0 in 1 It 0 in Drapes/blinds None 2 N 1 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 6 ft 8 in 1 It 0 in None None 3 e 2 Metal Low-E Double Yes 0.55 0.22 N 32.7 f12 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 s 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 It 0 in 2 It 0 in Drapes/blinds None 5 s 3 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 12 ft 0 in 3 ft 0 in Drapes/blinds None 6 w 4 Metal Low-E Double Yes 0.55 0.22 N 49.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 7 W 4 Metal Low-E Double Yes 0.54 0.25 N 4.4 f12 1 It 0 in 1 ft 0 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 408 ft2 408 ft2 53 It 9.3 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1964.9 107.87 202.87 302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 33 kBtu/hr 1 sys#1 3/7/2018 8:33 AM EnergyGaugeg USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 i7il:]kIIf, l COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cent # Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply ---- VReturn ---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 362.2 ft Main 90.55 ft Prop. Leak Free Main cfm 54.3 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar A r Ma Jun Jul Au j Se Oct Nov Dec HeatinJan X Feb Mar Xd AprI I May Jun Jul Au[ Sep f Oct Nov Dec Ventin Jan ]] Feb Mar t Apr May [ Jun ( Jul lj Augl SeOct XX]] Nov ld lXDec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/7/ 2018 8:33 AM EnergyGauge(S USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods FADDRESS: 2340 Blue Grouse Lane Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD, R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 3/7/2018 8:33 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55OF (13'C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3/7/2018 8:33 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 112 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140OF (38IC to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916 3/7/2018 8:33 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50'F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40 °F (4.8 °C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 3/7/2018 8:33 AM EnergyGauge D USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 3/7,12018 8:33 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 2340 Blue Grouse Lane, Sanford, FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1736.00 112 b. Frame - Wood, Adjacent R=11.0 252.00 ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1811.00 ft2 1811 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 114.60 ft2 a. Sup: Attic, Ret: Main, AH: Main 6 362.2 64.00 ft2 12. Cooling systems kBtu/hr Efficiency 24.44 ft2 a. Central Unit 34.8 SEER:16.00 ft2 3.220 ft. 0.233 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1811.00 ft2 b. N/A R= ft2 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otb se, a new EPL Display Card will be completed based on installed Code comp nt ieaitures. i Builder Signature: /off, Date: -2,.F.Ig Address of New Home: ayQ\ G City/FL Zip: kBtu/hr Efficiency 33.0 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat y4- vxE STgr O r4, oo WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupportQv energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/7/2018 8:33 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 050 1821 Walton II B RHG - S Builder Name: Park Square Homes Street: 2340 Blue Grouse Lane Permit Office. City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier, not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attics aces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall Ytpnri behind pp no and wir no- Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 3/7/2018 8:33 AM EnergyGaugeS USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 ecProt Summary Job: 1821 Walton11 B RHG d- wrightsoft'' ry Date: 06/15/2017 Entire House By. LF One Stop Cooling and Heating 7225 Sandscove Coot, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwuOneStopCooling.com License: CAC032444 Project Information For: Park Square Homes Notes: Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 68 OF Design TD 26 °F Heating Summary Structure 19833 Btuh Ducts 2087 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 21920 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatin coolingg Area (ft2) 1 1811 Volume (ft3) 16845 16845 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 107 56 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6036H1 AHRI ref 7562981 Summer Design Conditions Outside db 92 OF Inside db 74 F Design TD 18 F Daily range M Relative humidity 50 Moisture difference 49 grAb Sensible Cooling Equipment Load Sizing Structure 17938 Btuh Ducts 4336 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swin multiplier 0.97Equipmentsensibleload21695 Btuh Latent Cooling Equipment Load Sizing Structure 2854 Btuh Ducts 919 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3773 Btuh Equipment Total Load (Sen+Lat) 25468 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6036H1 Coil TEM6A0C36H31++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating Input Sensible cooling 26100 Btuh Heating output 33000 Btuh @ 47°F Latent cooling 8700 Btuh Temperature rise 0 `F Total cooling 34800 Btuh Actual air flow 0 cfm Actual air flow 1160 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 31 OF Bok i flakc vakies have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof t^ 2018-Mar-07 08:18:25 Right-Sute®Universal 201818.0.08RSU23249 Pagel slaopUEMP'\Lot 050 1821 Walton 116 RHG - S.rtp Calc- MJ8 Front Door faces: S UL wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Coot, Winter Park, FL 32792 Phone: (407) 629.6920 Fax: (407) 629. 9307 Web: wwwOreStopCoolirg.com Licerse: CAC032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By- LF 1 Room name Entire House BED3 2 Exposed wall 185.9 ft 33.0 It 3 Room height 9.3 ft d 9.3 It heat/cool 4 Room dimensions 1.0 x 152.5 ft 5 Room area 1811.2 ttz 152.5 ft' Ty Construction U-value Or HTM Area M Load Area OM Load number BtuKttzf) BIu or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 Iq/ C 13A-4ocs 0.143 ne 3.73 2.90 549 516 1926 1494 60 60 226 175 4A5 tom OS50 ne 14.35 22.14 33 0 469 724 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 191 147 547 425 0 0 0 0 4B5-2fm 0.540 se 14.09 24.09 12 0 169 289 0 0 0 0 11 4B5-2rm 0.540 se 14.09 13.67 8 8 113 109 0 0 0 0 t 1 DO 0.390 se 10.18 12.27 24 24 244 294 0 0 0 0 yyJJ 13A-40cs 0.143 sw 3.73 2.90 618 565 2109 1636 112 112 417 323 4AS-2om 0.550 sm 14.35 21.48 49 6 704 1053 0 0 0 0 4135.21M 0.540 sw 14.09 19.04 4 2 61 83 0 0 0 0 Vl/ 13A4ocs 0.143 nw 3.73 2.90 372 275 1028 797 135 119 442 343 4A5-20m 0S50 rrw 14.35 22.14 33 0 469 724 16 0 235 362 4A5-2omd 0.580 nw 15.14 27.72 64 0 969 1774 0 0 0 0 R 12C-Osw 11 DO 0.091 0.390 n 2.38 10.18 1.51 1227 251 18 233 18 554 182 351 219 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.84 1.76 1811 1811 1512 3184 153 153 127 268 F 22A-Ipm 1.180 3020 0.00 1811 186 5726 0 153 33 1016 0 6 c) AED excursion 799 70 Envelope loss/gain 16782 13956 2463 1542 12 a) Infiltration 3051 1132 541 201 b) Room venfilab.on 0 0 0 0 13 Internal gains: Occupants@ 230 5 1150 1 230 Appliances/other 1700 0 Subtotal (lines 6 to 13) 19833 17938 3004 1973 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19833 17938 3004 1973 15 Dud loads 111 24%1 2087 4336 11 % 24%1 3161 477 Total room load 21920 22274 3320 2449 Air required (dm) 0 1160 0 128 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgtit ottM 2018-Mar-07 08:1825 w_.,.....,_..- Right-Sule®Uriversal 2018 18.0.08 RSU23249 Page 1 sktop\TEMP\Lot 050 1821 Walton 11 B RHG - S.rup Cale = MJ8 Front Door faces: S wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cont. Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629. 9307 Web: wwwOneStopCooling.com License: CAG032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By: LF 1 Room name BTH2 BED2 2 Exposed cell 55 It 115 It 3 Room height 9.3 ft heattmol 9.3 It heat/cool 4 Room dimensions 10.5 x 5.5 It 14.0 x 11.5 It 5 Room area 57.8 tt2 161.0 ft2 Ty Construction U-value Or HTM Area M Load Area (M Load number Btuhm2-17 Bluhffi) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/RS Heat Cool Gross NrPIS Heat Cool 6 1q/ G 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 4B5- 2hn 0.540 se 14.09 24.09 0 0 0 0 0 0 0 0 11 4B5-2fm 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 12.27 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 sw 3.73 2.90 51 47 175 136 107 91 338 262 4AS- 2om 0550 am 14.35 21.48 0 0 0 0 16 2 235 351 4B5. 21m 0.540 ew 14.09 19.04 4 2 61 83 0 0 0 0 V f 13A-4ocs 0.143 rrw 3.73 2.90 0 0 0 0 0 0 0 0 4A5. 2om O-W rrw 14.35 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 0.580 rrw 15.14 27.72 0 0 0 0 0 0 0 0 R 12C-09N 11D0 0. 091 0. 390 n 2. 38 10. 18 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 1.76 58 58 48 102 161 161 134 283 F 22A-tpm 1.180 30.80 0.00 58 6 169 0 161 12 354 0 6 c) AED excursion 22 82 Envelope loss/gain 453 342 1061 979 12 a) Infiltration 90 33 189 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 544 375 1250 1279 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 544 375 1250 1279 15 Dud loads 11 % 24 % 57 91 11 % 1 24%1 132 1 309 Total room load 601 466 1 1 1382 1588 Air required (dm) 0 24 0 83 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. y. - r' l- wr gtitso*t^ 2018-Mar-0708:18:25 Right- SuteSUnversal 2018 18.0.08 RSU23249 Page 2 sktop` SEMP\Lol050 1821 Walton 11 B RHG - S.rp Calc= M,18 Front Door faces S wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Cont. Winter Park.. FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGoolirg.com License. CAG032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By. LF 1 Room name NEED METH 2 Exposed vall 15.5 It 21.4 If 3 Room height 9.3 If heaVcool 9.3 It heaVmol 4 Room dimensions 1.0 x 215.3 ft 1.0 x 107.4 If 5 Room area 215.3 ft2 107.4 Ile Ty Construction U-value Or HTM Area (111 Load Area (M Load number Bt uW 9F) Bt uhV) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross NiP/5 Heat Cool Gross N/P/S Heat Cool 6 wl G 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 56 50 186 144 4B5-2(m 0.540 se 14.09 24.09 0 0 0 0 6 0 85 145 11 4B5-2hn 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.90 144 111 416 323 144 144 538 417 4A5. 2om 0.550 sw 14.35 21.48 33 4 469 702 0 0 0 0 413E- 2trn O-w suv 14.09 19.04 0 0 0 0 0 0 0 0 13A- 40cs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5. 2om 0.550 nw 14M 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 0 580nw 15.14 27.72 0 0 0 0 0 0 0 0 P 12C-0sra11 DO - 0. 091 0. 390 n 2. 38 10. 18 1. 51 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 1.76 215 215 180 378 107 107 90 189 F 22A-Ipm 1.180 30.80 0.00 215 16 477 0 107 21 660 0 6 c) AED excursion 179 26 Envelope loss/gain 1542 1582 15-% 921 12 a) Infiltration 254 94 353 131 b) Room ventilation 0 0 0 0 13 Internal gains: Ocapants@ 230 2 460 0 0 Appfiance& b1her 0 0 Subtotal ( lines 6 to 13) 1797 2136 1910 1051 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 424 358 0 0 14 Subtotal 2221 2495 1910 1051 15 Ductloads ll % 24%1 234 603 11% 24% 201 254 Total room load 2454 30% 2111 1306 Air required ( dm) 0 161 0 68 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t +'}t wrlgMta^.ott^ -t& Right- Su2018-Mar-0708: 1825 te Unversa12018 18. O.OS RSU23249 Page 3 shop\TEMPu.ot 050 1821 Walton 11 B RHG - S.rup Calc = M18 Front Door faces: S wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Gout, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wmm0neStopCooling.com License: CAC032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By. LF 1 Room name MWIC MTOI 2 Exposed wall 11.5 If 10.0 If 3 Room height 9.3 It heat/cool 9.3 1t heat/cool 4 Room dimensions 1.0 x 65.3 It 1.0 x 23.9 If 5 Room area 65.3 tt= 23.9 V Ty Construction U-value Or HTM Area (It') Load Area (11 Load number BtuW'F) Btuh4t2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross NiP/S Heat Cool 6 WJ G 13A-4oes 0.143 ne 3.73 2.90 65 65 243 189 56 56 208 162 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2,90 42 42 156 121 37 31 116 90 485-2fm 0.540 se 14.09 24.09 0 0 0 0 6 0 85 145 11 485-21n 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 t 1 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2'90 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 14.35 21.48 0 0 0 0 0 0 0 0 485-2fm 0.540 snr 14.09 19.04 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0 PI r-D 12C-Osw OD91 238 1.51 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.18 1227 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.84 1.76 65 65 54 115 24 24 20 42 F 22A-tpm 1.180 30.80 0.00 65 12 354 0 24 10 308 0 6 c) AED excursion 16 43 Envelope loss/gain 808 408 737 481 12 a) Infiltration 189 70 164 61 b) Room ventilation 0 0 0 0 13 Internal gains Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 996 478 901 542 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 116 98 0 0 14 Subtotal 1112 576 901 542 15 Dud loads 11% 24% 117 139 11 % 24% 95 131 Total room load 1229 715 996 673 Air required (dm) 0 37 0 35 Calculations approved by ACCA to meet all requirements of Manual J &h Ed. h- 2018-Mar-0708:18:25 Right-Sute® Universal 2018 18.0.08 RSU23249 Page 4 sktopJEMP\Lof 050 1821 Walton 11 B RHG - S.rp Calc= W8 Frort Door faces S wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.00m License: CAG032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By- LF 1 Room name LAUN PAN 2 Exposed well 6.0 ft 7.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 12.1 x 6.0 it 6.0 x 7.0 It 5 Room area 72.5 IF 42.0 ttz Ty Conslrudion U-value Or HTM Area M Load Area M Load number Btutv(t!-IF) BtuhRt2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross NiP/S Heat Cool Gross N/P/S Heat Cool 6 t"13A-4ocs 0.143 ne 3.73 2.90 56 56 208 162 65 65 243 189 4A5-2om 0 550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 4B5-2(m 0.540 se 14.09 24.09 0 0 0 0 0 0 0 0 11 4B5-2fm 0.5C se 14.09 13.67 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 V/ G 13A-4ocs 0.143 sw 3.73 2-% 0 0 0 0 0 0 0 0 4A5-2om OLW SM 14.35 21.48 0 0 0 0 0 0 0 0 L-G 485-21im ' 0.540 sw 14.09 19.04 0 0 0 0 0 0 0 0 v-- G 13A-40cs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 T- G 4A5-2omd OLW nw 15.14 27.72 0 0 0 0 0 0 0 0 P 120-09w 11 D0 0.091 0.390 in 2.38 10.18 1.51 1227 112 0 112 0 265 0 168 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 1.76 72 72 60 127 42 42 35 74 F 22A-1pm 1.180 30.80 0.00 72 6 185 0 42 7 216 0 6 c) AED excursion 33 10 Emelopeloss/gain 718 423 494 252 12 a) Infiltration 98 37 115 43 b) Room ventilation 0 0 0 0 13 Internal gains: Doupants@ 230 0 0 0 0 Applianoesrother 500 0 Subtotal (lines 6 to 13) 817 960 608 295 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 231 195 0 0 14 Subtotal 1048 1155 608 295 15 1 Dud: loads 111%1 24 % 110 279 11 % 24 % 64 71 Total room load 1158 1434 672 366 Air required (dm) 0 75 0 19 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. r}+- 2018-Mar-0708:18:25 Riga-Sute® Universal 2018 18.0.08 RSU23249 Page 5 sktop\TEMP\Lot 050 1821 Walton 11 B RHG - S.np Calc = W8 Front Door faces: S wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wm uOneStopCooling.com License: CAG032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By. LF 1 Room name KIT FLEX 2 Exposed wall 0 It 34.0 It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 1.0 x 149.0 It 1.0 x 163.0 It 5 Room area 149.0 W 163.0 ft2 Ty Construction U-value Or HTM Area M Load Area M Load number Btuh/t2f or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross MP/S Heat Cool Gross NF/S Heat Cool 6 W/ L-G 13A-4oes 0.143 ne 3.73 2.90 0 0 0 0 140 140 521 404 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 4B5-2fm 0.540 se 14.09 24.09 0 0 0 0 0 0 0 0 11 4B5.2fm 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 12.27 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 61) 60 226 175 4A5.2om - 0S50 sw 14.35 21.48 0 0 0 0 0 0 0 0 4B5.2fm 0.540 sw 14.09 19.04 0 0 0 A 0 0 0 0 13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 116 100 373 289 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 16 0 235 362 4A5-2omd O-W nw 15.14 27.72 0 0 0 0 0 0 0 0 P 12C-0ew 0.091 2.38 1.51 0 0 0 0 0 0 0 0 11 D0 0.3W n 10.18 1227 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.84 1.76 149 149 124 262 163 163 136 287 F 22A-tpm 1.180 30.80 0.00 149 0 0 0 163 34 1047 0 6 c) AED excursion 48 69 Envelope loss/gain 124 214 2537 1585 12 a) Infiltration 0 0 558 207 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 1200 0 Subtotal (lines 6 to 13) 124 1414 3095 2022 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 289 244 5 10 14 Subtotal 414 1658 3100 2033 Duct loads 1 11 % 24%1 44 401 11 % 24% 326 491 r Total room load 457 2058 3426 2524 Air required (dm) 0 107 0 131 Calculations approved by ACCA to meet all requirements of Manual J M Ed. f ia- wrlgttitsot t^ 2018-Mar-07 08:18:25 AF """"""' Right-SuteS Universal 2018 18.0.08 RSU23249 M,1Page 6 sktop\ TEMP\Lot 050 1821 Walton 11 B RHG - S.np Calc= 8 Front Door faces: S r- wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Cart, Winter Park, FL 32792 Phone(407) 629 - 6920 Fax: (407) 629 - 9307 Web: wAmOne5topCooling.com License CAG032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By. LF 1 Room name FAM 2 Exposed well 0 ft 13.0 ft 3 Room height 9.3 It heat/cool 9.3 It heatlmol 4 Room dimensions 3.5 x 3.5 it 1.0 x 320.3 ft 5 Room area 12.3 ft2 320.3 ft2 Ty Construction number U-value BtuK4t2-IF) Or HTM Btuh/ft2) Area M or perimeter (ft) Load Btuh) Area M or perimeter (ft) Load BtiWh) Heat Cool Gross N/P5 Heat Cod Gross N/P,S Heat Cool 6 W/ 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 G 4A5-20m 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 485.2hn 0540 se 14D9 24.09 0 0 0 0 0 0 0 0 11 4135-21m 0.540 se 14.09 13.67 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 yJ 13A-4ocs 0.143 sv 3.73 2.90 0 0 0 0 0 0 0 0 4AS-2om 0.550 9N 14.35 21.48 0 0 0 0 0 0 0 02485.21m 13A-4o s 0S40 0.143 N r>w 14.09 3.73 19.04 2.90 0 0 0 0 0 0 0 0 0 121 0 57 0 212 0 165 4A5-2om 0.550 rtw 14.35 22.14 0 0 0 0 0 0 0 0 4A5.2omd 0.580 riw 15.14 27.72 0 0 0 0 64 0 969 1774 P 12C-Osw 11 DO 0.091 0.390 n 2.38 10.18 1.51 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 1.76 12 12 10 22 320 320 267 563 F 22A-tpm 1.180 30.80 0.00 12 0 0 0 320 13 400 0 6 c) AED excursion 1 497 Envelope loss/gain 10 21 1849 2999 12 a) Infiltration 0 0 213 79 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6to 13) 110 21 20621 3078 Less external load 0 0 0 0 Less transler 0 0 0 0 Redistribution 10 21 251 212 14 Subtotal 0 0 2313 3290 15 Duct loads 1 11 % 24% 0 0 11 % 24% 243 795 Total room load 0 0 2556 41)85 Air required (dm) 0 0 0 213 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ti - r'}f- wrlghtsort^ 2018-Mar-0708:18:25 Rig N-Sute®Universal 2018 18.0.08 RSU23249 Page 7 A ...sktop\TEMP1Lot 050 1821 Walton 11 B RHG - S.rLp Calc = MJ8 From Door faces S 9 wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Count, Wirter Park.. FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCooling.com License: CAC032444 Job: 1821 Walton II B RHG Date: 06/15/2017 By. LF 1 Room name CAFE FOY 2 E1;oosed wall 11.5 It 6.0 It 3 Room height 9.3 It heat/cool 9.3 it heattood 4 5 Room dimensions Room area 1.0 x 1365 It 136.5 IF 1.0 x 132.8 It 132.8 112 Ty Construction U-value Or HTM Area (ft) Load Area (112) Load number Btuh/NL`F) Btuh/(t2) or perimeter (ft) Btuh) or perimeter (ft) BQih) Heat Cool Gross N/P/8 Heat Cool Gross NrP/5 Heat Cool 6 WJ G 13A-4oes 0.143 ne 3.73 2.90 107 74 277 215 0 0 0 0 4A5-2om 0.550 ne 14.35 22.14 33 0 469 724 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 56 24 89 69 485-2fm 0.540 se 14.09 24.09 0 0 0 0 0 0 0 0 11 4B5-2fm 0.540 se 14.09 13.67 0 0 0 0 8 8 113 109 11 DO 0.390 se 10.18 1227 0 0 0 0 24 24 244 294 13A-4ocs 0.143 s6v 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0.550 sw 14.35 21,48 0 0 0 0 0 0 0 0 4B5.2fm 0.540 s v 14.09 19.04 0 0 0 0 0 0 0 0 13A-40 s 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5.2omd 0.5W nw 15.14 27.72 0 0 0 0 0 0 0 0 P 12C-0au 1160 0.091 0,390 n 2.38 10.18 1-51 1227 0 0 0 0 0 0 0 0 140 18 122 18 289 182 183 219 C 168-30ad 0.032 0.84 1.76 137 137 114 240 133 133 111 233 F 22A-ipm 1.180 30.80 0.00 137 12 354 0 133 6 185 0 6 c) AED excursion 41 38 Envelope lossrgain 1215 1137 1212 1070 12 a) Infiltration 189 70 98 37 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliancescother 0 0 Subtotal (lines 6 to 13) 1403 1207 1311 1107 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 5 10 1311 1107 14 Subtotal 1408 1218 0 0 15 Dud loads 111 24% 148 294 11 % 24%1 01 0 Total room load 1557 1512 0 0 Air required (dm) 0 79 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrtghtsotta 2018-Mar-0708:1825 RigWSute@Unversal 2018 18.0.08 RSU23249 Page 8 sktop\TEMPUt 050 1821 Walton 11 B RHG - S.rtp Cale = W8 Front Door faces: S wrightsoftm Duct System Summary Entire House One Stop Cooling and Heating 7225 Sandscove Court, Wirier Park. FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneSlopCooling.com License: CAC032444 For: Park Square Homes External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170/0.170 in H2O 0.219 in/100ft 0 cfm 156 Job: 1821 Walton II B RHG Date: 06/15/2017 By. LF Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.219 in/100ft 1160 cfm Name Design Btuh) Htg cfm) Cig cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 1588 0 83 0.239 6.0 Ox 0 VIFx 32.5 110.0 st1 BEDS c 2449 0 128 0.230 7.0 Ox 0 VIFx 37.7 110.0 SO 6TH2 c 466 0 24 0.236 4.0 Ox 0 VIFx 33.9 110.0 sti CAFE c 1512 0 79 0.402 5.0 Ox 0 VIFx 9.5 75.0 FAM c 4085 0 213 0.227 8.0 Ox 0 VIFx 39.9 110.0 st1 FLEX c 2524 0 131 0.436 7.0 Ox 0 VIFx 3.0 75.0 KIT c 2058 0 107 0.228 6.0 Ox 0 VIFx 44.0 105.0 st2 LAUN c 1434 0 75 0.243 6.0 Ox 0 VIFx 40.2 100.0 st2 MBED c 3098 0 161 0.247 8.0 Ox 0 VIFx 32.8 105.0 st2 MBTH c 1306 0 68 0.222 5.0 Ox 0 VIFx 48.3 105.0 st2 MToI c 673 0 35 0.219 4.0 Ox 0 VIFx 50.5 105.0 st2 MWIC c 715 0 37 0.237 4.0 Ox0 VIFx 43.2 100.0 st2 PAN c 366 0 19 0.220 4.0 Ox 0 VIFx 49.4 105.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 PeakAVF 0 447 0.227 569 12.0 0 x 0 VinlFlx st2 PeakAVF 0 503 0.219 640 12.0 0 x 0 VinlFlx BokVdatic values have been manriely overridden wrightsoft« 2018-Mar-07 08:18 26 u....,.., „,.._ Right-Sute®Unversal2018 18.0.08 RSU23249 Page 1 sktop\TE MP\Lot 050 1821 Walton 11 B RHG - S.np Cale = W8 Front Door faces S Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 0 1160 0 0 0 0 Ox 0 VIFx wrightsofto 1 .I. -...I ... - Righ-Sutefb Uriversal 2018 18.0.08 RSU23249 sktop\TEMPIot 050 1821 Walton II 8 RHG - S.rip talc = MA Frort Door faces S 2018-Mar-07 08:18:26 Page 2 Static Pressure and Friction Rate Job: 1821 Walton II 8 RHG wrightsofts Date: 06/15/2017 Entire House By LF One Stop Cooling and Heating 7225 Sandscove Coat, Winter Park, FL 32792 Phone: (407) 629.6920 Fax: (407) 629. 9307 Web: wwwOreStopGooling.com License: CAGO32444 For: Park Square Homes Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• supply Return ft) ft) Measured length of run -out 23 0 Measured length of trunk 27 0 Equivalent length of fittings 105 0 Total length 156 0 Total effective length 156 FrictionRate Heating Cooling in/100ft) in/100ft) Supply Ducts 0.219 > 0.18 0.219 > 0.18 Return Ducts 0.219 > 0.18 0.219 > 0.18 Fitting Equivalent LengthDetails Supply 4X=35, 11 A=20, 11 G=5,11 G=5, 1 A=35, 11 G=5: Total EL=105 Return TotalEL=O wrightsoft" 2018-Mar-07 08:1826 Right- Sute®Unversal2018 18.0.08 RSU23249 Page l A ...sktop,TEMP1Lot 050 1821 Walton 11 B RHG - S.np Calc = M,18 Front Door faces S Job #:1821 Walton II B RHG Performed by LF for: Park Square Homes Level 1 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate lO = Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www OneStopCooling.com Scale: 1 : 71 Page 1 Right -Suite® Universal 2018 18.0.08 RSU23249 2018-Mar-07 08:19.09 0501821 Walton II B RHG- S.rup W L#A/j G IW c PLEA 61A t, Daet7 AJA 6f- RECOI ? (01" t DESCRIPTION AS FURNISHED: Lot 50, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. C? PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises,. LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title 0 Insurance Fund; Bonk of America I IS - I5g3 LOT 33 Qk to construct single family home with setbacks and impervious area shown on plan. 14t.0'1. ,men T_ V-W orti (1- t3, G7 1 LOT 51 QP_I. CAI 60.00'_ v SETBACKS AS FURNISHED FRONT - 25'(1) REAR 20, SIDE 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS P R AGE PLANSEDRAIN G U'- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 29.2' QQ N89°4051 'E LOT 34 60.00' 29.80' LOT 50 10.00' 14.7' LANAI 12.7 12.7' 29.I80' PROPOSED RESIDENCE C.WALTON 11 - B o CS GARAGE RIGHT 6 COV'D. 5.3' ENTRY 1 3.O k3.0' 1: AC 10.00' 10.3' `6 9 20.0' DRIVE 25.20' 10' UTIL ESMT 10.00' O ti u UT '" O O LOT 49 t] 6.50, 10.00' I' o WALK N89°40'51 'E 60, 00' EL Uz CRO USE LAN T 50' PRIVATE ROAD) PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 6,900 t SQUARE FEET FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK DRIVE 403/ 110- 513 t SQUARE FEET FOUNDATION/PAD 2,218 t SQUARE FEET WALKS 30/ 300= 330 t SQUARE FEET REAR PATIO 85 t SQUARE FEET FRONT PORCH DECK 91t SQUARE FEET SOD 250 = 4,315 t SQUARE FEET4,0651250 POOL DECK N/A f SQUARE FEET NOTE., FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED CRUSETNJfEjvTR-SCOTT ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 PF PLATFIELD PJ3A_ TIP. POINT ON LINE TYPICAL NOTES: I.P. I.R. IRON PIPE IRON ROD PAZP.C.C. POINT OF REVERSE CURVATURE POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.M. CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMRIISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET IR. 1/2' IR •/BLB 4596 MR. NON -RADIAL 2. UNLESS EMBOSSED WITH SORVMOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED W.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.B. POINT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C. POINT OF COMMENCEMENT PRA PERKANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N NAIL L DISKNA11. t DISK Ff. FINISHED FLOOR ELEVATION BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERRFlED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/ R/W RIGHT-OF-WAY ILKBA BENCHMARK DIMENSIONS SHOWN FOR THE LOCATION Of IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT B.B. BASE BEARING 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. DRAtNAGE S. ELEVATIONS. IF SHOWN. ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UT IL. CL.FC. uT ILITYCHAINLINK FENCE D. CER17FICAIV OF AUIHOR12ATION N. 4596. WD.FC, C/B WOOD FENCE CONCRETE BLOCK SCALE 1-- 1- - DRAWN BY: P.C. PONT OF CURVATUREI 20 P.T. PONT IF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. R DESCRIPTION RADIUS PLOT PLAN 03-02-2018 1210-18 - L ARC LENGTH DC DELTACHORD C.B. CHORD BEARING NORTH THIS BUILOINC\PROPERTY DOES NOT LIE WITHIN -- --ni T. V- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM" TO i. R.L.S. 4 4ZONEX•MAP N 12117CO090 F (09-28-07) JAMES W..L.S 1 4801 Filename: PARK SQUARE I821 WALTO0 II I,81IGF'zrz Ligbting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1 2 I Lighting Summary Standard 3,526 3,526 optional 4,503 3,526 aangaa & Ovens Range No. 0b? Nameplate Line Neutral 1 I 8000 2 0 O 3 O O kauBe/0ven summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers Dryer No. 2«m? Nameplate Line Neutral l I 5000 Q8 - 1 Dryer Summary Standard 5,000 3,500 Optional 5,080 3,500 Beating and Cooling: Actual Number ~ l Name M? Pb No Amps Volts VA Bg Line Neutral y0 1 I 23'0 240 5,280 O @i l l 3' 0 248 480 Oi z M 1 l 5.0 340 I,200 O l l l 23 248 l 5,288 U at/Cool Gonnnazy Standard 12,240 y Optional 12,340 O Fixed Appliances: Actual Number = 6 Name MY Ph No Amps Volts VA BP Line Neutral oI3P l 1 120 GUO 600 600 DISH l 1 120 1200 1,200 I,%UO MICRO l l 120 1200 1,200 1,200 WB I l 18.5 240 4,440 O OPT POOL l l IO 240 2,400 O OPT POOL HEAT I l 31 340 7,440 0 Fixed Appliance 8unnnazy Standard 12,960 3,250 Optional I7,280 2,258 Other Appliances: Actual Number = O Name M? Pb No &opa Volta VA DP Line Neutral other Appliance Summary Standard O O Optional U O 25% of Max Motor: Line is 3td Only; Neutral for Both 0" Heat/Cool 1 Phase 22 Amps 240 Volts Fixed Appl. 1 Phase 22 Amps 240 Volts Other Appl. Phase 0 Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard - Line Neutral ---------------- Total Total = 41,446 13,756 Maximum Amperage = 173 57 Service Voltage = 240 Service Phase = 1 Optional------------ Line Neutral. Total Total - 32,153-13,756 Maximum Amperage = 3.34 57ServiceVoltage = 240 Service Phase = 1 F e 14'"B* BI6 17A" E.16 12'-8' BI 13 10'-4BI 4 -0@1 5 4 I P0'. 0. ELEVATION " A" PARK SQUARE HMS / WALTON 1821 - A and B W - TRAY OPTION 3 - HUS26 1-PLY HGR Mid - Florida rk arr Non11l 0mllll-11 IIds 1 11 U \ I / U KNEEWALL T012'-0" BRG ELEV. ELEVATION " B" Floor Loading TC Live: 40.00 psf TC Dead: 10.00 psf BC Live: 0.00 psf BC Dead: 10.00 psf TC Stress Inc: 0.00 BC Stress Inc: 0.00 Spacing: 1- 0- 0 o.c. Roof Loading TC Live: 20.00 psf TC Dead: 10.00 psf BC Live: 0.00 psf BC Dead: 10.00 psf TC Stress Inc: 25.00 BC Stress Inc: 25.00 Spacing: 2- 0- 0 o.c. Account: Job: PARK1821-T Designer: Checker: Date: 09-24-15 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: PSQ1821 B-T -Park Sq. Hms/WALTON-1821-B_Tray Site Information: Customer Info: PARK SQUARE HMS Lot/Block: 50 Address: 2340 BLUE GROUSE City: SANFORD MiTek USA, Inc. 6904 Parke East Blvd. Project Name: PSQ1821B-T Model: WALTJir%11B3JWaJ115 Subdivision: WYNDHAM PRESERVE 60' State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 36 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name Date INo. I Seal# Truss Name Date 1 IT13454994 JA1 3/11/18 112 1 T13455005 1 B7 3/11/18 12 I T13454995 I A2 13111 /18 113 I T13455006 I C 1 13/11/18 13 I T13454996 I A3 13/11/18 114 I T13455007 I C2 13/11/18 14 I T13454997 I A4 13/11/18 115 I T13455008 1 CJ 1 13/11/18 15 IT134549981A5 13/11/18 116 IT134550091CJ3 13/11/18 16 IT134549991A6 13/11/18 117 IT134550101CJ3S 13/11/18 17 IT13455000 IA7 13/11/18 118 IT13455011 CJ5 13/11/18 18 IT13455001 IA8 13/11/18 119 IT134550121CJ5S 13/11/18 19 I T 13455002 I A9 13/11/18 120 I T13455013 1 D 1 13/11/18 110 IT134550031B5 13/11/18 121 IT13455014ID2 13/11/18 J 111 I T13455004 1136 13/11/18 122 I T13455015 I D3 13/11/18 1 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSl1TPI 1, Chapter 2. March 11,2018 Albani, Thomas 1 of 2 RE: PSQ1821 B-T -Park Sq. Hms/WALTON-1821-B_Tray Site Information: Customer Info: PARK SQUARE HMS Project Name: PS01821 B-T Model: WALTON 1821 B-TRAY Lot/Block: 50 Subdivision: WYNDHAM PRESERVE 60' Address: 2340 BLUE GROUSE City: SANFORD State: FLORIDA No. Seal# ITruss Name I Date 23 IT13455016 JE1 3/11/18 124 IT13455017 I E2 13/11/18 1 125 IT13455018 I F1 13/11/18 126 IT13455019 I F2 13/11/18 1 127 IT13455020 F3 13/11/18 L28 IT13455021 I G1 13/11/18 129 IT13455022 I J5 13/11/18 130 IT13455023 J7 13/11/18 1 131 IT13455024 I JK1 13/11/18 132 IT13455025 I JK3 13/11/18 133 IT13455026 I JK5 3/11/18 134 IT13455027 I K5 13/11/18 1 135 IT13455028 I KJ5 13/11/18 136 IT13455029 I KJ7 13/11/18 2of2 Job Truss Truss Type Oty Ply Park Sq. Hms/WALTON-1821-B_Tray T13454994 PSO 1821 B-T Al HIP 1 1 Mid-Flonda Lumber, Bartow. FL.. DETAILS 8.130 s Jan 5 2018 MTek Industries, Inc. Fn Mar 9 17:08.38 2018 Page 1 ID:SMfgeN3 vsYOvH4sgJ8z7xy3pgb-iUmYSWPBOwGkOGJVLKKpGSrTu2w6Wtu41FG39czcbyN 1 3-9-4 7-0-0 10-8-0 14-4 0 20-0-0 25-8-0 29-0 33-0-0 J 36-2-12 40-0-0 41-0-0 0-0 3-9-4 3-2-12 3, "_0 y 5-8-0 ~ 3-8-0 i 3-8-0 3-2-12 3-9-4 -0.0 c1 2 5x5 = 3x4 = 3x4 = 6.00 12 4 521 6 22 1.5x4 II 3x6 = 3x4 = 923 3x4 = 5x5 = 10 24 11 Scale = 1:69.0 1.5x4 1.Sx4 i 3 12 1: 0 3x5 = 20 3x8 = 6x6 = 6x6 = 16 15 19 18 17 3x8 = Sx8 = 14 3x5 = 7-0-0 14-0-0 14,4-0 20-0-0 25.8-0 27-11-13 33-0-0 40-0.0 7-0-0 7-0.0 0-41 5-8-0 5-8-0 T13T 5-0-3 I 7-0-0 Plate Offsets X Y)= 12 0-0-0 0-0-41, 14 0-2-8 0-2-41 Ill 0-2-8 0-2-41 [13'0-0-0 0.0-41 (18 0-4-0 0-3-0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.05 13-15 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.16 13-15 >876 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FSC2017(TPI2014 Matrix-R Wind(LL) 0.02 13-15 >999 360 I Weight: 207 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. All bearings 14-0-0 except (jt=length) 13=0-7-8, 2=0-7-8, 16=0-3-8. lb) - Max Horz 2=77(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 13=-208(LC 8), 19=400(LC 8), 18=-231(LC 8), 17=427(1_C 8), 2=205(LC 8) Max Grav All reactions 250 lb or less at joint(s) 16 except 13=952(LC 14), 19=2017(LC 13), 18=866(LC 18), 17=1866(LC 14), 2=955(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1430/322, 3-4=-1270/305, 4-5=-1102/289, 5-21=-69/633, 21-22=69/633, 6-22=-69/633, 6-7=-77/496, 7-8=77/496, 8-9=77/496, 9-23-71/598, 23-24=71/598, 10-24=71/598, 10-11=1084/295, 11-12=-1251/313, 12-13=1417/328 BOT CHORD 2-20=223/1282, 19-20=94/492, 18-19=-604/184, 17-18=-614/186, 16-17=-107/469, 15-16=107/469, 13-15=228/1215 WEBS 4-20=-265/165, 5-20=-131/910, 5-19=-1524/365,6-19=-688/225, 7-18=-751/289. 9-17=-681/226, 10-17=1480/372, 10-15=137/865, 11-15=-273/162 Structural wood sheathing directly applied or 4-7-12 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19,17-18. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 8=45ft; L=24ft; eave=5ft; Cat. Il; Exp B, End., GCpi=0.18, MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 13, 400 lb uplift at joint 19, 231 lb uplift at joint 18, 427 lb uplift at joint 17 and 205 lb uplift at joint 2. 7) Girder carries hip end with 7-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 488 lb down and 169 lb up at 33-0-0, and 488 lb down and 169 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On„any electronic COpp;eS. Thomas A A1ban1 PE N' $93t10 Ml e kOSA 1¢-0:, -Cart8B 89D4 Park`StBlvd.'[a"!o`U3381.P March 11,2018 o rIued on page WARNING - Verify design p.—mrs and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE Ml1.7473 rev. 1010212015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss erly system. Before use. the building designer must verify the applicability of design parameters and propincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq. HmSNJALTON-1821-B_Tray T134549941JOhPSO1821B-T At HIP 1 1 Reference lorfionall Mid-rtonaa LUrtber, , Bartow, I-L., UL I ARs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-11=126(F=-66), 1 t-14=-60, 2-13=-42(F=-22) Concentrated Loads (Ib) Vert: 4=385(F) 11=385(17) 8.130 s Jan 5 2018 MiTek Industnes, Inc. Fri Mar 9 9o&38 2018 Page 2 ID:SIvlfgeN3 vsYOvH4sgJ8z7xy3pgb-iUmYSWPBOwGkQGJVLKKpGSrTu2v.6W1u41FG39czcbyN A WARNING - Veft design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10A131201S BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, the building designer must venty the applicability of design parameters and property incorporate this design into the overallbuildingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. permanentAdditionaltemporaryandpeanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type 0ty Ply Park Sq. HmsNVALTON-1821-B_Tray T13454995 PS01821B-T A2 HIP 1 1 Job Reference(oOtionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:13 2018 Page 1 ID wYD204dgAgtXRf2OOfCg9y3pga-ztnNF4S?LmvewKqubCFCeBiHt?7bxNAwjFbUKlzceni 9-0-0 164-9 23-7-7 31-0-0 35-2-12 40-0-0 41.0 4-2-12 7-4-9 7-2-13 7-4-9 4-2-12 4-9.4 -0-0 Scale = 168.9 7x8 MT20HS = 1.5x4 11 7x8 MT20HS = 3x4 = 3x6 = 6.00 12 4 17 18 5 6 7 19 20 8 1.5x4 1.5x4 3 9 3x5 = 16 15 14 13 3x4 = 3x4 = 3x6 MT20HS = 3x8 = 12 3x4 = 9-1-12 164-9 23-7-7 30-10-4 40-0-0 r f 9 1-12 7-2-13 7.2.13 7-2-13 9-1-12 Plate Offsets (X Yl— 4:0-5-4.0-2-01 18,0-5 4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.26 13.15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.57 13-15 -836 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.18 13-15 >999 360 Weight: 202 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2D BOT CHORD Structural wood sheathing directly applied or 9-1-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1654/0-7-8.10=1654/0-7-8 Max Horz 2=96(LC 7) Max Uplift 2=308(LC 8), 10=-308(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2922/510, 3-4=-2730/479, 4-5=3350/620, 5-6=3348/619, 6-8=3348/619, 8-9=2731/479, 9-10=2922/510 BOT CHORD 2-16=-384/2527, 15-16=310/2409, 13.15=-474/3350, 12-13=-310/2409, 10-12=-384/2527 WEBS 4-16=0/366, 8-12=0/366, 5-15=484/143. 6-13=-447/142, 4-15=-192/1185, 8-13=191/1183 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at electronically signed and joint 10. sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on ,any, electronic copies. ThomaaA AlbanFPENa.393 0 MifskL1SA,Ir1c"F'Carl 06 4' 690d Parkt af, , 'P43381k March 11,2018 A WARNING - Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10 W61S BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shownand is for an individual building component, not a Vuss system. Before use. the building designer must venty the applicabilityof design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the k'-*'4 -' fabrication. storage, delivery.. erection and bracing of trusses and truss systems. see ANSVTP11 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite at 2, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Py Park Sq. HmsNVALTON-1821-8_Tray T13454996 PS01821B-T A3 HIP 2 1 Jobfence (optional) mia-riunad LUFT dl, DdROW. I'L. a.l ,us aep la zul i MI let( industries, Inc. t-n mar 9 lz ti :14 ZU16 Page 1 ID:wYD214dgAgtXRf2OOfCg9y3pga-R3LIS0Td641 VYUP59vmRBPEXuPUmgig4yvK t sCzcenh 11-0-0 17.0-0 23-0-0 29-0-0 34-2-12 40-0-0 1-0 5.2-12 1 6-0-0 6-0-0 "_0 5-2-12 5-94 -0-0 Scale a 168.9 5x5 = 3x4 = 3x4 = 5x5 = 4 16 5 6 17 7 4x5 = 15 14 td iu .0 2u di 12 11 4.5 = 1.5x4 II 3x8 = Sx6 = 3x8 = 1.5x4 II ss I 11^0.0 20-" + 29-0-0 i 34? -12 ao 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.23 12-13 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.50 12-13 939 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-R Wind(LL) 0.14 13 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No-3 REACTIONS. (lb/size) 9=165410-7-8, 2=1654/0-7-8 Max Horz 2=115(LC 6) Max Uplift 9=308(1-C 8), 2=-308(LC 8) PLATES GRIP MT20 244/190 Weight: 208 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2984/497, 3-4=2575/468, 4-5=-2262/448, 5-6=-2788/525, 6-7=2262/448, 7-8=-2575/468, 8-9=2984/497 BOT CHORD 2-15=369/2565, 14-15=36912565, 13-14=366/2738, 12-13=366/2738, 11-12=-369/2565, 9-11=369/2565 WEBS 3-14=-373/ 110, 4-14=-96/779, 5-14=753/126. 6-12=-753/126, 7-12=-96/779, 8-12=-373/110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft, L=24ft. eave=51t, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 9 and 308 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on„any electronic Mii' ffkUSA,IF Ccoppfi es. TKornas AAlbtMPENn,or 8904 itBlvd. eTit t361 2, March 11,2018 Q WARNING - Verify design paramelets and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTekd) connectors. This design is based only upon parameters shown, and is for an individual building component,. not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of inddual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety ;on, available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job ' IPSO 1821 B-T uss Type oty Ply Park Sq. Hms/WALTON-1821-B Tray T13454997 P 2 1 Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:15 2018 Page 1 ID:OknR334FRUok9bEExkBRDMy3pgZ-vfv8gmUFtN9MAe HiclgjcnejppaPJ?DBZ4aPezceng i-0 fr9-4 13-0-0 20-0-0 27-0-0 33-2-12 40-0-0 1-0 0-0 6-9- 6-2.12 7-0-0 7-0-0 6-2.12 6-9v1 -0-0 Scale = 168.9 1 d 56 = 1.5x4 II 56 = 4 13 5 14 6 4x5 = 12 a 10 11 lr 1e 1u 4x5 = 3x4 = 5x8 = 3x4 = 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.27 11-12 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.50 11-12 >946 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-R Wind(LL) 0.12 11 >999 360 Weight: 199 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins. BOT CHORD 2x4 SP No.1 D BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1654/0-7-8, 2=1654/0-7-8 Max Horz 2=134(1-C 6) Max Uplift 8=-308(LC 8), 2=-308(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2896/508, 3-4=2629/482, 4-5=2415/486, 5-6=-2415/486, 6-7=2629/482, 7-8=28961508 BOT CHORD 2-12=37112577, 11-12=245/2137, 10-11=245/2091, 8-10=-371/2506 WEBS 3-12=-324/149, 4-12=-46/550, 4-11=54/581, 5.11=-438/131. 6-11=-54/581, 6-10=46/550, 7-10=324/149 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft, L=24ft. eave=5ft: Cat. It: Exp B, Encl., GCpi=0.18. MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 8 and 308 lb uplift at This item has been joint 2. electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on,any electronic copies. Thonjas A AlWi PEN6.3S3 Ot fqk IjSA, Igc.'F Can 66 4 I 6994 Pallcli Eae! Blvd. Tai 18 FL•3381g March 11,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. laI0312015 BEFORE USE. Design valid for use only with MTek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must venty the applicability of design parameters and properly incorporate this design into the overall PONbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage.. deliveryerection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Type Park Sq. HmSM/ALTON-1821-8 Tray T13454998 1821E-T IA5 iHIP n d Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:16 2018 Page ID:OknR334FRUok9bEExkBRDMy3pg2-ORTVt46UuehHDnoZTGKpvGgKoCD8Y8nENODp8x4zcenf 15-0-0 20-0-0 25-0-0 32-2.12 40-0-0 4t 7-2-12 5-0-0 5-0-0 7-2-12 7-9.4 -0-0 Scale = 1:68.9 5x5 = 1.5x4 II 5x5 = 4 5 6 3x6 = • 11 ." "' " 3x6 = 3x4 = 5z8 = 3x4 = 10-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.30 11-12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Ven(CT) 0.53 11-12 892 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.12 8 n/a n/a BCDL t0.0 Code FBC2017rrP12014 Matrix-R Wlnd(LL) 0.11 8-10 999 360 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1654/0-7-8, 8=1654/0-7-8 Max Horz 2=170(LC 6) Max Uplift 2=308(1_C 8), 8=-308(LC 8) Max Grav 2=1663(LC 13), 8=1663(LC 14) PLATES GRIP MT20 2441190 Weight: 204 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2943/502, 34=2728/510, 4-5=2131/440, 5-6=-2131/440, 6-7=-2728/510, 7-8=2943/502 BOTCHORD 2-12=-359/2650, 11-12=-208/2050, 10-11=-208/1971,8-10=-359/2523 WEBS 3-12=391/174, 4-12=-104/725, 4-11=-28/447, 5-11=-274/66, 6-11=-28/447, 6-10=-104/725, 7-10=-391/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuk=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, 8=45ft. L=40ft, eave=5ft, Cat. 11, Exp B. Encl.. GCpi=0.18. MWFRS (directional): Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 8. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on,any electronic copies. Thomaa A Albani PE No.3N 01 jMiiiektjSA Ir1c.F Cart89 y,,..„ 6904 park f Btvd ,rta f-Z381k March 11,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I11II-7473 rev. 1"3/201S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual lass web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East 81vd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms/WALTON-1821-B Tray T13454999 PSQ18218-T A6 HIP 1 1 ob R t r (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:17 2018 Page 1 ID:sxLpGP5tCnwbmkpR',/Riglay3pgY-selu4RVWP?P4Py8gg1K9ots hdTpt7HWetZhTWzcene o- 6-5-5 11-6-3 1:7 0 23-0-0 28.5-13 33-6-11 4M-0 41 0.5-5-13 6-0-0 5-!-13 5-0-13 6-5-5 -0-0 Scale = 169.7 Sx8 = 5z5 = 3x5 = tb to 1f 14 Is 12 Ie 19 n 3x5 = 3.4 = 3.4 = 3.6 = 3x8 = 3.4 = 9.1-0 8-0-12 5-8-8 8-0.t2 0-1-0 Plate Offsets (X.Y1- f4:0-2-8 0-3-01 f5:0-6-0 0-2-81 f6:0-2-8 0-2-41 f7:0-2-8 0-3-01 LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.20 11-12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.40 14-15 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.13 9 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) OA 1 12-14 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2D BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1654/0-7-8, 9=1654/0-7-8 Max Horz 2=172(LC 7) Max Uplift 2=-308(LC 8), 9=-308(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2932/503, 3-4=-2705/494, 4-5=2068/431, 5-6=1796/416, 6-7=2069/431, 7-8=-2703/494, 8-9=-2932/503 BOT CHORD 2-15=368/2624, 14-15=27112282, 12-14=-15911865, 11-12=-271/2191, 9-11=-368/2521 WEBS 5-14=-76/655, 6-12=76/595, 3-15=-270/122, 4-15=-45/472, 4-14=-608/162, 7-12=608/162, 7- 11=-45/473, 8-11=-270/122 PLATES GRIP MT20 244/190 Weight: 221 lb FT = 0% Structural wood sheathing directly applied or 2-6-3 oc purlins. Structural wood sheathing directly applied or 10-0-0 oc bracing. 1 Row at midpt 5- 12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf. BCDL=3.Opsf, h=15ft: B=45ft: L=24ft, eave=5ft, Cat. 11; Exp B, Encl., GCpi= 0.18. MWFRS (directional). Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on., any Qlectronic copies. ThomasAAlbinifENo. 393 0' Ii11ok USA Inc. Ft Cert 86 6994 Park13 '8!tBtvd.,Ta' 3361.E March 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rov, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the taps fabncalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Type Ory Pry Park Sq. Hms/WALTON-1821-8TrayTrupss T13455000 1 i o Reference footionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industr es, Inc. Fri Mar 9 12:55:18 2018 Page 1 ID:sxLpGP5tCnwbmkpRVRiglay3pgY-KgbGln W8AIXx 16isOlrOLFP8POmchXftXl F?zzcend 0 6-8.5 12-10-3 19-0-0 21-0-0 27-1-13 33-3-11 40-0-0 41-0 0 6-8.5 6-1-13 6.1-13 2-0-0 6-/.13 6-1-13 6-8-5 -0 5x5 = 5x5 = 4x5 = 15 16 17 14 13 12 18 19 11 4x5 = 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.33 11-12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.58 11-12 813 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.11 14 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1654/0.7-8, 9=1654/0.7-8 Max Horz 2=192(1_C 6) Max Uplift 2=308(LC 8), 9=-308(LC 8) Scale - 1 76.4 0I PLATES GRIP MT20 244/190 Weight: 216 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 7-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2925/506, 3-4=-26621489, 4-5=1911/415, 5-6=-1640/403, 6-7=1911/415, 7-8=2662/489, 8-9=2925/506 BOT CHORD 2-15=-370/2609, 14-15=-250/2166, 12-14=-118/1670, 11-12=250/2098, 9-11=370/2517 WEBS 5-14=-106/604, 6-12=-1061604. 3-15=-309/142, 4-15=-50/561,4-14=-724/192, 7-12=724/192, 7-11=-50/561, 8-11=-309/142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=5ft, Cat. II: Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.;any Oectronlc copies. T1lomas A AlbanifE N6.3836or r P" MI'fekUSA Irlc=F Cert 66` B90A Park e tBlvd. T8F48381.k D t¢"T March 11,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10A1312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the A lit fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPl1 Quality Crtteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job ITruss Truss Type city Ply Park Sq. Hms/ WALTON-1821-B_Tray Tt3455001 A8 MOD. QUEEN 6 tIPS01821B-T Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 12:55:19 2018 Page 1 ID:K7vBU16Vz52SOuOd39Dviny3pgX-oO9eV7XmxdoeF 12xSMduSylkOAZL5Cp6A2oYPzcenc 13.9-2 20-0-0 26-2-14 32-5-12 40-0-0 41-0 6-2-14 6-2-14 6-2-14 6-2-14 7.6.4 -0-0 Scale = 1 68.9 5x5 = 5 3x8 = 1z ld is it a 1. -iu 3x6 = 3x4 = 5x8 = 3x4 = 10-0-0 10-0-0 10-0-0 10-" Plate Offsets (X Y1— 13:0-2-8 0-3-41 P 0-2-8.0-3-41 If 0-4-0 0-3-0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL• in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.31 10-1 1 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.56 11-12 838 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.11 11 999 360 LUMBER - TOP CHORD 2x4 SP No.2 'Except 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1654/0-7-8, 8=1654/0-7-8 Max Horz 2=223(LC 7) Max Uplift 2=-308(LC 8), 8=-308(LC 8) PLATES GRIP MT20 244/190 Weight: 206 lb FT = 0 % BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-11, 4-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2914/497, 3-4=2713/505, 4-5=-1858/408, 5-6=-1858/408, 6-7=-2713/505, 7-8=2914/497 BOT CHORD 2-12=-355/2661, 11-12=-231/2162, 10-11=-231/2028, 8-10=355/2494 WEBS 5-11=-230/1261, 6-11=-732/196, 6-10=-84/662, 7-10=-3451154, 4-11=-731/196, 4-12=-84/662, 3-12=-345/154 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=401"; eave=5ft, Cat. II; Exp B, End., GCpi=0.18, MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 8. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on,any electronic copes. Thomas* Albanr PE N6.3931910f 1Mi'fok IISA, Ir)c. f Cart fib _ f 6984 Parkli`Ea it„ „ BIv _Yl%- 13381# March 11,2018 WARNING - Vedify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verily the applicability of design parameters and property incorporate this design mio the ovarall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent orating is always required for stability and to prevent collapse wait possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPft Quality Criteria, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312.. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type city Ply Park Sq. HmSNVALTON-1821-B_Tray T73455002 PSQ1821B-T A9 MOD.QUEEN 2 i Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:20 2018 Page 1 ID K7vBU16Vz52SOuOd390viny3pgX-GDjljTX0iwnfGPsFVAtscigUUOgVK4TnyKgnL4rzcenb 7-0 26-2-14 22-73252 I 40-0-0 41 06- 2-14 7--4-10-12 1 5x5 = 3x6 = 16 6x6 = 13 17 12 18 19 11 Sx6 // 12. o0 12 5.6 \\ 5x8 = 3x4 = 3.6 = Scale = 1: 77.0 2-7- 8 7 11-0-0 1 -0- 20-0-0 29-8-12 40.0-0 7 8. 0-0 s-6-12 10- 4 Plate Offsets x Y1- WO-24 0-3-01 j8:0-2-8.0-3-4j, 112:04-0.0-3-01. 13'0-3-4.0-2-01 116:0-2-8.Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.40 11-12 999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.72 11-12 653 180 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.31 9 n/a n/a BCDL 10. 0 Code FBC2017/TP12014 Matrix-R Wlnd(LL) 0.21 14-15 999 360 Weight: 224 lb FT = 0 % LUMBER - TOP CHORD 2x4 SP No.2 'Except` 148-10: 2x4 SP DSS BOT CHORD 2x4 SP No.2 'Except' 15-16, 13-14: 2x4 SP No.2D, 14-15,9-12: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 3-15, 4-15,5-14: 2x4 SP No.2 REACTIONS. lb/ size) 2=1654/0-7-8, 9=1654/0-7-8 Max Hor2 2=-223(LC 6) Max Uplift 2=-308(LC 8), 9=-308(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins. BOT CHORD Structural wood sheathing directly applied or 9-2-0 oc bracing. WEBS 1 Row at midpt 5-13, 5-12, 7-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2915/490, 3-4=-6246/922, 4-5=-31021546, 5-6=1868/403, 6-7=1839/410. 7-8= 2656/499, 8-9=2875/499 BOT CHORD 2-16=-379/2585, 15.16=455/3243, 14-15=-460/3452, 13-14=352/3079, 12-13=-264/2319, 11-12= 22912021. 9-11=-356/2482 WEBS 3-16=2191/311, 3-15=-39313453. 4-15=327/2763, 4-14=-757/169, 5-14=-329/2702, 5-13=-19041261. 5-12=- 860/202, 6-12=-205/1183, 7-12=736/187, 7-11=-79/661, 8-11=351 /157 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. VuIt=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf, h=15ft, B=45ft. L=40ft. eave=5ft, Cat. II; Exp 8' Encl., GCpi= 0.18, MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on. ny lectronlc coppies. Thomas A Alblini PE Jo. 30 0 Milek OSA Iqc. P ' Cent 86 r low prk>;'Ekit,4,1a• 3361PMarch 11,2018 A WARNING - Verify design paramerars and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. Design valid for use oMy with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before use, the building designer must verily the applicability of design parameters and property mmrporate this design into the overall Is building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery.. erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,. VA 22314. Tampa. FL 36610 Job Truss Type Qty Ply Park Sq. Hms/WALTON- 182 1 -B_TrayiTruss T13455003 PSQ1821B-T B5 HIP 1 1 b Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55.21 2018 Page 1 ID:oJTZh577kPAJ02zpdsk8q?y3pgW kPGPwpYOTDWVuZRR3tP5ztle3ErNpsY6ZUXvclzcena O 2-7-8 7-3-12 12-0-0 11. O 20-0-0 25-0-0 32-2-121-0 0-0 4-8-4 4-8-4 3-0-0 5-0-0 5-0-0 7-2-12 1.9-4 10 Scale = 1 70.1 5x5 = 1.5x4 II 5x5 = L 3x5 = 17 6x8 MT20HS = 64 = 14 10 'V 13 ` u " " 3x5 = 5x6 // 12.00 f12 6.7 O Sx8 = 3x4 = 2-7-8 -7 11.0-0 1 - 2-o 29-8-12 40-0-0 2-7-8 -0 7-4& -0- 8-0-0 9-8-12 10-34 Plate Offsets X Y)— j6:0-2-8 0-2-4j f8:0-2-8 0-2-4j f130-4-0 0-3-01 j14 0-3.12.0-1-81 j170.2-8.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.40 12-13 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.71 12-13 667 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.31 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.21 15-16 999 360 Weight: 230 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No. ID'Except' 6-8 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 2-17: 2x4 SP No.2, 13-14: 2x4 SP No.2D WEBS 2x4 SP No.3 -Except' 3-16,5-15: 2x4 SP No.2 REACTIONS. lb/size) 2=1654/0-7-8, 10=165410-7-8 Max Horz 2= 153(LC 6) Max Uplift 2= 308(LC 8), 10=-308(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Structural wood sheathing directly applied or 9-0-0 oc bracing. WEBS 1 Row at midpt 5-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2895/481, 3-4=6181/916. 4-5=3088/539, 5-6=-2481/518, 6-7=-2096/442, 7-8=-2096/ 442, 8-9=2684/510, 9-10=-2898/502 BOT CHORD 2- 17=368/2506, 16-17=-442/3149, 15-16=-482/3482, 14-15=-348/3079. 13-14=-202/2010, 12-13=207/ 1937, 10-12=-360/2489 WEBS 3-17= 2126/301, 3-16=-403/3428, 4-16=304/2630, 4-15=858/202, 5-15=-331/2668, 5-14=-2534/ 382, 6.14=137/690, 6-13=29/407, 7-13=-297/82, 8-13=-26/429. 8-12=-104/ 724, 9-12=-393/175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Win& ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf. h=15ft, B=45ft, L=24ft, eave=5ft, Cat. 11' Exp B, Encl., GCpi=0.18; MWFRS (directional): Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 10. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.any glectronic Copies. Thomas k Alban PE No:3001 MifekOSA Ic.TLCi 86 P r ... 6984 Park1; EBlvr] Ta3381f? March 11,2018 WARNING - Varify d- ien parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MITekilt, connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing 14di is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mir.. fabrication, storage.. delivery. erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa.. FL 36610 Type Park Sq. HmSANALTON-1821-B Tray T13455004 1821E-T 186 a Lumber. Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:22 2018 Page 1 ID:GV1xuR8MIAdCYOAaFNNCy3pgV-Cbgn89ZeDX2NVjOddbwKV5Zn9eA5YJxFo 8GS_8kzcenZ it-" 2 0-0 2.72-7-84 8.442 8-4 15" 6-0-0 8-2-112 8 90--40 1-0- Scale = 1 72.2 5x8 = 5x8 MT20HS 6. 00 12 0 3x6 = 18 6x8 MT20HS = 5x8 = 15 14 " 12 11 3x6 = 5i6 -/ 12.00 112 Sx6 3x4 = 3x6 - 3x8 = 1.5x4 II 2. 78 7 11-0-01 -0- 17-0-0 23-0-0 31.2-12 40-0.0 2. 78 i-0-0 7 18 -0 5-0-0 6-0-0 B-2-12 84-4 Plate Offsets X Yh f4 0-3-0 0-3-41, [6 0-6.0 0-2-81, [7 0-340-2-81 f8 0-3-0Edgeel f 15 0-2-8 Edge], 118 0-2-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.32 16-17 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) 0.71 16-17 668 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.32 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.22 16-17 999 360 Weight: 233 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4: 2x4 SP No. 1, 8-10: 2x4 SP DSS BOT CHORD 2x4 SP No.2 'Except' 16-17: 2x4 SP No. 1. 9-13: 2x4 SP No.2D WEBS 2x4 SP N0.3 *Except* 3-17: 2x4 SP No.2 REACTIONS. lb/size) 2=1654/0-7-8, 9=1654/0-7-8 Max Horz 2= 172(LC 7) Max Uplift 2= 308(1-C 8). 9=-308(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Structural wood sheathing directly applied or 8-8-5 oc bracing. WEBS 1 Row at midpt 5-15, 6-12, 8-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2903/483, 3-4=-6095/916, 4-5=3081/541, 5-6=-20471434, 6-7=-1807/420, 7-8=2129/ 424, 8-9=28961487 BOT CHORD 2- 18=-37012435, 17-18=-443/3053, 16 17=-482/3375, 15-16=333/2908, 14-15=-257/2169, 12-14=157/ 1784, 11-12=-338/2469. 9-11=-338/2473 WEBS 3-18=- 2058/301, 3-17=-40113306, 4-17=-303/2539, 4-16=831/197, 5-16=-313/2609, 5-15=-1886/ 229. 5-14=-622/161, 6-14=-89/608, 7-12=-42/537, 8-12=-768/200, 8-11=01373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on„any glectronlc copes. Thomas A Atham PE N619390 Mi'fekUSA IgcsCeR68 6994 Park6``Eaa fBly i "3381k A0 . March 11, 2018 Q WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev, f0103/20f5 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component,. not a truss system Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ItJ.iTp is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSIITPI1 Quality Criteria, OS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job I Truss Truss Type Dry Ply Park Sq. HmsNVALTON-1821-B_Tray T73455005 PS018218-T 87 HIP 1 1 Job Reference i Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:23 2018 Page 1 ID:GV1xuR8lVilAdCYOAaFNNCy3pgV-go09LVaH rAD7tbpAIRZ216zT1WLHm4P1oO?hAzcenY 0 2-7.8 7-3-12 t2-0-0 19-0-0 21-0-027-1-13 333-11 40-0-0 41-0- 12- 7-8 4-8-4 1 4-4 7-0-02-0-0 6-1-13 6.1-13 1 5x5 = 600 12 5x5 = Scale = 1: 78.9 5xt4 i 3x4 5 8 7x6 5x5 4 g 4x6 i 3 QQ 2 i011MI18t73x6 = 19 12.00 12 5x8 = 16 20 15 14 13 21 22 12 3x6 = 5x6 // 5x6 \\ 3x6 MT20HS = 3x6 6x8 MT20HS = 3x4 = 3x4 = 2-7- 0 7 11-0-0 1 19-0-0 2i-0-0 30-2-12 40-0-0 2-7 8 7.4-8 1-0 7-0-0 2-0 Q 9-2-12 944 Plate Offsets fX Y1- j4 0-2-8 0-3-41 f6'0-2-8 0.2-4j.f7:0-2-8 0-2-41 f9:0-2-8 0-3-0i.i16:0-3-0.0-1-121 j190.2-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ua PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.39 12-13 >999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.97 Vert(CT) 0.73 12-13 >648 180 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr NO WS 1.00 Horz(CT) 0.31 10 n/a n/a BCDL 10. 0 Code FBC2017frP12014 Matrix-R Wind(LL) 0.21 17-18 >999 360 Weight: 234 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. 14: 2x4 SP No. 1 D BOT CHORD Structural wood sheathing directly applied or 9-0-9 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-16. 5-15, 8-13 2-19, 14-16: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-18: 2x4 SP No.2 REACTIONS. (lb/ size) 2=1654/0-7-8, 10=165410-7-8 Max Horz 2=-192(LC 6) Max Uplift 2=308(LC 8), 10=308(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2904/ 484, 3-4=6104/918, 4-5=3085/543, 5-6=1916/411, 6-7=-1639/404, 7-8=1911/416, 8- 9=2671/490, 9.10=-2929/505 BOT CHORD 2-19=-373/ 2497, 18-19=-447/3136. 17-18=-476/3429, 16-17=-346/2958, 15-16=-262/2252, 13-15=-119/1647, 12- 13=-250/2097. 10-12=-370/2520 WEBS 3.19=2118/305, 3-18=399/3379, 4-18=-310/2626, 4-17=-806/184, 5-17=-321/2581, 5-16=1865/250, 5- 15=811/191. 6-15=-89/508, 7-13=-111/667, 8-13=733/190, 8-12=49/568, 9- 12=-306/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft. B=45ft; L=24ft; eave=5ft; Cat II; Exp B. Encl., GCpi= 0.18; MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 This item has been 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Albanl, Thomas, PE 5) This truss has beendesignedfora10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Printed Copies Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 Ib uplift at document are not considered joint 10. signed and sealed and the signature must be verified on. any electronic copies. Tttomas A AlbaniIPE No.393 4` MifeIrOSA,I c> 't It ...: 3904 Parkf Blvd.,Ta R 3ii;i Ate';;T--- -, March 11,2018 WARNING - Verity deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with WekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HmsNVALTON-1821-8Tray T13455006 PS01821B- T C1 MONO HIP 1 1 o R r 11 Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 12:55:24 2018 Page 1 ID: IibK6n8NGOQ 1 FM7CkHmcwOy3pgU-9yXZrb%A8I411 AOk9yob Wf9ER010I SYFSIZDczcenX 7. 0-0 14-34 1- M 7-0.0 7-3.4 Scale = 1:26.1 Sx5 = 3x6 = ono — 3x4 = 5 dzd II 5- 3-10 10-0-12 14-3-4 1 -7 5- 3-10 4-9-2 4-2-8 6-4 LOADING ( psf) SPACING- 2-0-0 CS1. I DEFL. in loc) IIdeFl Lid TCLL 20.0 Plate Grip DOL 1,25 TC 0.90 I Vert(LL) 0.03 6-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.07 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Wlnd(LL) 0.02 6-7 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 5=1432/0-7-8, 2=1003/0-7-8 Max Horz 2=120(LC 8) Max Uplift 5=-277(LC 5), 2=-189(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1653/251, 3-4=1427/260, 4-5=1348/273 BOT CHORD 2-7=-252/1391, 6.7=-259/1311 WEBS 3-7=0/259, 4-6=-305/1763 PLATES GRIP MT20 244/190 Weight: 81 Ib FT = 0% Structural wood sheathing directly applied or 4-2-1 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10' Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 8=45ft: L=24ft: eave=5ft. Cat. 11' Exp B, Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 5 and 189 Ib uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1251 lb down and 249 lb up at 10- 0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 2-5=20 Concentrated Loads (lb) Vert: 6=-1251(F) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on., any.electronic copies. Thomas A Albani PE No.383 Or Mj ek;USA, Inc. Cert 689" 89CI4Parfc` i:BstElvd.' ri lS3i31k March 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-419 and BCSI Building Component I 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 36610 Truss Truss Type IOty Ply Park Sq. Hms/WALTON-1821-13 Tray T13455007 8218-T C2 (MONO TRUSS 1 1 Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:25 2018 Page 1 ID:UawNnxPx_NorT?BCFtHW Sy3q_U-dAWvmBbXWSOxNAICljT17jBOdrK7lklhU6V613zcenW I-1-0-0i 7-6-14 + 14-3-4 i- D-O 7-6-14 6-8-6 Scale = 1:44.4 2. 5x4 II 4 3x4 = 5 1x4 II 3x4 = LOADING ( psf) SPACING- 2-0-0 cSl, DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.06 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.16 2-6 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.04 2-6 999 360 Weight: 73 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 2=635/0-7-8, 5=549/0-7-8 Max Horz 2=217(LC 8) Max Uplift 2=89(1_C 8), 5=141(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-768/23 BOT CHORD 2-6=-154/600, 5-6=-154/600 WEBS 3.6=01320, 3-5=-671/172 Structural wood sheathing directly applied or 5-8-5 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft. L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 2 and 141 lb uplift at joint 5. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on., any glectronic copies. Thomaj; A1bjhi.PENo:3910, MiTek USA, I a Cart664 7.... 89D IParkotgBlva. T 3361.0 March 11. 2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7472 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not No i a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing ' i is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 15, •.. fabncalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS8$9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sg. HmSNVALTON-1821-8 Tray T73455008 PS01821B-T CJ1 JACK 10 1 Rfren inl Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:25 2018 Page 1 ID:IibK6n8NG0Q 1 FM7CkHmcwOy3pgU-dAWvmBbX WSQxNAICliT 17jB WufRul VBhU6V613zcen W Scale = 1:7.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES V1B 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wnd(LL) 0.00 2 360 Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=9/Mechanical, 2=137/0-7-8, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift 3-9(LC 1), 2=64(1_C 8) Max Grav 3=12(LC 8). 2=137(LC 1), 4=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft. 8=45ft, L=24ft, eave=5tt: Cat. It: Exp B. Encl., GCpi=0.18, MWFRS (directional). Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 3 and 64 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On.any Q,lectronlc copes. Thomas A Albahi PE Na:3839,0E fMiY tk USA I c Fnori 8& P 8904 Paft1'E>E731vd Ta I, 3381.D March 11,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 01.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeM connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall jbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A— fabricaoon.. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Truss iTruss Type IQty Ply 'Park Sq. HmsNJALTON-1821-B_Tray T13455009 821E-T CJ3 (JACK 10 1 Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:26 2018 Page 1 ID:IibK6n8NGOQ1FM7CkHmcwQy3pgU-5N4lzWc9HmYo KKOsQ_Ggxkh5Fm6UMRgmEgHVzcenV 1-0-0 3-0-0 2x4 = 3-0-0 Scale: P'=V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/den Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 24 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 24 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOr'z(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 360 Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=203/0-7-8, 4=26/Mechanical Max Hom 2=62(LC 8) Max Uplift 3=25(1-C 8). 2-63(1-C 8) Max Grav 3=60(LC 13), 2=203(LC 1). 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=5ft, Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 63 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.any electronic copies. Thomas A Albania#PjE Na:393 N Ml ek IjSA, Ir1c.t, Cert 86 p'` 6984 ParktIARlu d13 11R March 11.2018 WARNING • Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM.7473 rev. 1"31201S BEFORE USE. Design valid for use ontywith MTeke- connectors. This design is based ontyupon parameters shown. and is loran individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing No is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the10 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety ;on, available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandna. VA 2231 C Tampa. FL 36610 b Truss Truss Type IOty Pry Park Sq. Hms/WALTON-1821-8_Tray S01821B-T CJ3S JACK I2 1 T13455010 Job Reference (ootionall Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:26 2018 Page 1 ID:IibK6n8NGOO1FM7CkHmcwOy3pgU-5N4lzWc9HmYo_KKOsO GgxkhNFnPUMRgmEgHVzcenV 2.8-0 2-8-0 -~ Scale: 1 "=1' 2.5x4 = LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in loc) I/defl LId TCLL 20.0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) 0.00 1-3 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 1-3 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 nla n/a BCDL 10.0 Code FBC2017fTPI: Matrix-P Wind(LL) 0.00 1 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=92/0-7-8, 2=69/Mechanical, 3=23/Mechanical Max Horz 1=42(LC 8) Max Uplift 1=2(LC 8). 2=-36(LC 8) Max Grav 1=92(LC 1), 2=69(LC 13), 3=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 9 lb FT = 01A BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf. BCDL=3.Opsf. h=1511; B=45ft. L=24ft, eave=5ft. Cat. II; Exp B, EndW ., GCpi=0.18: MFRS (directional): Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1 and 36 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on, pny electronic copies. Thomas A Albanl'PE No.383 t0 'Mi'1`ekt)SA Ir1c.F CeR86 - 6984 Park6`'E E61vd a 433Qt11 March 11,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7472 rev. 14/03/2015 BEFORE USE. Design valid for use only with MiTekS- connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'i"•$ •-- fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312.. Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms/WALTON-1821-B Tray T13455011 PSQ1821B-T CJS JACK 7 1 Lumber, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12,55:27 2018 Page ' ID: Du8iJ6901KYutWOI_HrSdy3pgT-ZZegBsdn23gfcUvbP8WC8HoLf3YDph_x0_DgxzcenU 0-0 5-0-0 ao 5-0-0 - 2x4 = Scale = 1 17.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 2-4 999 180 BCLL 0.0 Rep Stress Incr YES VJB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017(TPI2014 Matrix-P Wlnd(LL) 0.00 2 360 Weight: 18 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=128/Mechanical, 2=275/0-7-8, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift 3=-56(LC 8), 2m-64(LC 8) Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vu1t=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 64 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.any q,lectronlc copies. Thomas'A- Albans PENa:393 0, Meek 6SA, Illc: Cent 66 P ` 6994 Parkt;`'EAt 61vdTit 3610 March 11,2018 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEN REFERENCE PAGE 114II.7473 rev. I&V312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ."` W is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 111. fabrication, storage. delivery.. erection and bracing of trusses and truss systems. see ANSIfTPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandna, VA 22314. Tampa, FL 36610 JOD Truss Truss Type City Ply Park Sq. Hms/WALTON-1821-B Tray' T13455012 PSO1821B-T CJ5S JACK 1 1 Job Rei r n o i n Mid -Florida Lumber, Bartow, FL. 2x4 — 5-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 12:55:27 2018 Page 1 ID:Du8iJ6901KYutWOI_HrSdy3pgT-ZZegBsdn23gfcUvbP8WC8HnSf3YDph x0_DgxzcenU LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 1-3 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 1-3 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 i Matnx-P Wlnd(LL) 0.00 1 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=18510-7-8, 2=139/Mechanical, 3=46/Mechanical Max Horz 1=70(LC 8) Max Uplift I=12(LC 8). 2=64(1-C 8) Max Grav 1=185(LC 1), 2=139(LC 1), 3=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1 17.0 PLATES GRIP MT20 244/ 190 Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oC purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 8=45ft; L=24ft, eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 64 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.any lectronlc coppes. Thomas A Albani PE No.38380 isle l3SA If1c Cart 66 6884 Park`' E2 lEly 'Ca 336tQ March 11, 2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use.. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the flip IC fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSIrTP11 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Truss iTruss Type Oty Ply Park Sq. HMSANALTON-1821-B_Tray T73455013 1821E-T iD1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:28 2018 Page 1 ID:h4i4XSAeodglUfGbsip4?ry3pgS-1162OCePpNoWEeUnzrl klMpyu2DhyEA8A4jmMOzcenT 1.0-0 i 3-s-4 ) 7-ao i 10-0-0 ) 13-0-0 i 16-2-1 2 _ s-s-o__- 1z_ 3-9-4 3-2-12 3.10 3-0-0 3-2-12 3-5-4 I 4x4 = 3x4 = 5 m 4x4 = Scale = 1 34.7 3x5 = 3x8 = 3x8 = 4x4 = 7-1-12 ME112-to-4 19-e-o 7- 1_19 _1n— 2_in e e g_12 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.08 9-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Verl(CT) 0.20 2-10 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.07 8 n/a n1a BCOL 10.0 Code FBC2017/rP12014 Matrix-R Wind(LL) 0.07 9-10 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 8=1559/0-7-8, 2=1623/0-7-8 Max Horz 2=75(LC 7) Max Uplift 8-354(1_C 8), 2=-392(LC 8) Max Grav 8=1640(LC 14), 2=1690(LC 13) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2915/704, 3-4=2803/702, 4-5=-2500/650, 5-6=-2455/645, 6-7=2754/697, 7- 8=-2782/684 BOT CHORD 2-10=-575/2571, 9-10=-60912635, 8-9=-544/2345 WEBS 4-10=-2/466, 6-9=-3/447, 5-10=273/111, 5-9=-337/118 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0% Structural wood sheathing directly applied or 3-2-0 oc puffins. Structural wood sheathing directly applied or 7-5-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft, 8=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 lb uplift at joint 8 and 392 lb uplift at joint 2. 7) Girder carries hip end with 7-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 503 lb down and 189 lb up at 13- 0-0, and 503 lb down and 189 lb up at 7-0-0 on top chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-126(F=-66), 6-8=-60, 2-8=-42(F=-22) Concentrated Loads (lb) Vert: 4=-385(F) 6=-385(F) R This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on., any lectronlc copies. Thomas A AlbamPf Ntt:39 90; Mi fek IjSA, Ir1c"FL Cert 86 P' 690A Parks f E'Blvr) ,ia t-33610 March 11,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED Alf TEK REFERENCE PAGE 11,01-7473 rev. 1"3/2015 BEFORE USE. Design valid for use only with WekiID connectors. This design is based only upon parameters shown. and is for an individual building component, not a Wss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Wss web and/or chord members only. Additional temporary and permanent bracing (t Y:.trpf is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,,RRGEIF fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIfrPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa.. FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms/WALTON-1821-B Tray T13455014 PS018218-T D2 HIP 1 1 eference (o gionall Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 12:55:29 2018 Page 1 ID:h4i4XSAeodglUfGbsip4?ry3pgS-VylOcYe 1 ahwNro2zXZYzIZM7gSefhhhHPkTKugzcenS 1- 10-8-0 14-10-12 19-8-0 20-8.0 4-5-4 4-2-12 2.0-0 4.2-12 4-9-4 Scale = 1 35.1 4x4 4x4 = 3x5 = 3x4 = 4x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.14 6-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.31 6-8 748 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.03 1-10 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=759/0-7-8, 6=843/0-7-8 Max Harz 1=-94(LC 6) Max Uplift 1=-126(LC 8), 6=-174(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1214/233, 2-3=-975/188, 3-4=-822/191, 4-5=-976/188, 5-6=1253/236 BOT CHORD 1-10=-141/1022, 8-10=-45/822, 6-8=-144/1071 WEBS 3-10=-24/253, 4-8=-16/283, 2-10=-273/109, 5-8=-321/112 PLATES GRIP MT20 2441190 Weight: 92 lb FT = 0 % BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft; 8=45ft, L=24ft; eave=5ft, Cat. 11' Exp B. Encl., GCpj=0.18, MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 1 and 174 lb uplift at joint 6. I This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.,any glectronlc copies. Thomas A Albini PE No 30 :0j Mi}ek1iSA Ir(c.F Cert86 4" 6204 Park13`E8}aiEwi-Ti 3381.Q March 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1"3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ki:iM aP is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rA fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Plyrk Sq. Hms/VJALTON-1821-B_Tray T13455015 iD3 2IPSQ1821B-T IQUEENPOST Reference tin I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:30 2018 Page 1 I D: h4i4 X SAeodgl UfGbsi p4?ry3pq S-z8JopufgL_2 E TydA5G 3Cgn v19sxYQ 7 DReOC tQ Gzcen R 4-11-4 9-8-0 144-12 19-" 20-M 4-114 4-8-12 448-12 5-3-4 Scale = 1:35.5 4x4 = 3x5 = 3x4 Sx8 = 4 9.1-0 19-8-0 0-0 9-8-0 10-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.17 5-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.35 5-7 653 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 5 n/a n/a SCOL 10.0 Code FBC2017frP12014 Matrix-R Wlnd(LL) 0.03 1-7 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=843/0-7-8, 1=759/0-7-8 Max Horz 1=103(LC 6) Max Uplift 5=-174(LC 8), 1=-126(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1202/230, 2-3=-933/181, 3-4=-933/181, 4-5=-12341233 BOT CHORD 1-7=-135/1010, 5-7=138/1050 WEBS 2-7=-298/120, 3-7=56/541, 4-7=-336/124 PLATES GRIP MT20 244/190 Weight: 88 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph. TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=5ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 5 and 126 lb uplift at joint 1. d This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on. any lectronlc copies. ThomasA Albam'PENa3839 j, klfekl3S— '... F'LCaR68-11 3904 Parkt &B'44 - 3 3 ii'oMarch 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a " fuss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPfl Quality Criteria, DSB-29 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa.. FL 36610 Job Truss Truss Type city Ply Park Sq. HmsNVALTON-1821-B Tray T13455016 PS018218-T Et KINGPOST 1 1 Job Reference (ontionall Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:30 2018 Page 1 I D:h4i4X SAeodglUfGbsip4?ry3pgS-z8JopufgL_2 ETydA5G3CgnvKOs3JQ9kReOCtQGzcenR 1-0-0 5-2-0 10-0-0 1-0-0 5-2-0 4-10-0 Scale = 1:19.3 4x4 = Ii 2x4 = 2.5x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.05 2-5 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Mnd(LL) 0.01 4-5 999 360 Weight: 37 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 2=692/0-7-8, 4=614/0-7-8 Max Horz 2=57(LC 7) Max Uplift 2=166(LC 8), 4=-120(LC 8) Max Grav 2=692(LC 13), 4=628(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-982/218, 34=981 /219 BOT CHORD 2-5=-147/829, 4-5= 147/829 WEBS 3-5=0/289 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=5ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 166 lb uplift at joint 2 and 120 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 444 lb down and 154 lb up at 5-2-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-4=-34(F=-14), 1-3=-60, 3-4=-60 Concentrated Loads (lb) Vert:3=-350(F) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.,any lectronlc copies. Thomas A Albani PE No:3n 0y fek USA Inc. F ' Cert86 T 6904 Park at Blvd Ca 13381.0 March 11,2018 Q WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent coeapse with possible personal injury and property damage. For general guidance regarding the Uf fabricat ion. storage.. delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq. HmsANALTON-1821-B Tray T13455017 PS01821B-T E2 KINGPOST 2 1 Job Reference ti nal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:31 2018 Page 1 ID:h4i4XSAeodglUfGbsip4?ry3pgS-RKtB1Egl61A555CMe aRN RWUGRf9cNas2yRzjzcen0 1-0-0 5-2-0 10-0-0 1-0-0 5-2-0 4-10-0 Scale = 1 19.3 4x4 = I 2x4 = 2.5x4 = 5-2-0 4.10.0 Plate Offsets (X Y)= 14:Edge 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.25 Vert(LL) -0.01 2-5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.03 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Holz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wlnd(LL) 0.01 4-5 >999 360 Weight: 37 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=459/0-7-8, 4=369/0-7-8 Max Horz 2=57(LC 7) Max Uplift 2=111(LC 8), 4=-59(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-516/88, 3-4=518/86 BOT CHORD 2-5=-33/399, 4-5=33/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf, h=15ft; B=45ft; L=24ft, eave=5ft, Cat. II; Exp B' End., GCpi=0.18' MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 2 and 59 lb uplift at joint 4. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On.any electronic copes. Thomas A AlbaniVE ND.36380j N ..WUSA I c: F cart 86 P 6984 Perk E at.® BIv.381.6 w March 11,2018 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE I1111.7473 rev. I&V3/3015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not man a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall rwpuddingdesign. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing -Kt 11 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 31E n fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSlrTPl1 Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Inforrnation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms/WALTON-1821-B_Tray T13455018 PS018218-T F1 HIP 1 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:32 2018 Page 1 ID:9HGSkoBGYxpc6pmPPKJX2y3pgR-wWRZEahvnblyiFnYCh5gvC_h2fn6ulQj5ih V9zcenP 1-0-0 5-0-0 fr8-0 11-8-0 12-8-0 11-0 5-0-0 1-10 5-0-0 1-0-0 4x4 = 4x4 = 1.5x4 IIt3 3x4 = 3x4 = 1,10111 1.5x4 11 Scale = 1 30.3 1.4 II 5-1-12 0-8-0 4-5-12 61i-4 1-4-8 11-M 11-8-0 4-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.03 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-R Wind(LL) 0.01 12-13 >999 360 Weight: 79 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 1040-0 oc bracing. REACTIONS. (lb/size) 13=81010-3-8.10=810/0-3-8 Max Horz 13=- 126(LC 6) Max Uplift 13=- 318(LC 8), 10=304(1_C 8) Max Grav 13= 870(LC 16), 10=870(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3- 4=-653/283, 4-5=539/280, 5-6=-653/283 BOT CHORD 11- 12=164/538 WEBS 3-12=- 192/589, 3-13=-717/301, 6-11=-193/589. 6.10=-717/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=5ft; Cat. 11; Exp 6, Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 13 and 304 lb uplift at joint 10. This item has been 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 126 lb up at electronically signed and 6-8-0, and 258 lb down and 126 lb up at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility sealed b Albani, Thomas, PE y of others, 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. Printed copies of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + RoofLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified g Uniform Loads (plf) Ver: 1-2=- 60, 2-4=-60, 4-5=-101(F=-41), 5-7=-60, 7-8=-60.. 9-14=-34(F=-14) Or)„any. PlectrontG Gopl'es. Concentrated Loads (lb) Vert: 4=- 1 75(F) 5=-175(F) ThomdSA Alb(ltiifE Nta 3Q3990t MilekUSA I FtLCert66 IT 6984 Fafkl;lQdriF3381_U' March 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01•7177 rev. 10/01/20/5 BEFORE USE. Design valid for use only with MiTekL% connectors. This design is based Only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall MR building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i 4t is atways required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the faoncationstorage, delivery.. erection and bracing of trusses and truss systems.. see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms/WALTON-1821-B Tray T13455019 PS01821B-T F2 HIP 2 7 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:33 2018 Page 1 I D:9HGSkoBGYxpc6pmPPKJX2y3pgR-Oj?xRwhYevOpKPMkmOcvSPXgu3?Md WOtKMRX 1 bzcenO t-o-o 1 0 9_ t sloo ( I211 -4 -aa { 1 1.0.0 0-9-t2 SO.4 5-0-4 1 as 12 1-0-0 4x4 = 4x5 = 11 tx4 II 1z4 11 415 = ix4 II 0.9-12 11$0 0-8-0 ' ' 5.04 5-0-4 Scale = 1 32.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.96 BC 0.74 WB 0.07 Matrix-R DEFL. in Vert(LL) -0.12 Vert(CT) -0.21 Horz(CT) 0.00 Wind(LL) 0.04 loc) I/deft L/d 10 >999 240 10 >578 180 9 file n/a 10 >999 360 PLATES GRIP MT20 244/190 Weight: 60 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=524/0-3-8, 11=524/0-3-8 Max Horz l l=-134(LC 6) Max Uplift 9=177(LC 8), 11=191(LC 8) Max Grav 9=571(LC 15), 11=571(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-335/139, 4-5=-335/139 WEBS 5-9=-356/175, 3-11=-356/179 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf:. h=15ft, B=45ft; L=24ft, eave=5ft; Cat. It Exp B; Part. Encl., GCpi=0.55; MWFRS (directional), cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 9 and 191 lb uplift at joint 11. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.anylectronlc coppies. Thomas A Albadi PE -ND 383801 A4i'fekllSA, Ilic>"p Cert 66 4"' 89Bd Park E Blvra is 38L-3381P March 11,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekf- connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is al vays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Icy fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DS8-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314, Tampa, FL 36610 Job PSQ1821B-T Truss F3 Truss Type ,Qty HIP 2 Ply 1 Park Sq. Hms/WALTON-1821-8Tray T13455020 Job Reference !oD i n Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55.33 2078 Page 1 I D:9HGSkoBGYxpo6pmPPKJ X2y3pgR-Oi?xRwhYevQpKPMkmOcvSPXkw35bdXHtKMRX 1 bzcenO 1- o-0 a9-1z slo-o 1- 0-0 o-9-1z s as also 1-ao 4x4 = 5 9 7 2. 5x4 II 1x4 II 3.4 = txa II 0- 9-12 0- 8-0 s10.0 a 0 0- 8-0 I 5-0-4 ado 0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.02 8-9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.04 8-9 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Wind(LL) 0.03 8-9 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 7=28210-3-8, 9=36910-3-8 Max Horz 9=168(LC 8) Max Uplift 7-157(LC 8), 9=-89(LC 8) Max Grav 7=350(LC 13), 9=370(LC 17) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-9=-273/152 Scale = 1:32.9 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0 % Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oC bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft. L=24ft: eave=5ft: Cat. 11' Exp B; Part. Encl., GCpi=0.55: MWFRS (directional): cantilever left exposed , end vertical left exposed, Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 7 and 89 lb uplift at joint 9. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on„ any glectronic pes. ThomasAAlbani,PE ,coNo.3839OfMiltak 0SA I}}-c-`F Cert 6S`s 6904Par14Q1VA[a 3_ 3381V March 11,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11II-7473 rev. 10M312015 BEFORE USE. Design valid for use only with MiTek(lb connectors. This design is based only upon parameters shown, and is for an indivdual building component, not a truss system. Before use, the building designer must venty, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIrrPI1 Quality criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss ITruss Type laty 1py I Park Sq. Hms/WALTON-1821-8 Tray T13455021 tB-T G1 (FLAT I1 1 1Job Reference (optional) Irida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:34 2018 Page 1 ID:9HGSkoBGYxpc6pmPPKJX2y3pgR-svZJfGiAPDYgyZxxK678_d3zDTK9Mw6OYOA5Z 1 zcenN 2-5-10 4-114 2.5.10 2-5-10 1 1.5x4 II 3x4 = 3 1.5x4 11 Stale = 1.9.5 2 axa LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) Ildefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 4-5 999 240 TCDL 10.0 L.bar DOL 1.25 BC 0.77 Vert(CT) 0.07 4-5 856 180 BCLL 0.0 Rep Stress Incr NO W B 0.28 Horz(CT) 0.01 4 We We BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.02 4-5 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 'Except* BOT CHORD 2-5,2-4: 2x4 SP No.3 REACTIONS. (lb/size) 5=1251/0-7-8, 4=1 251 /Mechanical Max Uplift 5=247(1-C 4), 4=-247(LC 4) Max Grav 5=1258(LC 13), 4=1258(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-334/70, 3-4=334/70 BOT CHORD 4-5=-254/1204 WEBS 2-5=-1302/275, 24=-1302/275 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 0% Structural wood sheathing directly applied or 4-11-4 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft; L=24ft, eave=5ft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 5 and 247 lb uplift at joint 4. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-357(F=297), 4-5=181(F=161) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on,any Plectronic co ies. Thomas A Albai i PE N6.383 Oi Mi ek Z3SA Illc'F Cart 99 t?'' 6904 Pa t6`rl f &v`8 ,% --LrS3816 March 11,2018 WARNING - Verity design para—fors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev, 10/02/2015 BEFORE USE. Design valid for use only with Wake connectors This design is based only upon parameters shown and is for an individual building component, not a Truss system. Before use _. the building designer must verily the applicability of design parameters and property incorporate this design into the overall b.ddmg tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing t faR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the "'+'`• fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandna, VA 22314. Tampa.. FL 36610 ob Truss Truss Type Qty Ply Park Sq. HmsANALTON-1821-B Tray T13455022 SQ18218-T iJ5 JACK 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:35 2018 Page 1 ID:9HGSkoBGYxpc6pmPPKJX2y3pgR-K57hsbjoAWgXZj W7tpfNXgc9JtoQ5RgAngwe6UzcenM 1-0-0 5-0-0 1-o-D 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 2-4 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wjnd(LL) 0.00 2 360 LUMBER- BRACING - Scale = 1.17.0 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=128/Mechanical, 2=275/0-7-8, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift 3=56(LC 8), 2=64(1-C 8) Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; EndW ., GCpi=0.18; MFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 64 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on, any lectronlc coppes. Thomas A Albans PE No.3@380 M' ek 17SA I c. F Cart88 l 88A4Parklito -TIN3fr3336tR Eo;T March 11, 2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7473 rev. IOM31201S BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingFA OUR is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPH Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa.. FL 36610 Job ITruss Truss Type Qy Ply Park Sq. Hms/WALTON-1821-8 Tray T13455023 PS01821B-T J7 JACK 18 1 Job Referenotionah Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:35 2018 Page 1 1 D:dTggy8 BuJF xTkzQzz7 rY4Gy3pgQ-K57hsbjoA WgXZj W 7tpfNXgc2 Ltjo 5RgAngwe6UzcenM 1 o a 7-0-0 1-ao 7-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.12 2-4 688 240 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.23 2-4 344 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=191/Mechanical, 2=352/0-7-8, 4=661Mechanical Max Horz 2=117(LC 8) Max Uplift 3=85(LC 8), 2=-68(LC 8) Max Grav 3=191(LC 1), 2=352(LC 1), 4=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:21.8 PLATES GRIP MT20 2441190 Weight: 24 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=5ft, Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 68 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.any p,lectronlc copies. es. ThomasAA@nrPE Na.39301Mifk6P`USA'Inc.Cen6 69ii4 Py at-x-`E fBlvrj. a"Tns1s 3381.0 March 11,2018 Q WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building componentnot a truss system Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems.. see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HmsMALTON-1821-8 Tray T13455024 PS018218-T JK1 JACK 4 1 Job Reference (optional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:36 2018 Page 1 ID:IibK6n8NG0Q 1 FM7CkHmcwQy3pgU-olg44xkQwgoNBtSJRXAc429KbH9xquwJOKfCewzcenL 1-0-0 1-M 1-0-0 1.0-0 6.00 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 TCDL 10.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-R 2.5X4 II DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 5 >999 360 MT20 244/190 Vert(CT) -0.00 5 >999 180 Horz(CT) -0.02 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=-16/Mechanical, 5=149/0-3-8, 4=3Mlechanical Max Horz 5=112(LC 8) Max Uplift 3=68(LC 8), 5=53(1-C 6), 4=-103(LC 8) Max Grav 3=50(LC 6), 5=149(LC 1), 4=82(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1 17.5 Weight: 8 lb FT = 0% Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=5ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 3, 53 lb uplift at joint 5 and 103 lb uplift at joint 4. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.pny,lectronic copies. Thomas A Albini PE No 393cop Mi'ek SA Ipc`F Cert86 41 6904 4y—Ikli9:>iB' a tnl13381P March 11,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system, Before use.. the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the O fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq. HmsA.NALTON-1821-B Tray Tt3455025 PSQ1821B-T JK3 JACK 4 1 Job Reference (ootionall Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:36 2018 Page 1 ID:IibK6n8NGOQ1 FM7CkHmcwQy3pgU-olg44xkQwgoNBt5JRXAr,429HeH75quwJOKfCewzcenL 1.0 0 3-0-0 1-0-0 3-0-0 Scale = 1:22.4 3x4 = 0-8-0 3-0-0 0 8-0 2-4-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.10 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-R Weight: 14 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=61/Mechanical, 4=-24/Mechanical, 5=256/0-3-8 Max Horz 5=150(LC 8) Max Uplift 3=-84(LC 8), 4=42(LC 8), 5=-14(LC 4) Max Grav 3=93(LC 13), 4=44(LC 6), 5=256(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vesd=108mph, TCDL=4.2psf, BCDL=3.Opsf. h=15ft, 13=4511; L=24ft, eave=5ft; Cat. It: Exp B; Part. Encl., GCpi=0.55, MWFRS (directional), cantilever left exposed . end vertical left exposed, Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 3, 42 lb uplift at joint 4 and 14 lb uplift at joint 5. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on,any Plectronic copies. Thomas A Albanf PE N1>.383 0' MiYek 05A, Inc F cart ss 6,904 Parkf3;A B1;_dTan 45361.0' March 11,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 8111.7473 rev. 1"31201S BEFORE USE. Design valid for use only On MiTek6 connectors This design is based only upon parameters shown and is for an individual building component, not It truss system. Before use the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevem buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .$n is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the U.c fabrication, storage.. delivery. erection and bracing of trusses and Truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job --Truss Truss Type Oy Py Park Sq. HmsMIALTON-1821-6 Tray T13455026 PS01821B-T JK5 JACK 2 t Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 12:55:37 2018 Page 1 I D:9HGSkoBGYxpc6pmPPKJ X2y3pgR-GUES HH13h8wEp 1 gW?EhrcFhNYgRyZL9SF_PIAMzcenK 1-M 5-0-0 Scale = 1:27.2 o e o 0-8-0 5-0-0 4-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.04 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.23 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical, 4=20/Mechanical, 5=312/0-3-8 Max Horz 5=188(LC 8) Max Uplift 3=-114(LC 8), 4=-26(LC 8), 5=29(1-C 8) Max Grav 3=156(LC 13), 4=71(LC 3), 5=312(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft, 8=45ft; L=2411; eave=5ft, Cat. Il; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fa between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3, 26 lb uplift at joint 4 and 29 lb uplift at joint 5. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.,any glectronic copies. Thomas A Albans AE , No.3,0i` Wil.ak JSA Irtc.`Ft Cart 69AA +P a-rk Blvd.-3361k D1 March 11,2018 WARNING - Verffy design paremerers and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 1011.7473 rev. f0/02/2015 BEFORE USE. Design valid for use only with MiTakO Connectors. This design Is based only upon parameters shown, and Is for an individual building Component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andror Chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insleute, 218 N. Lee Street. Sude 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Qty Ply Park Sq. Hms/WALTON-1821-B_Tray 1<5 T13455027 PSQ1821B-T MONO TRUSS 2 1 i Job R ference (ootionall Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55:38 2018 Page 1 ID:dTggy8BuJF xTkzQzz7rY4Gy3pgQ-kgoq VdIhSR35QAFiZyC49TEcO4neloScTe8ljpzcenJ 10-,c Ptt-t3 ,.at5 s7- 0-1n 11-, s I 1.] x9 II 1. 5x4 II 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.06 6-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.12 6-7 621 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 i Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Wlnd(LL) 0.02 6-7 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 5=69/Mechanical, 4=197/Mechanical, 7=349/0-10-10 Max Horz 7=184(LC 8) Max Uplift 5=35(LC 8), 4=113(LC 8), 7=69(LC 8) Max Grav 5=122(LC 3), 4=203(LC 13), 7=349(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:28.4 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft, Cat. It: Exp 8; Part. Encl., GCpi=0.55, MWFRS (directional); cantilever left exposed ; end vertical left exposed, Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 5, 113 lb uplift at joint 4 and 69 lb uplift at joint 7. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60 Trapezoidal Loads (plf) Vert: 8=0(F=10, B=10)-to-5=-35(F=-8, 13=8), 2= 2(F=29, B=29)-to-4=-106(F=-23, B=-23) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on., any electronic copies. ThomaaA AlbtinrPENo.3839O I skUSA II)c." t &C §6 tj 6984 Parkli EatBly`1c. a 387o- March 11,2018 WARNING - Verify design paremetars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANStrrPI1 quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312.. Alexandna, VA 22314. Tampa.. FL 36610 Job Truss Truss Type 0ty Ply Park Sq. Hms/1NALTON-1821-6 Tray T73455028 PS01821B-T KJ5 MONO TRUSS 2 1 I Job Referencg(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55,38 2018 Page 1 I D:dTggy8BuJF xTkzQzz7rY4Gy3pgQ-kgoq VdIhSR350AFi2yC49TEhj4i 1 IoXcTe8ljpzcenJ 1-10-10 3.11-1 7.0-14 1-10-10 3-11-1 3-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.12 2-6 668 240 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0.24 2-6 341 180 BCLL 0.0 Rep Stress Incr NO WE 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix-P Wind(LL) 0.01 2-6 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=307/0-7-8, 5=162/Mechanical, 4=140/Mechanical Max Horz 2=86(LC 8) Max Uplift 2=-90(LC 8), 5=1(LC 8), 4=57(LC 8) Max Grav 2=307(LC 1), 5=171(LC 3), 4=140(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=5ft; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 2, 1 lb uplift at joint 5 and 57 lb uplift at joint 4. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-7=60 Trapezoidal Loads (plf) Vert: 2=-2(F=9, B=9)-to-5=-35(F=8, B=-8), 7=0(F=30, B=30)-to-4=-106(F=-23, B=23) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on.any tagIectronic copies. Thomas A AlbahifE Na 393990 Mi'fekljSA Ir)c.`F Cert86 8804ParktE tEtvd 1a 13300 March 11,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussss web and/or chord members only. Additional temporary and permanent bracing .^ n uisalways required for stability and to prevent collapse with possible personal injury and propeny damage. For general guidance regarding the O JIL --- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I Tampa, FL 36610 Job Truss JTruss Type Qry IPIY Park Sq. HmsNVALTON-1821-B_Tray T13455029 IPSQ1821B-T KJ7 MONO TRUSS 4 11 1 Job Refereno (optional Mid- Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 12:55.39 2018 Page 1 ID: dTggy8BuJF xTkzQzz7rY4Gy3pgQ-CtMCizmJDIBy2Kpu6flJhgnn7U6r 19llilusF Fzcenl 1- 10-10 5-4-0 9-10-13 r 1- 10-10 5-4-0 4-6-13 t MI LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.02 6-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.07 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 HOr2(CT) 0.01 5 n/a We BCDL 10.0 Code FBC2017frPI2014 Matrix-R Wind(LL) 0.02 6-7 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=46310-7-8, 5=378/Mechanical, 4=246/Mechanical Max Horz 2=150(LC 8) Max Uplift 2=100(LC 8). 5=-37(LC 8), 4=103(LC 8) Max Grav 2=463(LC 1), 5=378(LC 1), 4=248(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-762131 BOT CHORD 2-7=-138/693, 6-7=138/693 WEBS 3-7=0/269, 3-6=-7591151 Scale = 1,22.0 3x4 = PLATES GRIP MT20 2441190 Weight: 43 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2, 37 lb uplift at joint 5 and 103 lb uplift at joint 4. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=60 Trapezoidal Loads (plf) Vert: 2=2(F=9, 13=9)-to-5=49(17-15, B=-15), 8=0(F=30, B=30)-to-4=-148(F=-44, B=-44) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on. any t;lectronlc copies. ThomasA Alb4nvPENo.38380i" MiTek IJSA, Iris F Cart 86 0 6904 Pia-r^k?l a f'BIJ 338* O Fe.iY March 11,2018 A WARNING - Vedfy dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use the budding designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Brac ng indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing K Y.R"Q is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 115 1>^rt, fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infomtation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3 " Center late on joint unless x, 4 y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. yrr16 Tf For 4 x 2 orientation, locate plates 0- '114' from outside Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS cr-2 c2-3 4 o WEBS C3 v O m p u 5 O aU p s' A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. BOTTOMCHORDSedge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. pTHE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/ LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC- ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4x4ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specked. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings Occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/ TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood TfUSS Construction.and pictures) before use. Reviewing pictures alone DSB- 89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. t MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 Permit # City of Sanford Building and Fire Prevention Product Approvalification Form 1 8 - 1 3 9 3 Project Location Address GV-aAfo LQa3e. f- br cc rC As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.orcl. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/Sidelites FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments InterWrap, Inc Rhino Roof Underlayments FL15216.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Southeastern Metals Off -Ridge Roof Vents FL16994.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name, Please Print) June 2014 Florida Building Code Online Pao,e 1 of') A S Gd+. % lNul ,:,w ;.ti >•ti iF LIiY"`L3w'riw ,. .";'"°' 3 BCIS Home ' Log In User Registration I Hot Topics : Submit Surcharge Stats & Facts ! Publications ( FBC Staff BCIS Site Map Links Search a Product ApprovalinrUSER: Public User Product Approval Menu > Product or Application Search > Application LiSt > Application Detail FL # FL8871-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan ). King, P.E. n Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R8 COI (b) Certificate of Independence. odf Standard ASTM D1929 ASTM D2843 ASTM D635 ASTM E1300 ASTM E84 ASTM G26 TAS 201, 202, 203 Florida Licensed Professional Engineer or Architect FL8871 R8 Eculy (b) Ecuivalencv of Standards.pdf Year 1996 1999 2003 1998 2000 1995 1994 https:l,%w .floridabuildin:=--%pr'pr_app_dtl.aspx?param=wGEVXQvvtDgty.3 Wak2nHr... 1126/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/17/2017 10/17/2017 10/19/2017 12/12/2017 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.1.cdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8671 R8 AE (pj_E dl 8871, E specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R$_ Ilb Ind 871.2j df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 6871.2 for Design Pressure Ratings by L8871 R8 AE (b) Eval 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.gdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and Smooth Star sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 Ii (b) Inst 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.edf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.5 e. "FiberClassic" or "Smooth5tar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 iI (b) Inst 8871.5.ndf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by L8871 R8 AE (b) Eval 8871.5.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. hasps: ;'Nk r%v.floridabuildina.ora,' r,/prm _app_dtl.aspx?para=wGEVrXQw-tDgty'IjWak2nHr... 1/26/2018 Florida Building Code Online Page 3 of 3 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact' Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 it (b) lnst 8871.6.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.7.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 RS AE (b) Eval 8871.7.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h, "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8371 R8 II (b) Inst 8871_Spdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE j„h1 Eval 8871.8.edf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 I i. "FiberClassic", "SmoothStar", 60 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.9.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL3871 R8 AE (b) Eval 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Back Next Contact Us:: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an WEED employer. Copvriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a pubiic-records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact SS0.487.1395. -Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: U l .'Z' M Credit Card Sate 1-ittps://w--,'.floridabuildinc,.or(,/pr/pr_app_dtl.aspx?param=wGEVXQ-,,,-tDgty3IjWak2nHr... 1/ )6/2018 11HERMAITRU 0 THERMA TRU DOORS 1 1 B INDUSTRIAL DR., EDGERTON, OFI 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE 'IMPACT" DOOR w/ "NON -IMPACT" SIDELITE INSWING / OUTS WING GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 61h Edition 12017) Florida Building Code (FBC) structural requ'uements including the "Ifigh Velocity Hurricane Zone" (HVHZ). 2. Producl anchors sholl be as listed and spaced as shown on details. Anchor embedment to base material sholl be beyond wall dressing or stucco. 3. When used in the -HVHZ" the opaque door compiles with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The non -impact sidelile must be protected with an impact resistant covering complying with Section 1626 of the FBC. 4. When used in areas outside of the "HVHT requiring wind borne debris protection, the opaque door complies with fBC Sections 1609.1.2 & R301.2.1.2 and does not require an impact resistant covering. The opaque door meets missile level V,and includes Wind Zone 4 as defined in ASTfd E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2.1, The non -impact sidefiles must be protected with an impact resistant covering comptying with FBC Sections 1609.1.2 & R301.2. L2. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drov ng require further engineering analysis by a licensed engineer or registered orctltect. 7. Oulswing configurations using coastal sill item 94 under active doors, and oil sills used under the sidefites, meet water infiltration requirements for "HVHZ". 6. Inswing configurations and ouiswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the'TIVHZ" and shall be installed oily In non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET If DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) _ 3 Door panel details (Fiber ctossic) 4 Sidelile panel details 5 Horizonlol cross sections 6 7 Vertical cross sections Vertical cross sections 8 Buck and frame anchoring - 2X buck masonry construction 9 Frame anchoring 1 X buck masonry construction 10 Components & Glazing details 11 Bill of Molenals 54.75, MAX. OA. FRAME WIDTH - - 37.75" MAX. _ 15.50" MAX. FRAME WIDTH FRAME WIDTH 36.00r' MAX. _ 13.75" MAX. PANEL WIDTH I Y PANEL WIDTH A n o l O N O O h LD P P r OVERALL :- DESIGN PRESSURE (PSF) DOOR TYPE SWING; ,, PRAME , :- POSITIVE NEGATIU DIMENSION` - INSWING 54.75" x 98.00" 60,0 60.0 SMOOTH STAR OUTSWING 54.75" x 96.50" 65:0 65.0 INSWING 54.75" x 98.00" 60.0 60.0 FIBER CLASSIC OUTSWING 4.75" x 96.50" 65.0 65.0 See Sheet 10 for design pressure limilolioru. N. T. S. a+: DWS ac LFS FL-8871.E rr 1 or 1 44 43 Al 4647 EXTERIOR W-3 6z z - - 0 INTERIOR Av z z E.0 c 41 I HORIZONTAL CROSS SECTION C; C. E. o 41 0 O D2 1.53"--1 4.OT dF TYP- 4 J- t c, r, CORNERS3IPoOfPANEL J EXTERIOR INTERIOR 0 c A L DETAIL A -A J 4!>DOOR PANEL Smooth star 41 z, oo0c,0000 000000000000000 x a V) CQ000000000, 0 0 0 0 0 , 0 00000 00 000000 00(100fl- 0(0000 406 c-, c-, 000000000000000000000000000000 00000 a(L ol00000 n 000A, -is 000000000000000 C4 0 110M RAIL 0 0z 000000000000000 28,86% OPEN r2 VERTICAL CROSS SECTION' t7L 05z z00000001 00000000 AREA MAX. 45 SCALE: N.T.S. 000c00000000000 DWG. BY DWS cm. OF s DETAIL A -A DRAMG NO, Ponel reintofcemenl FL-8871].6 00 SHEET _L Of I 64 bl bl 63 0` /Oy db 67 EXTERIOR 67 ; : o o: j= M N'.• 7 i fi : O 0Pil u 11111 I O `', O N . Z 2 INTERIOR b o E m z m o c4i 4rm 3 HORIZONTAL CROSS SECTION 66 d2 \ m e ti ° to\ V, o E CZ° U u C 41 67 o a a , a co r0 1 0 — Lo 4.07' bl a ZS iYP.4 ( f I w v41i m 13 CORNERS VLLLLLC _ f m_ o OF PANEL a a 62 TOP RAIL 63 LOCK SDLE EXTERIOR INTERIOR Y Y K DETAIL A -A - - U 60 DOOR PANEL o u Fiber classic e N m N 00000000 62 Nip o 0000000 O / dl o 00000000 -- o OOOODUU 604 O0000000 1.18 ~ 0 00 0000000 63 ^{ 1 - r- n` P R aj 000000000000000- 0000000 a a a u 00000000 0 ; o OO o0000U 0 J a 7 _ Z 0000000 om bd - r. Qom w n OOOOOOOU0000000 m W F00000, pJ •_ n \ p0000' ro - 0 0 0 0 0 0 0 1iq ''' HINGE SDIE BOTTOM RAIL p n 00000000 -f' 64 65 a n N •- Z a 0000000 2B.86%OPEN m 0000000o AREA MAX. °nTE: 05122108 = 0000000 --' 00000000 6 __ 3N.T.S. 0 0 0 0 0 0 0 2 VERTICAL CROSS SECTION °NC " Dws m 00000000 DETAIL A -A °RA*C NO — m Panelminlomement fL-8871.8 ° o SHEET _3 aF )) N A f 2 b G 13.75' MAX. PANEL WIDTH — f d — i T I'sy P 70 SIDELREPAINEL eLl1LL1Ld __. 11 71 TOP RAIL Skle6te 72 STILES-"!Wh e 1 i T 73 BOTTOM RAILSideAle 9" MAX. D.L.O. --- EXTERIOR INTERIOR U 1 HORIZONTAL CROSS SECTION Q (Classic craft S rustic) 6.57" MAX. D.L. G2 T EXTERIOR U INTERIOR 2 HORIZONTAL CROSS SECTION q (Fiber classic) 1" MAX. D.L1 EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION q (Smooth slor) I // ---1 EXTERIOR INTERIOR EXTERIOR a m INTERIOR EXTERIOR P N•u :7 o Z- 4'; Zvi Z i V' •'. 0`Z U. Q .4 a M 7 i4 o m k i 'm T`` o o 11 V 49 ^ 9 o a oz°4z N' i o 9 m [ 41 2' \\V1 v a. a in a LL O O 0 INTERIOR a 73 73 73 SCALE: N.T.S. BY; DWS trot. nr: LFS 4 VERTICAL CROSS SECTION q ( Classic craft &rustic) 5 VERTICAL CROSS SECTION IFber classic) 6 VERTICAL CROSS SECTION Smooth star) c R FL 8871 6 R d , f t 1 2 1 2 E ... .. .... !J6677 Zir pJ9n 4 d C * C O a— 4 rn z y0-, o o ; aoA / i •• ... > > m 3 U ... e n i oZu5INTERIOR70a .E 0 m ° 19 4 ^ a N a S a n l° 5 0Z 5 o v o° i a 5 Q I , 18 EXTERIOR r ncs 1-1/4"MIN. N N W 3 40_HORIZONiAL CR055 SECTION tTw oc) 5J Shown w/IX sub -buck U OE D 3 4 3 4 D B d d 7 7 d 5 6 5 L m L o.Is 6 6 7 7 0.15, r C'SINK L C'SINK —{ ° Y 1 ( TYP.) (TYP.) n U zoB9 70 0 J ? a F O N INTERIOR e 2 N 10 INTERIOR 10 G o L e 12ha, a a a ZZ n » Z W Z e ° grO1NQ O O^ N n Z EXTERIOR 70 M N ^ MTE: 05/22/08 _ i 12 12 40 EXTERIOR 40 14 LJ C E s E: N.T.S. ° Mu. C 1-114 1-114"MINEMB.(TYP.) UK BY: LFSEMB. (TYP) 3 OHORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION auvnNc Na: rc also Oulsvd5 ulswing shown - inswingOngshown - inswing Oulswing shown - inswing FL-8871.E a opproved also approved 5 also approved n SMEEr 5 Of 11 m AA Z 40 w EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 6 Outswing shown - inswing also approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION 6 I,,.-ng configurationI,,. general Hales sheet I for "HVHZ" wafer infdtrollon requirements EXTERIOR %f" INTERIOR 2 VERTICAL CROSS SECTION 6 Shownw/IX sub -buck EXTERIOR INTERIOR see generof notes sheet I for'}iVHr water infiltration requirements z D Q INTERIOR 2. 26 a EXTEJR/ l O h m Z. v v U oi4a or) 6 25mdara E ZiQio P v o: Oo z JF c4i iaiI r LO i=n WV v 3 VERTICAL CROSS SECTION ~ m V u 6 Oufswing configuration r, o see general Holes sheet I o for "HVHZ"water infdtration a requirements n a INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 6 Outswing confgurotion see general Holes sheet I for "HVHZ" water infdlration requirements Z 05122108 F: N.T.S. BY: DWS a Err: LFS WIC No.: n 0 FL-8871.E c L Or 11 8 z a 70 EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 7 Oulswing shown - Inswing also approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION 7 Inswing configuration Z nr: xv EXTERIOR // INTERIOR_ 2 VERTICAL CROSS SECTION 7 Shown w/I l( sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 7 lnsvung conftgurofk)n INTERIOR z m O rio V''• m nmay` EXTERIO/i rr Ps 1 s`` o n ° z U N d L Z I• xv`` Z O V mLN O C 41 O L m nd u 9 E. O 9Z w E or ZU v Q I rn U 4j viaw w m w Wv i m a c) 3 VERTICAL CROSS SECTION 7 Oulswngconfiguration INTERIOR EXTERIOR VERTICAL CROSS SECTION 77 Oufswing configuration BY: DIMS ar: LFS MND ND.: FL-88 71. G 1 7 OF f t r YIN o4" 30) V'•• yy a °fin III, 1 ,,,r,rrLL... o m z C II to h n o Em zmod MASONRY J IYP. HEAD & I I TYP. HEAD & ui MASONRY JAMBS `v i a u t 9 c 40 Ngdraa` a m OPENING JAMBS I I OPENING m c 4 MULLION O E vz c ( SHOWN FOR- I I I i fn FRAME H 1u 5 kEFERENCE ONLY m NZ X d II Ci a ovp 2X BUCK-, o 2X BUCK TYP. 1 MULLION o 1 1 Z? a vi J II II N . 6 Wm LWES 1 QL Q o L' Y' TYP. SILL a a mm a Y rcm BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations of the corners may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR" ANCHOR MIN, MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDMENT O MASONRY TO ADJACENT EDGE ANCHOR-s ITw 1/ 4" 1.1/4" 2" 4" TAPCON ELCO ® 1/ 4" 1-1/4" ULTRACON WOOD SCREW 1NSTALLAIION NV ILS: 1. Maintain a minimum 5/8"edge distance, I"end distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH d DEADBOLT DETAIL TM MN^ Z 05/ 22 OB I. N.T.S. fry: DWS er: LFS___. 3 mFG Fm.: ° FL- 8871.8 8 a 1I y N I 3" THIS ANCHOR REQ'D 4" ONLY WHEN _DP SF e o TYP. HEAD & r= JAMBS r MASONRY OPENING Q ti i U U r FRAME N TYP. to IX BUCK TYP' MULLION N L N F K I itrTYP. SILL TYP. SILL HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING I. Concrete anchor locations at the corners may be adjusted to maintain the min. Masonry 1X buck cotnlluciion edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN. 11 MIN. CLEARANCE MIN..CLEARANCE TYPE SIZE EMBEDMENT TO MASONRY TO ADJACENT EDGE ANCHOR - ITw 1/4 t-1/4" 2" 4" TAPCON tVuu M-KtYV Irl IALLAIKJIV IVVIG: I. Maintain a minimvm 518"edge distance. I" end distance, & 1"o.c. spacing of wood screws to prevent the spliffing of wood. STRIKE JAMB LATCH & DEADBOLT DETAIL HINGE DETAIL A, vO 9' tip 4 N 7 Z6 4: O ' 6; J O 0 0 rut 1)N Z d W o m 0 n ., z 0 z m zuoE a gpoa a maaln v m 9 4 u E co C O o c i U Z3Om rr Vl Ym KpOU U> m vN R 2 ti o n J a» I O.Dnf- r7 NQ I i " N 6 05 22 08 F: N.T.S. BY: OWS n BY: LFS 3 NO.: ° FL--8871.6 i c T 9 or 11 1 5.77' --- i THRESHOLD Inswing adjustable jj I to C4 THRESHOLD Ouls vg cooslal 1/7'GLASS BI IE 2 THRESHOLD hswmg odusloble 5.75" 0 S THRESHOLDOulswingslandard 20 INSWING SIDELITESpacer 314" THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING 4 SPACER GI GLAZING DETAILWinsulatedglow L 3 THRESHOLD Inswing seR-odust j-- =2.14" I m 21 INSWING SIDELITESpacer G2 GLAZING DETAILInsulatedglass 1" THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. GLAZING C aUsko z° r` 1 N V m O 4.56" I A O InN O IT HEAD & SIDEJamb 4 dfJ0 Yo iN wo W C2 FZ noaU0 U t 1 r NG SIDELITE 22 N 4 N Spacer Spacer u O N O O 7/16"GLASS — k, BILE 1/2"THK. a GLASS 1- vz) a As. 1 /8" TEMP. SON• AIR SPACE v n N 1/8"TEMP. Dire 052210 25" STEEL so-E: N.T.S. 24 INTERCEPT owo. BY: DWS SPACER23 nx. er: I_FS G3 GLAZING DETAIL nwnwxrc ,a.: I/T insulated glass FL-8871.6 s„EEr 10 Or I 1 BILL OF MATERIALS ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL A I X BIJCK SG >= 0.55__ 40 STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X 611CK SG >= 0.55 WOOD_ WOOD SMOOTH 41 DOOR SKIN 0.072"THK. )SMOOThI STAR) Fy = 6,000 PSI MIN. FIBERGLASS C MAXI /A" SHIM SPACE WOOD 42 TOP RAIL )SMOOTH STAR) COMP. D I /A" X 2-3/4" PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE (SMOOTH STAR) WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE )SMOOTH STAR) WOOD 45 BOTTOM RAIL (SMOOTH STAR) COMP. F 1 /4" X 2-3/A" PFI I ITW CONCRETE SCREW STEEL PANEL REINFORCEMENT 0.023"THK. SMOOih1 STAR STEEL_ FI 3/16" X 3-1/A"PPH ITW CONCRETE SCREW STEEL A6 FOAM CORE POLYURETHANE I 1(A" X 2-1/A" PFH ITW CONCRETE SCREW STEEL__ A7 48 SIDELITE SKIN SMOOTH STAR FIBERGLASS J 1/A" X 3-3/A"PFFI ITW CONCRETE SCREW A9 LITE FRAME (SMOOTH STAR) PVC K 1/A" X I-3/A" PFIi ITW CONCRETE SCREW STEEL STEEL 57 FOAM CORE POLYURETHANE L_ N 10 X 2-I /2" PFIT WOOD SCREW 1.15"MIN. EMBEDMENT STEEL 58 SIDELITE SKIN CLASSIC CRAFT _ FIBERGLASS M fl9 X 2-I/2"PFFI WOOD SCREW STEEL__ 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS N_ MULLION SG >= 0.55 WOOD 61 DOOR SKIN 0.137"THK. )FIBER CLASSIC) Fy = 6,000 PSI MIN. FIBERGLASS 1 2X INSWING ADJUSTABLE THREShlO1-D )IS300AJ) ALUM./WOOO 62_ TOP RAIL FIBER CLASSIC) COMP. 2 INSWING THRESHOLD )IS300FIP5 ALUM./COMP. 63 LOCK STILE LIBER CLASSIC) WOOD/I.VL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD )ISP30M) ALUM./COMP. 6A HINGE STILE FIBER CLASSIC) WOOD 4 OUTSWING COASTAL. THRESHOLD ALUM./WOOD 65 BOTTOM RAIL (FIBER CLASSIC) COMP. 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 66 PANEL REINFORCEMENT 0.023"THK. FIBER CLASSIC STEEL _ 6 TI IRESTIOLD ALUM./COMP. 67 FOAM CORE POLYURETHANEINSWING 7 DOOR BOTTOM SWEEP VINYL 68 SIDELITE. SKIN FIBER CLASSIC FIBERGLASS 8 JAMB )PINE] SG >= 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC) PVC 9 JAMB (OAK) SG >= O.A2 WOOD 70 SIDELITE -SEE SIDELITE PANEL DETAIL SHEET FOR DETAILS 10 WEATHERSTRIP FOAM 71 SIDELITE TOP RAIL COMP. 11 HINGE STEEL 72 SIDELITE STILE WOOD 12 810 X 3(A" PFH SCREW STEEL 73 SIDELITE BOTTOM RAIL COMP. 13 H9 X a- PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL. IS SECURITY STRIKE PLATE STEEL 16 lib X 2-1 /7.' PFH SCREW STEEL 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSET 600 SERIES DEADBOIi STEEL 20 INSWING SIUELIT[ SPACER FOR HP THRESHOLD )DBIAFIPA) PVC 21 SIDELITE SPACER FOR SELF ADJUST iHRF.ShIOLD )DBIA) PVCINSWING 22 OUTSWING SIDELITE SPACER PVC 23 ll6 X 1-3/A" PFH SCREW )LITE FRAME) STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SILICONE 26 i19 X 1"PPH SCREW )LITE FRAME) STEEL m Q_ o, Z N'•7 z° 4 0 'a V.•. F - N i ii p 1` o n ° iItirUN m Z O 0 U N FLU mC41 ua 6 oa n Na maa C) u E vZ 0 0 C - B. JCc 0 KFro m IL ZK 0. J L J VI K m a a n m UU m m a 0 0 N nl m n w" U 0 a` T ._ v_> r- o h C u N O O O 0 vk'k' c -," cai o n uaa u J K 7 i h NOTE: WOOD DOOR COMPONENTS: PINE )SG >= 0.42) DAM 5122108 SCALE: N. T._S. Mr. BY: ow$ m Cm. BY: LFS BB0.WBM m FL-8871.6 o SwEI I Of ! I 0 Florida Building Code Online Page 1 of 6 t act 11 ..'.a."`..++.r+r 1- ....... a.al:neae --:."' awwra. BCIS Home Log In User Registration Hot Topics ; Submit Surcharge j Stats & Facts Publications R IC Staff BCIS Site Map Links Search b IProdud Approvalr1USER: Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail x `' £ FL # FL15279-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email reapply 11/28/17 Clopay Building Products Company 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Scott Hamilton shamilton@clopay.com Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R5 Eauiv 20170809 - FBC - DASMA 108 eauiv.odf FLIS279 R5 Eouiv 20170809 FBC - DASMA 115 eauiv.odf Product Approval Method Method 1 Option A Date Submitted 08/10/2017 Date Validated 11/29/2017 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv')yVVKJZIQ... 2/1 /2018 Florida Building Code Online Pace 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page € Page 1 / 8 FL # Model, Number or Name Description 15279.1 i 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4011, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 621-G, 64G, SDP38, WINDCODES W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6i31, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL1527_9-.R-S C W5 Ming Intertek.odf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 iI 101655-Revi2.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD11_P, GR1LP, ARSSP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, EDSLP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODES W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL152795279 R5 C CAC Letter with proof of contract and proof of inspection .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A 5415279 RS C QA W 4 I is`in Tnserrie df Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15229 R5 I 1Q3952f windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga, min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 S279R5 C CAC Letter with proof of contract and proof of inspection.odf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL1527Q RLII 104 7-RevC?LP_df windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, WINDCODE(& W3 Garage Door 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.pdf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A W? L at;ing_ rjt ek.Qdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL1S279 R5 II 101820-Pev13.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 5 https:/ I/iw-v,,w.floridabuilding.org/'Pri"pr app dtl.aspx?param=wGEVXQw-tDqv*)'vVVKJZlQ... 2/1/2018 Florida Building Code Online Page 3) of 6 005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE(D W3 Garage 6132, SFC38, MFC38 I Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL 15 79 R5 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104028-Rev0l.pdf Verified By: Intertek Testing Services NA., Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSIU-1A171: 9130, Double -skin Insulated PUP, (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 RS C A_C_Lett r with proof of Contract no ff of inspection.Ddf FL15279 R5 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 104168-Rev0I.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 1 007 W3-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 5S, 42B, WINDCODE(D W3 Garage Door 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of. ir`_$pEstion.pdf FLIS279 R5 C CAC W3 Listinc Intertek.edf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II 101 08-Revl2.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-1F171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, WINDCODEO W4 Garage Door 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate F-1527,9 R5 C CAS 3n_d_P_roQf of insnection.odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101652-B-Revll.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODES W4 Garage Door HDGC, 6202, SFC68, MR Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15274 t-C CAC letter wv h grogf of cpntrag_n,prg f Approved for use outside HVHZ: Yes of mspection.odf Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/2i/2028 meets the wind load requirements of the building code but Installation Instructions 15279 RS 103969-B-Rev02.pdf https: //w,ww.floridabuilding. org/pr,/pr_app_dtl.aspx?parani=wGE VXQwtDgv3 v V V KJZ 1 Q... 2/ 1 /2018 Florida Building Code Online Page 4 of 6 DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc. windborne debris regions. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODES W4 Garage Door 82G1, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.11 011 W4-09 DSIUO-1K479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinspection.odf FL1527c1R__G CAC V 4 Lid inq Intertgk.pf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104183-RevQ1.pd Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODES W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof of inspection.pdf FL15279 RS C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 R5 II 104456-Rgv01.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODEO W4 Garage Door 42B, 48B, SSS, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GR5SV, ARSS, AR5SV, ED5S, EDSSV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR45, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof pf insp+_gction. df FE 1 5279 R5 C CAC W4 Lictind Intertek pdf Quality Assurance Contract Expiration Date 05/2 i/2028 Installation Instructions FL15279 RS II 300159-6-Revl6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof of inspection.odf F}S[79 RAC CFVv'4 li_ssing. intertek_{ZtJf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 Ii 103486-B-Rev08.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 014 W4-09 SPO-2F449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'0"wide) WINDCODEa W4 Garage Door https://w-vv.floridabuilding.orc/pr." r_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 2/ll2018 Florida Building Code Online Paye S of 6 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, S'r200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-11`479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 DSIU-IF171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes . Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate 5279 R.5 C CAC Letter with proof of contract and proof ofinspenon.odf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103549-RevC6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODES W4 Garage Door Certification Agency Certificate FL1527o R5 A ter with proof of contract and proof of insptction.odf FL15279 R5 C CAC W'4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F1,15279 R5 II 101,181-5-Rev13.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE(D W4 Garage Door Certification Agency Certificate FL15I79 R5 -r cAC Limier with proof cgn racy an Droof of inspection.pdf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104029-B-Rev03.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE3 W4 Garage Door Certification Agency Certificate 1`1_15279 RS C CAC Letter with proof of contract and proof gf in_$p (3_9D df FLIS279 R5 C CAC W4 Listinq Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F1_15279 RS 11 103046-Rev07.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODES; W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof of in pQction df FL15279 R5 C CAC W4 Listing_Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15219 R5 II 104169-RevOi.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: https://,A,-.floridabuildinc,.org/pr,'pr_app_dtl.aspx'?param=,AGEVXQwrtDgv vVVKJZIQ... 2/1/2018 Florida Building Code Online Paae 6 of 6 15279.19 019 W4-i6 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (97' to116'0" wide) WINDCODE® W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.20 020 W4-16 PAN-2F153: 73, 1500, 7S, 190, 84A, 94, 42, 48, 55, 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GR5SV, AR5S, AR5SV,ED5S,ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Go to Page = Certification Agency Certificate FL15279 R5 C CAC Letter with proof of Contract and ,roof ofinsoection.DdF FL15279 R5 C CAC W4 Listing Intertek.,df Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104457-Rev02.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FLi5279R_C CAMP, rr wi h raaf of con ract and groof of ins,ection.Ddf FL15279 R5 C CAC W4 Listina Intertek.,df Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R5 II 101711-B-Revl5.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next 40 0 Pagel/ 80 0 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182a The State of Florida is an AA/EEO employer. Cooyrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request. do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The email5 provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here.. , Product Approval Accepts: Lam' ' 1A k C. edr Card Safe https: /! w-ww. floridabuildino. orgipr/pr_app_dtl. aspx?parain=wGEVXQ AtDgv 3 yV VKJZ 1 Q... 2' 1 /2018 I - NDDA K IS RUSN EAMGAGE HOLISE' RAISIS PANEL OQiSS Dom HOWLS 1 EL®4TGALLm' qIDEAL T:NWNEE "SE' Sum IEIGIT IP T ttLt vim C A ml7elmgc ma (aE L(110BIPE rmBB0pDDwq. AA M®VE VLDRO`ODREW) 0 El ImlIIFmmo-111 I Oli ICOpD1NL OF L---- A HAL wan DOOR - I LASSO' SNORE wvsEO-IwEl SIDNA '[iMUDE HOVW S/ ORi RNSED-PNIEL 6 ALSO APPROVED. Nd/ D" SLEET AL sriElrs 1 4".S 4' SElf O Sf EM9 Ia w AD 1!!OB Ie er f> aE •IEti• a Dn[ wlmArt INlre NER- M SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. GPRDIAIL WRQ RriD ED[% POTION I SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS, MAX. STANDARD SIZE IS 42-1/2'06'. IMPACT RESISTANT GLAZING IS 21-5/8%14-1/8'. r . m [A v-avls DATE 107 Ima i: e v DIWH SaFS) m— eee[ aoipol• 7[O PINT IOtlNO NnNE r0 imNM.[ Iu SHIP LAP JOINTS. - Ei. m 1/ DENSITY POLYSTYRENE FOAM INSULATION 1- 5/18' THICK WITH VINYL HNRCELL BACKER ( INSULATED MODELS ONLY) 25 GA_ MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER. AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. MI ROOT ZEDS Ea [.t f M omON IONS i M IUL111N2 'ILO 0 IN HERD DDDN ACMDip M HOT®[ SNDNOcoxMDRDDNIDIYLDM1W0NO[ LAMND OM AIWI- 1% LOLL M FOUDDbE mglW} IL O lOIFD AUSDNa % Y WORT N N.W0DE7 EOIC A wL Anas IN AMTROWSLIMOE % TESIMO N ACOONSWIZ (RO NEI/M9M IOL snE-Y a f.YNAtM n A ou4R1ED OmMI NF15901W W RTA nH N YD I!1 W IM Now m IDmIr er eD' a Ir Z Clapay 05 BuildingProductsBMASSONa'KE ON %Owo C-( 513) 77D-4800 oration N R 15279 ADDED M/N 4F HOED ' CARRIAGE HOUSE' UPDATED MODEL TABLE. REVISED WIND SPEED TN AD= EIPACT RESISTANT SECTION A -A (SIDE V1EW1 I 1- 2' THICK AND DEAL 3" TALL U-BAR 20 GA. GALV. STEEL MIN. YEILD STRENGTH: 50 KSI r1 3' 1- 1- 7/e' T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 74x5/ 8" SHEET METAL SCREWS. 14 GA GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) /14x5/8' SHEET METAL SCREWS AND (4) 1/ 4"0/4" SELF TAPPING SCREWS. SEE VIEW V. 1- 3" TALL x 20 GA GALV. STEEL U-BARS IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEXT SECTION, ETC.). EACH U-BAR ATTACHED WITH ( 2) 1/4".3/4' SELF TAPPING SCREWS PER STILE LOCATION. 13 CA, GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) #'14x5/8" SHEET METAL SCREWS. ALUMINUM EXTRUSION VINYL WEATHERSTRIP. MPC: PAN-21`153 ATE, 1/3/97 txsc RAVN BY, JAC 1ECKED HW B MWWJJDESIGN LOADS: +24.0 PSF & -24.5 PSF' TEST LOADS: +38.0 PSF & -37.0 PSF RATmG NAx. ODOR SIEE' 4 16.0"W x 16'O'H CLASSIC AND CH RP STEEL PAN DOUBLE - CAR, 16'W +24/-24.5 PSF LNG NUNBER. VEfi 101711 IBC CLASSE''"No PANEL DWI' eDpiT e. w,el I nmR Noon MBE HWSE' RAISED PANEL EN3DSS IOm1S MODELS 125 GA Im r m CIL`AT GNS, I GD m GALlE1TY RiSi fASf V HOLMESMETIM, MESS MSSV MEN' CARRIAGE POW EBSS OSS4 IMPACT RESISTANT ASSEMBLY DETAILS DRAWING f01711-A SECTION B-B IMPACT -RESISTANT GLAZING OPTION) xTAE Tr arnort DeroRATTAE W— MADPIRFOBE licx IIDTA SIMPN NSERf. RTVLLN TINT[ nD 1N.100. DM 0W. Rmw FRIW, rAD10E 6. TRE3N sRn RW AND RAW. evAcr RDR5INFI PoLTSLTENE IETAFET FASIFIIFD ro TAME NTN M0= 0 . 5/ 4' PM HF.1D Max Devi i TAINT THE f1RITE DOOR ASSE38Y PKTM N roAPIWICE MAN THIS SECIAM MEETS THE AREA IAAD MEM.EIDENTS OF THE NORdL BULDHY CODE AND ATTWNIIOHML NMDe40 CODE ME EEC IE WACT-RESISTMT IEDUEELEMS (REF. aAPTFR le EDO/BC). STANDARD ASSEMBLY DETAILS DRAWING 101711-B SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTION) FRONT MAW MAN U.V. COMING ON OUTSIDE SURFACE NOTE TW FR01R rTAYC 6 NAMIOMF71 TARN ewlcr- RGSLSTNR FMYE 1O MOLDED POW oLADA LIE RETAINER. e4/ 4• rM N[AD saTn. CONSTRUCTION: mLITER AVLAAwPIASNODIE WW OR UKMCPAiiRQ'FD CC3 PUSTC N ACCOImVICE MIM W/ w 2eoe. THE DIME DOOR ASSEMBLYINSTALLED N COMPLDNCE MAN THIS SECTION MEETS TE WINO LOAD REroAOEN12 OF TIE FLORIDA mRDe1D CODE OR enveATNRw dMDNO CODE:: MEET TE E=W REASTNTT REIt I. RFN1kM10BONEDEBR6IEOONSREF. aVR1ER le rHt/IBO). REV DATE I DESCRTPiitW s•a' uD eakMs cx : cmEA3. t-1/e• oo. rreren IELUI fn. uD SHEET 2 OF 2 is SEE BEy sIPN sBsrorzr oN SHEET ONE SCA M! WY BE COIAIiOM1DN OUT NOT REAMED) ro imAmDE A rWSLt SINMIND SURFACE MMZaHAL A91e6 DO NOT TRMSFFR LOAD. S d' SLEi.K ANpgp BOLS a1 20' fAT41FT6 (2A00 PA MIL 0011CRE1E). NCILUED MRI SLAVE ANCHORS. OR 1/4'.Y TAPCa1SCRl11Ram 17' CORTIM (2.Oro PSL MN. CONMWM a1 e' MIMI (C-e0 MDGN), 1. O.D. RK910K RUMORED MAH TAPCONS ANCHOIE 1ET' BE COMRETSUMT ) BUT W RECURD) 10 NIO.ADE A N91 MDUMNO SUIFACE NgeZONTAI 1Y16 Do Iqf 1RANSifl1 161D. E"' W OASW 1D5- lel. A LICENSED DESIGN PROFESSpMAY NEEIPIDTm IVL SO BE W APNAE ALHFI*kw FAAENO6 AtA/m AALB Oae1plMTOra. NIf1AI/M110N Oi YHes SW MOADMO BY DOOR WnhLER (TO Alm 2A T'F11D11 NNE AWB 20 GA. W. MLV. STEELDD SIRE 20 9L MW. STEEL MTA SI E 12 OL GALV. SIFEL TRACK BRAC1ElS iA51p® jO N000 AYD RIM ONE B/1e11-D/D" W SCEEM 1e 6l W.v. MNE FNAI PEII TRICK BRACKET \ glpE iASIO®W SRD RONio PUANUf ` ellll fs)) IS.O/ e' SNEE F I.O. ONE PER RA1FA) METAL 1C11D75. 2' BAL.V. S M TROC% FMIENED 10 14 G MLV. RLLLR NNDE EAW N = 12 G MW. nm llual eR+ DAc1s. I,W END NRES MDN 14) NOTE, TRACK CONFIGURATION BRPAaET SCRE" NO (4) rnHo1E d/ e a/% ' ABOVE THEDOOROPENING1a Ea 1 1 AiiTrsvcsamwsaRTMo1/4• oHL RI, tiR DOES NOT AFFECT THE WIND 2' 10 BALL WM STEM On RDLER MITI LOAD RATING OF THIS DOOR. sTm OIE NITAN TEE ADD ElenxlLmme mx T C UM sDellox [_D e' TELL awes AND uNOER 11DIG T DDT OF THE SUTRORHNO STRUMARAL ODOM AWL BE TE IS a VLV. S1EL FlA9 1RtN2RT. BRACKET LHR TOPZLE REEPONSLBLIIT Q THE F"DFESSOft OFRECORDTDRTEEPJAMKIORSIAUCIMEANDNACCORDANCERAIaReENr suDD A CODES FOR ME IDMS Fxx iASiENm ro Moro .IA/A MIM 3) 5/Ir.1-D/D' MOOD LAD SCFDMI HORI20NTAL LISTED ON T,E DRARNO. sx 6 _ 7E DOUBLE TRACK LDW HEADROOM OPTION2• CALV. STEEL TRACK 1. W. TRACK TeCOESS: M. 2- 1/3'.13 G GLV. 91Ea iRIdH BPICNEf. 4) i1.(« 11RAGIEIS PER SIDE. IATI£ DEIDED_ DdIBIE TRACK IS1M HS MAI eR NMMF. DESIGN ENGINEER: MARK WESTERFIEID, P, FLORIDA P.E. /48495, NC P. E. #23832. TEXAS P. E. /91513 IL(ORD[ A f f n D)M(5P IAR¢ONIN. TRACK SL,PPORI BE DOORS OAR F TALL DOOR NSTALLFA ( ro EMI) 7S M MLV. S1EA FLAB BPAatWU 3)FASiD1ED ro AD S 1ARBYAT1I3DF7— -0/P W SCREtlS. x' 94V. SIQ1 TR oI, 7RAaI tlecloEss Ae0' 1aL TR). 2- 1 12 u OV. v. SIE TRACK BRIaET. 6 T I BnACREIs PIR SOE ( LP ro Io' RMQ. e TAAOL eRADIrETs PET SLUE w ro 13' Nlp i NICE BflSEDI Me AIA TOP TRY. TI BPALNEf Ror ro ETLiiD 20' o.e ii 4 F FOR DOORS OVFA 1• 12'-0' MOH, TRACK NOT aMuL1A 5PACING 3 FACTORY 010VOID. MISLT. T run MaeMAIL IF M. D2-vr DESIGN LOADS: +24.0 PSF h - 24. 5 PSF TEST LOADS: +36.0 PSF k -37.0 PSF Clops MPG: PA4-2F153 y DATE. 1/3/97 6585 DUKE BLVD. 904— Dn ng Products MAsoN, off 4504o dAC or (513) 770-4800 ELKED BY. Cl-- C.,."- M RIDhb Rnernd. MWW 15279 W 4 I 16'0 W K 16. 0- H RCRI TDe CLASSIC AND CH RP STEEL PAN DOUBLE - CAR, 16'W +24/-24.5 PSF B DRAVING 14"ER, VEIN 101711 IBC Florida Building Code Online Page 1 of 4 lit II_ F4:= 4 W.w.auaa.'a^ aiwl 6CIS Home j Log In ! User Registration Hot Topics Submit Surcharge Stars & Facts Publications FBC Staff SCIS Site Map Links Search G _ b Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail a ' FL # FL17499-R3 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE x' Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 01/15/2018 01/15/2018 01/21/2018 Year 2011 2008 2011 https://ww-w.floridabuilding.orc,/pv' r_app_dtl.aspx?param=wGEVXQwtDgtCUGc jQiz6B... 2/l/2018 Florida Building Code Online Page 2 of 4 Summary of Products FL # I Model, Number or Name Description 17499.1 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 18S SH (Fin) impact 4).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (5 Done.odfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact OLD ifbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 4 df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-025458.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FC<7 9 R3 AE 13,2 Bs3.pdf Created by Independent Third Party: Yes 17499.2 185 SH 5202 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)E1726.01-109-47-R0 165 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No E 17409 P,3 C AC MI Windows_13 H in (il1,pdf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 101, pdf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions F1-17499 R3 11 08_.pl5498.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5133275-4.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)E1729.01-109-47-R0 165 5H IFLG waiv r fApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).pdf 1`1.17499 R3 C CAC MI Windows - 185 SH ;Fin) (14).pdfDesignPressure: +60/-60 FL17499 R3 C CAC MI 'Windows - 185 SH (Fianoe) Other: R-PG60* 11, pdf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-025508.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513328B-5.pdf Created by Independent Third Party: Yes 17499.4 185 SH 3601 Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH 042522).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-67 04/25/2022 Other: R-PG60* Installation Instructions FL17499 R3 I? 08-03163.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 514082.pdf Created by Independent Third Party: Yes 17499.5 18S SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 SH {Fin) imn 2),DdApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin/ Impact https:!/w,w-xA-.floridabuilding.or 'pr!pr_app_dtl.aspx?param=wGEVXQvk-tDgtCUGgvjQiz6B... 21/2018 Florida Building Code Online Page 3 of 4 Design Pressure: +55/-55 3( ).pdf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be F1-17409 R3 C CAC MI Windows - 18S 4H (Fiance) Impa t 2).pdfbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Fiance) Impa-t 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports rL174_3 _A 513yQ6_1pdf Created by Independent Third Party: Yes 17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13362)E1725 01-109-47-RO 185 SH(FLG w•aiver)5-8I(5 1-8A 52 1-8X84 R60(100918).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL1R3 C CA_MI Windows 18_S H Fin 10).Ddf Design Pressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).pdf FL' 7449 R3 C CAC MI Windows - 18S SH (Fiance) r91 pdfOther: R-PG60 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R3 II 08-025466-2.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL1749q._R3 A.E 5I-22...p f Created by Independent Third Party: Yes 17499.7 1185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 18S SH Triple (Fin) fApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 5H Triple (F,r) 4).pdfDesignPressure: +50/-SO Other: R-PG50` FLi7429—R3—C— CAs_ MI WindQwS_1a H Triple (Fiance) 3) edf FL17499 R3 C CAC MI Windows - 185 SH Triple (Fiance) 4)-pdf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions F7499 R3 II 08-u"25488.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports F117499 R3 AE 513324E-6.odf Created by Independent Third Party: Yes 17499. 8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/ SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin !Fin) 3). odf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 4). gdf DesignPressure: +45/-45 Other: R-PG45 FL 174 RAC CAC MI Win .QwS 18_j SHTwin (Flanoe) 3), pdf FL17499 R3 C CAC MI Windows 185 SH Twin (Fiance) LLp_ df Quality Assurance Contract Expiration Date 10/ 20/2018 Installation Instructions FL 749II G2.54j_ _p ff Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513323E-7.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Corrynaht 2007-2013 State of Florida.:: Privacy Statement :: ACCe"ibility Statement :: Refund Statement https:Uwrww . floridabuildinc,. orQ/pr,'pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2% 1 i 2018 Florida Building Code Online Paae 4 of 4 Under Florida law, email addresses are public records. If you do not want your e-mail address reieased in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you nave any questions, please Contact 850.487..395. "Pursuant to Section 4S5.275(.), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However entail addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which Can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Prod(u'ctt A7pproval Accepts: Dredit Card safe resar+t t T#tics, https:Hw-ww. floridabuildina.org/pr/pr_app_dtl. aspx?param=wGEVXQwrtDgtCUGgvj Qiz6B... 2/ 1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RFSPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHFRF 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8, FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14.FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS I REV 1 DESCRIPTION I DATE 1 APPROVED A I REVISED ANCHOR SPACING & CHARTS 07/11/16 P.. L. B REVISED GLASS 10/02/17 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI, C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM, D. METAL STRUCTURE: STEEL. 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI .048" THICK MINIMUM I TABLE OF CONTENTS SHEET N0. DESCRIPTION 1 NOTES 2 = 3 ELEVATIONS 4 10 INSTALLATION DEAILS II COMPONENTS SIGNED: 1211412017 MI DOOR LLC 11L 650DOWWESTMARKETE,T J\S+ GRATZ, PA 17030-0370 v, yVGE SF •S SERIES 185 ALUMINUM SINGLE HUNG WINDOW6 5 52" X 72" NON -IMPACT NOTES 0 STATE OF c O RiDP DRAWN: DWC ND. REV/S N. G. 08-02549 B WII 11+\+F`\ Luis R. Lomas P.E. FL No.: 62514 SCALE (., ITS DATE 12/29/14 1SHEET I OF 11 L RORERTOLOMASP.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688.0609 nl0—C&alrlon—1 M 52" MAX FRAME WIDTH 2" MAX --- f- 16" MAX O.C. —I 2" MAX 16" MAX lJ / O.C. 2" MAX 2" 16" MAX O.C. 72" 1 72" T MAX _. -_.._ MAX FRAME FRAME HEIGHT / HEIGHT 52" MAX FRAME WIDTH 16" MAX O.C. — I — 2" MAX 4 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLFSS INSTALLATION FLANGE & FINLESS INSTALLATION SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART # L FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM SASH SIZE: 51" X 36". 2. MAXIMUM SASH D.I_.0.: 47 5/8" X 32 1/2". 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2"1 HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS REVISIONS DESCRIPTION DATE APPROVED REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. REVISED GLASS 10/02/17 -- R.L------_ CHART #.l Number of anchor locations required Frame Frame Width (in) Height 18.00 24.00 30.00 1 36.00 42.00 48.00 52.00 in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24.00 2 1 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54,00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 2 6 3 6 3 1 6 1 3 6 4 6 4 6 4 6 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HONG WINDOW 5Z" X 72" NON -IMPACT FLANGE & FINLESS ELEVATIONS DRAWN. DWG NO, I REV N.G. 08-02549 B SCALE NTS I DATE 12/29/14 sHEET2 OF 11 I ROBERTO LOMAS P.E. 1432 WOODFORD RV LEWISVILLE, NC 27023 434 688 0609 HAD.as@lrlomaspe com SIGNED: 1211412017 J'S { i Ili LO/ 4 OENS44, o 5.* 81ATt OF tv R Luis R. Lomas P.E. FL No.: 62514 52" MAX FRAME WIDTH 2" MAX _.._ __..----_.._ 10" MAX O.C. — I 10' MAX O.C. 72" / MAX ---------------- FRA.ME--- HEIGHT / 2" MAX 2` MAX 2" To" MAX O.C. 72" MAX FRAME HEIGHT 52" MAX FRAME WIDTH 4- 10" MAX O.C. REVISIONS REV DFSCRWTION O0.TE MRR?'ED A RFV!SFD ANCHOR SPACING & CHARTS 07/11/16 R.I.. 2" MAX --- -- ---- -- 8 REVISED GLASS 10/02/17 IR(- CHART#2 Number of anchor locations required Frame Frame Width (in) Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00 in) H & S Jamb H & S Jamb H & S Jamb HBS Jamb HBS Jamb H & S Jamb HBS Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 60.00 3 7 3 7 4 7 6 7 5 7 6 7 6 7 66.00 3 B 3 6 4 8 5 B 5 8 6 8 6 8 72.00 3 8 3 8 4 8 1 5 8 5 1 B 6 B 1 6 8 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART X2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER VNIIS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE SIGNED: 1211412017 NOTES: 1. MAXIMUM SASH SITE: 57" X 36". 2. MAXIMUM SASH D.LO_: 47 5/8" X 32 1/2". 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2'. MI WIN650DOW T MARKETD DOORDOORS, LLC GRATZ, PA 17030-0370 5 19 11L 0 y GENSF 9di! R• 0 6 51 raU7; SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52 X 72" NON -IMPACT HARDWARE SCHEDULE 2 METAL SWEET' LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL 2) BLOCK AND TACKLE BALANCE AT JAMBS FIN ELEVATIONS 1p* TATE OF 5(, ` FS OR 10P •G\` \\ ii7S/ONA,ttia\\\ Luis R. Lomas P.E. FL No.: 62514 DRAWN: pWG ND. 08 E549 REV eSOTSCALEDAENTS12/29/14 3 OF 11 L. Ro DRDLEWTO AAs nE. I432 W[XJDWRD RU LEWISV/LLE, NC 2T023 4,74-6880609 nbmas@Irbmaspecom REVISIONS ` r1/2" MIN REV DESCRIPTION — DATE APPROVED EDGE DISTANCE A REVISED ANCHOR SPACING k CHARTS 10/ 11/ 17 R.L. WOOD FRAMING OR 2X BUCK —\ , B REVISED GLASS 10/02/R.L. BY OTHERS 1 1/4" MIN. EMBEDMENT BACKER ROD — APPROVED Ip\l,/MAX. SEALANT PACE 10 WOOD SCREW INTERIOR klEXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. _ 1/4" MAX. EMBEDMENT SHIM SPACE IIJ 1/2" MIN INTERIOREDGE DISTANCE 10 WOOD SCREW ' LCJ WOOD FRAMING OR 2X BUCK BACKER RODBYOTHERSBACKER APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1211412017 MI DOOR LLC lR IILI0650DOWWESTMARKETE,T S GENSF 9,' GRATZ, PA 17030-0370 TSERIES185ALUMINUMSINGLEHUNGWINDOW1k'10, 6 5 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS O,• STAT OF DRAWN: DWC NO.c(ORIpQ:'G\' N.G 08 s0 E549 B iis ONADATESCALENTS12/29/14 4 OF 11 11 L. ROBERTO COMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 LEAS R. Lomas P.E. FL No.: 62514434-689-0609 rIlomas(&Irlomaspe.com rnr_I STRUCTU BY OTHE APPROVED SEALANT r_r 1 /2" MIN EDGE DISTANCE 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT META STRUCTUR BY OTHER SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS REV DESCRIPTION DALE APPROVED A REVISED ANCHOR SPACING & CHARTS U7/11/16 R.L___ B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE ry10 sMs OR INTERIORSELFDRILLING SCREWS MIN. EDGE DISTANCE EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DRAWN: DWC NO. N.G. 08-02549 SCALE NTS °ATE 12/29/14 1SHEET5 OF 11 I. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666-0609 rlbmas@Irinmaspe.com SIGNED: 1211412017 J\S R I ILo 9 v,\GENSF ,cP r/r1110 r6 5• lr S TATE` 0 F ry i0. OR Mt ONA j1 G\ Luis R. Lomas F.E. FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 1 1/4" .MIN. OPTIONAL 1X BUCK °° ° EMBEDMENT SEE NOTES 3 — 7 SHEET 1 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 3/16" TAPCON INTERIOR EXTERIOR 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS 9 3/16" TAPCON 2 1/2" MIN. EDGE o ' DISTANCE I REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD EXTERIOR APPROVED OPTIONAL iX BUCK SEALANT SEE NOTES 3 — 7 SHEET1 ...._ ...,._... ._._.. ___... CONCRETE/MASONRY INSTALLATION BACKER ROD SILL TO BE SET IN A BED OF APPROVED NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. APPROVED STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SEALANT SEALANT DESIGNED W ACCORDANCE WITH ASTM E2112 SIGNED: 12/14/2017 OPTIONAL 1X BUCK 1/4" MAX. MI WINDOWS AND DOORS, LLC lnuln7 SEE NOTE 3 — 7 SHEET 1 r SHIM SPACE 650 WEST MARKET STREET J\? R.. L0 4I9ii GRATZ, PA 17030-0370 7.° \GENSF • _ CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW BY OTHERS 52" X 72" NON —IMPACT OFFLANGEINSTALLATIONDETAILSSTAT e_ OF w n _ DRAWN: DWG N0. REV ijss/ ANAL eN.G. 08-02549 B SCALE NTS DATE 12/29/14 1 SHEET 6 OF 11 11111110 VERTICAL CROSS SECTION L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. CONCRETEIMASONRYINSTALLATION1432WOODFORDRDLEWISVILLE, NC 27023 FL NO.: 62514 434"686.0609 A/omasL trlomaspe.com WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN EDGE DISTANCE 1/4" MAX. HIM SPACE 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN EMBEDMENT 1 1/2" MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS DRAWN: DWG NO, N.C. 08-02549 SCALE NTS DAIE 12/29/14 SNEET7 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomasCf6bmaspe.com SIGNED: 1211412017 0777/ i v,•y\GEN3'9iP _ Ar • F10, s 5 it REV iF (ORIOP•t B iss NA"ENG\t Luis R. Lomas P.E. FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY _--- BY OTHERS e 1 1/4" MIN. OPTIONAL 1X BUCK ° SEE NOTES 3 — 7 EMBEDMENT SHEET 1 \ — BACKER ROD — WIF 1/4" MAX. SHIM SPACE APPROVED SEALANT 3/16" TAPCON INTERIOR EXTERIOR SILL TO BE SET IN A BED OF BACKER ROD APPROVED APPROVED STRUCTURAL SEALANT ' 7 SEALANT OPTIONAL 1X BUCK ,JL-- 1/4" MAX. SEE NO"FE 3 — 7 SHIM SPACE SHEET 1 • -_ CONCRETE/MASONRY BY OTHERS ° o e e A as . VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE A J REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L --- 0 REVISED GLASS 10/02/17 R.l. OPTIONAL. IX BUCK SEE NOTES 3 — 7 SHEET 1 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD Sc APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1, IN7ERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM EZI 12 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS DRAWN: —7- N.G. 08-02549 SCALE NTS I DA1E 12/29/14 1 SHEET9 OF 11 I. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-6880609 fffon—litrb—pe— SIGNF_D: 1211412017 J S1 R I 1 L10 i v DENS r • • (, tlT .s OTATE OF Lam` O. c(DRIDP• Luis R. Lomas P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN 7/16" MIN pp EDGE DISTANCE rl 7/16" MIN EDGE DISTANCE APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 8 WOOD SCREW L M V E. V MC.INI VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED J SEALANT BEHIND FIN 7/16- MIN EDGE DISTANCE REVISION$ REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 RL D REVISED GLASS 10/02/17 R.L _--- 1/4- MAX SHIM SPACE 8 WOOD SCREW INTERIOR EXTERIOR JAMB INSTALLATION DETAIL_ WOOD FRAMING OR 2X BUCK INSTALLATION NOTES' 1/4" MAX 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET WOOD GRATZ. PA 17030-0370 FRAMING BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN DWG N0. D8-02549 TS DATE12/29/14 s"EET10 OF 11 L ROBER TO LOA4AS PF. rl 1432WOODFORDRDLEV/ISVILLE,NC27023 434-668 0609 dbma5Ca Mbmaspe.CM SIGNED: 1211412017 J\ 5119 I to Y OENSF9d+ 6?51 A` STATE OF ; REv i E`':c(OR10 - -, B i/SS,ONA i;aG\ Luis R. Lomas P.E. FLNo.: 62514 METAL STRUCTURE BY OTHERS APPROVED SEALA14T BACKER APPR( SEAT M STRUCI BY OTF 1/2" MIN EDGE DISTANCE 1/4- MAX. SHIM SPACE 1S OR SELF DRILLING SCREW INTERIOR EXTERIOR VERTICAL CROSS SECTION METAL S I RUCTURE IIJSTAL LA IION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARI TY. 2. PERIMETER AND JOINT SEALANT- BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE. REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16_ R_L_ 8 REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING I INTERIOR SCREWS 1/T MIN. EDGE DISTANCE1 EXTERIOR METAL BACKER ROD STRUCTURE APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON --IMPACT FINLESS INSTALLATION DETAILS DRAWN: DWC NO. N.G. 08-02549 r NTS DATE 12/29/14 s-"13 OF 11 L. ROBERTO LOMAS P. E. 1432 WOODFORO RD LEWISVILLE, NC 27023 434 68B 0609 reomas@bbmaspO C—I SIGNED: 1211412017 1RII)Ili7 i E o)• TAT OF, aLv '4F4'O!ORI P• N ' Z Qi Luis R. Lomas P.E. FL No.: 62514 2 3/16" 1 7/8" - I 2 3/16" - I 13/16" S 2 3/16" 1 5/16"' FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD CM 18501 CM-18503 CM-18553 ALUMINUM6063.T5. 050"THICK ALUMINUM 6063- L5.050"THICK Al. UMINUM 6063-T5.050"THICK 2 5/ 16" -I _- 2 5/ 16" -I - 2 5/ 16" -I 3 3/8" 2 13/1 3 3/4" FLANGE FRAME SILL FINLESS FRAME_ SILL I CM-18502 CM. 18554 FIN FRAME_ SILL ALUMINUM 6063-T5.055"THICK ALUMINUM 6063-T5.055"THICK CM-18509 ALUMINUM 6063-T5.055" THICK 1 7/16" 1 1 _R25/16" i 3/4" L11 2"-1 L L-- LOCK_RAI_VS 'ILE SASH BOTTOM RAIL MEETING RAIL CM-1850..5 CM-18555 CM-18504 ALUMINUM 6063-T5 .062" THICK ALUMINUM 6063-T5 .050" THICK ALUMINUM 6063 - T5.055" THICK 11 - 1 3/8" {-- 1 5/16" G IZALNGBEADrSASHSTILE CM-18535 CM-18507 RIGID PVC .050" THICK ALUMINUM 6063-T5.050" THICK y REVISIONS ' REV DESCRIPTION — — DATE APPROVED A REVISED ANCHOR SPACING & CHARTS D7/11/16 R.L. B REVISED GLASS To/02/17 R.L. 2 3I/ 16"' i 1i 5/8" - FINLESS FRAME JAMB CM-18513------ 1/8" ANN. - 1/8" ANN. ALUMINUM 6063-T5.050' THICK 1/8" ANN. 090 PVD BY KURARAY METAL REINFORCED BUTYL SPACER 2 3/16" - EXTERIOR INTERIOR 1 /2'" 017E SILICONE SEALANT 2 5/,6" SETTING [;LOCK GLAZING DETAIL FIN FRAME HEAD CM 18.508 ALUMINUM 6063-T5.050" THICK 2 3/8" 2 3/16- FIN FRAME JAMB CM_18510 ALUMINUM 6063-T5 .050' THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT COMPONENTS DRAWN: DWG NO. N.G. 08-02549 SCALE NTS DATE 12/29/14 ISIIEET11 OF 11 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688-0609 Alomas@klmaspB tom SIGNED: 1211412017 Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 1. a. BCIS Home Log In User Registration ! Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ! BCIS Site Map Links Search 1i • .d Product Approval USER: Public User Product Approval Menu > Produ& or Aoolication Search > Application US t > Application Detail FL # FL15349-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE aj Validation Checklist - Hardcopy Received Standard Year AAMA 506 2011 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 Method 1 Option A 12/31/2017 12/31/2017 01/04/2018 https:/,/ww-w.floridabuilding. oralpr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI... 1 /31 /2018 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 1185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1534Q R9 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL1_5349 R9 CAAP 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R9 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513124B.odf Created by Independent Third Party: Yes 15349.2 1185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 1S350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other:R-PG55 FL15349 R9 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports EL1_349 R9 AEdf Created by Independent Third Party: Yes 15349. 3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLi5349 R9 II 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLi5349 R9 AE 513782.Ddf Created by Independent Third Party: Yes 15349. 4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.Ddf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-RSS, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-0161.46.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 512278B.Ddf Created by Independent Third Party: Yes 15349. 5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 7962.odf Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-01613B.Ddf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 5122775.odf Created by Independent Third Party: Yes Back Next Comae: Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyridht 2007-2013 State of Florida.:: Privacy Statement :: ACCessibility Statement :: Refund Statement https://, Arww.floridabuildincy.org/'p--,/-r 1/3 ) 1/2018 Florida Building Code Online Page 3 of 3 Under Flonda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Sett ion 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: iAIM Gees:: Cw d Safe https://ww-w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,AtDgtH8572gvdVv`I... 1 /31 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE 50 THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI, C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KS1 .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. SIGNED: 1111512016 MI WIND DOORS, LLC uLr0oWw. MNDKET J\,, ft y\ G E NGRATZ, PA 17030 SF `r SERIES 185 ALUMINUM FIXED WINDOW 1k' D61 1r 73" X 72" NON -IMPACT NOTES 7J , TAT OF TABLE OF CONTENTS DRAWN: ova No REV i/c`• c(OR10P- \wti i7s'/ONASHEETNO. DESCRIPTION 08-0022357 B -'E \ 1 NOTES SCALE DATENTS 09/03/14 1 OF 12 2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS L RORERTOLOMASPE. 1432 WOODFORD RD LEWISVILLE, NG 27023 434 699 0609 r#0Ma5LwId rnaspe.mm LU15 R. Lomas P.E. FL NO.: 625144 — 12 INSTALLATION DETAILS REFER 72 1/2" MAX FRAME WIDTH 6" MAX 18' MAX O.C. —I 6" MAX 18" j MAX O.C. 71 1/2" MAX FRAME HEIGHT TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED _ 72 1/2" MAX FRAME WIDTH 6" MAX — 18" MAX D.C. 6" MAX 71 1/2" 18" MAX MAX O.C. FRAME T HEIGHT I j 00 REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM D. L.O.: 69 3!4"X 66 3/4' REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHART A' I Number of anchors required (wilhoul rigid fillers) 72 1/2" MAX FRAME WIDTH 6" MAX 18' MAX O.C. —I 6" MAX 18" j MAX O.C. 71 1/2" MAX FRAME HEIGHT TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED _ 72 1/2" MAX FRAME WIDTH 6" MAX — 18" MAX D.C. 6" MAX 71 1/2" 18" MAX MAX O.C. FRAME T HEIGHT I j 00 REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM D. L.O.: 69 3!4"X 66 3/4' REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHART A' I Number of anchors required (wilhoul rigid fillers) Frame Frame width tin) Height II.00 30.00 36.00 42.00 48.00 64.00 0.00 66.00 72.50 IIn1 HAS Pambi HAS amD H65 Jamb HAS amb HAS Jamb HAS Jamb HASamG HAS arnD HAS arrrb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 1 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 S 3 5 3 6 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 54.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 5 4 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 WOO 2 4 2 4 3 5 3 5 3 6 4 6 5 6 6 6 7 6 71.50 2 S 2 5 3 5 3 6 3 6 4 7 S 1 7 6 7 1 7 7 CHART a2 Number of anchors required (wifh rigid fillets) o©000©o©aoov oo©o o©o©o©o©0000 oo©o o©o©o©o©0000000©o SEE SHEETS 4-7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: DWC NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 1 SHEET2 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688 0609 rllnmas@1'10.aspe.com SIGNED: 1111512016 ftI ILIo77,,, J q Tk 1110, fi 511 * 0JrrST(AA OF B Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6" MAX — 72 1/2- MAX FRAME WIDTH — r 18" MAX O.C. 1 j 18" MAX O.C. 1/2" IAX AME IGHT I 6" MAX REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH — 6" MAX — 18" MAX O.C. —I 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT / I REFER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: I. MAXIMUM U.L.O.: 69 3!4" X 68 3!4" REVISIONS ' REV DESCRIP)ON DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. CHART#3 Number of anchors required (fin installa(ion) Frame Frame Width lint Height 24.00 1 30.00 36.00 1 42.00 48.00 1 54.00 0.00 66.00 72.50 Imt H65 P..b H8S Jamb HAS amb HASHAS amb HAS arnb HAS amb HAS lamA HAS sorb 24.00 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 42.00 3 4 3 4 3 4 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 3 4 4 4 4 5 4 5 4 6 4 64.00 3 4 3 4 3 4 4 4 4 5 4 5 4 6 4 60.00 3 5 3 5 3 5 5 4 5 5 5 5 5 6 5 66.00 3 5 3 5 3 5 5 4 5 5 5 5 5 6 5 71.50 3 6 3 6 J 6 1,14 6 4 6 5 6 5 6 6 6 SEE. SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN ELEVATION & CHART DRAWN: DTVG NO. J.L. 08-02357 LE NTS DATE 09/03/14 SNEET3 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILL E, NC 27023 434 688-0609 ffiamasPk aspexom SIGNED: 1111,512016 J\ 5111RI I IL o y GENSF,s 0,261 ATXf OF ; e io . ZOR%0 •G\ Luis R. Lomas P.E. FL No.: 62514 1/2" MIN. EDGE DISTANCE WOOD FRAMING METAL EMBEDMENTOR2XBUCK 1 1% D MIN. STRUCTURE BY OTHERS If BY OTHERS 1/4" MAX BACKER ROD 1L- SHIM SPACE BACKER ROD - APPROVED APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR IAITCL71/l0 EXTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD BACKER ROD - APPROVED 1/4" MAX. APPROVED SEALANT 1 SHIM SPACE SEALANT WOOD FRAMING 1 1/4" MIN. T______ METAL OR 2X BUCK EMBEDMENT STRUCTURE BY OTHERS"I BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION AWOODFRAMINGOR2XBUCKINSTALLATION 4_ 3/4" MIN EDGE DISTANCE 1/4" MAX. fj r SHIM SPACE I 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. F SHIM SPACE 3/4- MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1 1/4" MIN, 1/4" MAX. 1/4" MAX. EMBEDMENT I SHIM SPACE SHIM SPACE T__ T 1/2" PAIN. 3/4" MIN. INTERIOREDGEDISTANCE INTERIOR EDGE DISTANCE I 1_ J 10 WOOD - / E#10LF SMS OR - SCREW SELF DRILLING - —: SCREWS WOOD FRAMING EXTERIOR EXTERIOR OR 2X BUCK- METAL - BY OTHERS BACKER ROD STRUCTURE BACKER ROD APPROVED BY OTHERS & APPROVED SEALANT SEALANT JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION REVISIONS " REV DESCRIPTION ('ATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARIFY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. v lllllllrrri/ R • to4f/ii GRATZ• PA 17030\v, CENSF9iP n(j •*= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT qqL. s»cOr • _ FINLESS INSTALLATION DETAILS WITHOUT FILLERS 57AT OF LV` FS'c[pR1: 7s/ON Luis R. Lomas P.E. DRAWN: DWL NO. 08 s0 E357 REV B scALE DATENTS 09/03/14 4 OF 12 L. ROBERTO LOMAS P.E 1432 WOODFORD RD LEWISVB.L F, NC 27023 FL NO.: 62514 434-MB0609 rlbm oalrk>maspe.tom REVISIONS ` REV D£SCRIPTP. DAME APPROVED 2 1/2" MIN. A REVISEO INSTALLATION DETAILS—_---06/01/15 R.L. — EDGE DISTANCE R REVISED NAME AND ADDRESS 10/27/15 R,L. CONCRETE/MASONRY ---- BY OTHERS I 1 1/4" MIN. e, 1 1/4" MIN. EMBEDMENT i OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 CONCRETE/MASONRY 9 BACKER ROD = 1/4" MAX. _ BY OTHERS 1/4" MAX, APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL iX BUCK ISEENOTES3 — 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR _ 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHIM SPACE MIN. EDGE a — SHEET 1 DISTANCE EXTERIOR I CONCRETE/MASONRY a BACKER ROD BY OTHERS APPROVED 1 1/4" MIN. SEALANTP.NT EMBEDMENT JAMB INSTALLATION DETAIL e • CONCRETE/MASONRY INSTAL.LATIDN 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED. 1111512016 MI WINDOWS DOORS, LLC 650 W. MARK GRATZ, PA 17030 v •GENSF 9+ NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON—IMPACT1NOTSNOWNFORCLARITYVOFINLESSINSTALLATIONDETAILSWITHUTFILLERSSTATQ42. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN' DWD No REV O S ' 10 RI D,, DBSD ET 57 B S/ QNA11\ \ S\ CAIE DAiENTS 09/03/14 5 OF 12 L. RORERTO LOMAS P.E. LU15 R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 FL No.: 62514434-6890609 EUomas@blDmaspe.com WOOD FRAMING OR 2X DUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OIH[ RS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. T SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD _SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 1 1 1/4 MIN. EMBEDMENT I 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION_ WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE r RIGID FILLER 1/L" MIN. EDGE fEDGEDISTANCE INTERIOR 1 D WOOD SCREW / J WOOD FRAMING l _ EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOW -FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD - APPROVED SEALANT EXTERIOR BACKER ROD - APPROVED SEALANT METAL - STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX. r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLINGWSCRE RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLA7ION 1/4" MAX. SHIM SPACE lRIGID FILLER I INTERIOR 10 SMS OR - --- SELF DRILLING SCREWS -- METAL EXTERIOR STRUCTURE -- BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTK)N DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L 8 RPOSED NAME AND ADDRESS 10/27/16 R.l. NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHFRS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 SIGNED. 1111512016 DOORS, LLCMIWINDOWW 11Lo llMADKETST.\J g GRATZ, PA 17030 GENSF •s SERIES 185 ALUMINUM FIXED WINDOW A 4TAAFTRF73" X 72" NUN -IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 7--A DRAWN J.L. DWC ND. 08 s0 E357 REV B S ONA1VE?, LE DAtENTS 09/03/14 6 OF 12 LROLiEArOLOMASP.E. 1432 WOOOFORD ROLEWISVXLE, NC27023 Luis R. Lomas P.E. FL No.: 62514434688-0609 cm REVISIONS APPROVED 2 1/2" MIN. REV A DESCRIPTION REVISED INSTALLATION DETAILS DALE 06/01/15 RL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL1X BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET 1 CONCRETE/ MASONRY 9 BACKER ROD / 1/4"' MAX BY OTHERS 1/4,. MAX. APPROVED SHIM SPACE 1 SHIM SPACE SEALANT OPTIONAL. IX BUCK RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/ 16" TAPCON EXTERIOR INTERIOR 3/ 16" 3/ 16" TAPCON INTERIOR TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/ 4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE. 3 - 7 EDGE SHEET 1 DI EXTERIOR I CONCRETE/ MASONRY BACKER ROD BY OTHERS APPROVED b 1 1/4" MIN. SEALANT EMBEDMENT JAMB INSTALLATION DETAIL n - c ---' CONCRET& MASONRY INSTALLATION 2 1/2MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETFR AND JOINT SFAL.ANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WIND DOORS, LLCilb, oWw. MnDKGRATZ, PA 17030 XG E N SF 9J, I I •' SERIES 1$5 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT j//^,S(- p, FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DTAT OFF\ i T•'C[ DR1QP \.\. DRAWTI: D'NGND. RLV D$ E357 8 Ee1G i SS/NA11LUIS R. LOTCIS P.E. FL No.: 62514 SO SCALE DIE NTS09/03/14 7 OF 12 L R(g) ERTO LOMAS PE. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-W-0609 HlDmas@Ubmaspe.com r 1 /2" MIN. I EDGE DISTANCE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT BEHIND FLANGE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING \ — OR 2X BUCK 1 1/4" MIN, BY OTHERS EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2° MIN. EDGE DISTANC INTERIORI 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR 3/4" MIN I 1/4" MAX. SHIM SPACE 10 SMS OR ELF DRILLING CREW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & — RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE METAL STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I 1/4" MAX. SHIM SPACE 1/ 4" MIN. 3INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE I PPROVED A I REVISED INSTALLATION DETAILS 06/01/15 R.L. B I REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWSDOORS, LLCLlp 650 W. MARK GRATZ, PA 17030 i,% 9sf 1,••XGENS SERIES 185 ALUMINUM FIXED WINDOW k• J0 51 1 73" X 72" NON-IMPACT»yp2 FLANGE INSTALLATION DETAILS WITHOUT FILLERS N ; STATE OF ii OfiiS' F ORIOA DRAWN: DWC NO. REV OB B GALE NTS DATE 09/03/14 SD E367OF 12 fit L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 LUI$ R. Lomas P.E. FL No.: 62514 434-688-0609 rllomas lrbmaspe.com REVISIONS DATE APPROVED 2 1/2" MIN. REV A DESCRIPTION REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY FBYOTHERSa < 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD & J 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE eo SHIM SPACE BEHIND FLANGE OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON n EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & 6 U APPROVED SEALANT BEHIND FLANGE 1/4" MAX. 2 1/2" OPTIONAL 1X DUCK r SHIM SPACE MIN. nSEENOTE3 — 7' t EDGE SHEET 1 1 DISTANCE s EXTERIOR BACKER ROD & CONCRETE/MASONRY BY OTHERS APPROVED 1 1/4" PAIN. BEHIND FLANGE a EMBEDMENT EMBEDMENT JAMB INSTALLATION DETAIL e 4 ° CONCRETEIMASONRYINS TALLATION 2 1/2"' MIN. TANC EDGE DISEVERTICALCROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS DOORS, LLC650 W. MARKETGRATZ, PA 17030 v,•\O+ENO' LP 0 61 * SERIES 185ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT f ttn FLANGE INSTALLATION DETAILS WITHOUT FILLERS; STATE OF WZ7 iFS'c< 0R1 A DRAWN: DWGNO. REV 08 e 001111W LDIS R. Lomas P.E. GALE NTS oATE 09/03/14 SDHET97 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 FL NO.: 62514 434-688. 0609 dMrtraS@lrfnnraspe.rom WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD Rc APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. 7 SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ 1/4" MAX. EMBEDMENT I SHIM SPACE RIGID FILLER 1/2." MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE t L 3/4" MIN i I rnre nlc rn elrr 1/4" MAX. SHIM SPACE GID FILLER 10 SMS OR ELF DRILLING CREW EXTERIOR INTERIOR 10 sins OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE j 1/4" MAX. SHIM SPACE METAL r STRUCTURE 1 BY OTHERS 3/4" MIN --I EDGE DISTANCE VERTICAL CROSS SECTION_ METAL STRUCTURE INSTALLATION I 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE REVISIONS REV DESCRIPTION DATE APPROWEO A REVISED INSTALLATION DETAILS 06/01/15 R.l B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 SIGNED: 1111512016 l MI WINDOWS AND DOORS, LLC If`I0//, ow. K T ST.\\\\\,SCR GRATZ, PA 17030 Ij10 WOOD 10 SMS OR w•GENS"9,; SERIES 185 ALUMINUM FIXED WINDOW6 SCREW SELF DRILLING SCREWS 73" X 72" NON -IMPACT gg(7f c stq\ WOOD FRAMING OR 2X 130CK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS y0 6TAT OF O•. i' DRAWN. Dwc No. 08 57 REv B BY OTHERS STRUCTURE BACKER ROD & BY OTHERS BACKER ROD & SEALANTVED S c[ i/iS . • APPRO s/NIAIENTcaENTSDATE09/03/14 SHEET OF 12BEHINDEDFLANGEBEHINDFLANG JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL Luis R. Lomas P.E. L ROBERTO LOMAS P. E. WOOD FRAMING OR 2X BUCK INS TALLA TION METAL STRUCTURE INSTALLATION 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 625144346M80609dlomas@hbmaspecom REVISIONS REV DESCRIPTION —- ---DATE -- _- APPROVED--- Z 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 HL. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 RL CONCRETE/MASONRY BY OTHERS •• n _L 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK -- a EMBEDMENT SEE NOTES 3 - 7 _ SHEET 1 c CONCRETE/MASONRY BACKER ROD & 1/4" MAX. _ 1/4" MAX. APPROVED SEALANT SHIM SPACE I SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK ` . a RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON e EXTERIOR INTERIOR_ 3/16" TAPCON INTERIOR BACKER ROD Arc 3/16" TAPCON APPROVED SEALANT RIGID FILLERBEHINDFLANGE OPTIONAL 1 X BUCK -- 1/4" MAX. 2 1 /2" • y SEE NOTE 3 - 7 - SHIM SPACE MIN. a - SHEET 1 EDGE DISTANCE EXTERIOR_ CONCRETE/MASONRY - BACKER O APPROVED SEALANTBYOTHERS - c 1 1/4" MIN. BEHIND FLANGE a EMBEDMENT JAMB INSTALLATION DETAILOA•. n • CONCRET&MASONRYINSTALLATION d • e 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED 1111,5/2016 NOTES MI WINDOWS . MnDK DOORS, LLC T ST.\\`\\\S +R 1 PLC) 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. GRATZ• PA 17030 1w • •\G N S' : 9,/ 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SERIES 185 ALUMINUM FIXED WINDOW • D•5 ••*= DESIGNED IN ACCORDANCE WITHASTM E2112 73" X 72" NON —IMPACT — , r 7 (/ ,= FLANGE INSTALLATION DETAILS WITH RIGID FILLERS ; STATE OF 041• •> DRAWN: DiYO NO. REV SCALE DATE 08 502 57 B ///1,91 "A'}(;\\\\\ NTS 09/03/14 11 OF 12 11 L. ROBERTOLOMASP.E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC. 27023 434 688 0609 momas@xwmaspe.cam FL No.: 62514 REVIStONS REV UESCRIPNDN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED 8 REVISED NAME AND ADDRESS 10/27/16_ R.L SEALANT BEHIND FIN \ 1 1/4" MIN. EMBEDMENT j6 WOODOD SCREW FRAMING j BY OTHERS 1 1 /4' MAX. F SHIM SPACE 1/4" MAX 3 8- MIN WOOD FRAMING - BY OTHERS I SHIM SPACE EDGE DISTANCE 6 WOOD INTERIOR SCREW INTERIOR_ L__. EXTERIOR 1 1 /4" MIN. EMBEDMENT NOTES' 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 1 /4" MAX SHIM SPACE APPROVED NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS 7-0BE I r SEALANT 1------ BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 3/ 8 • MIN i 3/8" MIN EDGE DISTANCE EDGE DISTANCE INSTALLATION DETAIL_ 6 WOOD SCREW WOOD FRAMING JAMB WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED — 1 1 /4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION_ WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN INSTALLATION DETAILS DRAWN: DWG No. J. L. 08-02357 SCALE NTS IDATE 09/03/14 1 SHEET 12 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVII.LE, NC 27023 434- 666-0609 Thomas@akrmaspe.c TT SIGNED: 1111512016 1191 I I L 0 XG E N S 91r 61251 0 *' R"+ / nos; c1DR10P•G t'\•: B 0NA Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 r BCIS Home `. Loy In User Registration Hot Topics submit Surcharge Stas & Facts Publications FBC Staff BCIS Site Map Links Search Product Approval i USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail 1R2FL x FL1S353-R3 t r, a.___.._ ¢ku: Application Type Revision Code Version 2017 Application Status Approved Comments Archived u Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R3 COI FLCOI.odf Standard AAMA 450 Method 1 Option D Year 2010 https:/,' w-,N-w.floridabuilding.org!pr!pr_app_dtl.aspx?param=wGEVXQvA DgtH8572gvdW'IS... 2/1 /2018 Florida Building Code Online Pacle 2 of Date Submitted 10/16/2017 Date Validated 10/23/2017 Date Pending FBC Approval 10/26/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5353 R3 II 08-01448B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FI i 5353 R3 AE 512072B.pdf span: 104-1/4". Created by Independent Third Party: Yes 15353.2 j S764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-014398.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15 P AQ_S1 B.odf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01449B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion F415353 R3 AE 512073B.odf span: 156-3/8" Created by Independent Third Party: Yes 15353.4 j 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL 5-,S3 R3 I? 08-01440B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B.odf span: 83". Created by Independent Third Party: Yes 15353.5 CM- 18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01442B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120668.pdf length - 83". Created by Independent Third Party: Yes 15353.6 j CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No Ft 15353 R3 II 08-01451B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.pdf span - 156-3/8" Created by Independent Third Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No F_15353 R3 II 08-01452B.pdf Approved for use outside HVHZ: Yes. Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL13 R3 .4E 5120766. df span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No r"_15353 R3 II 08-014438.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62S14 https:L/www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQw•tDgtH8572gvdWZS... 2/1 /2018 Florida Buildinc, Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion Evaluation Reports FL15353 R3 AE 512067B.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01453B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.Ddf span - 156-3/8" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01444B.Odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120686.odf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-014546.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion f span: 156-3/8". Created by Independent Third Party: Yes Back Next Contact Us :: 2631 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Cooynaht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. it you have any questions, please contact 850.487.139S. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 4S5, F.S., please click here . Product Approval Accepts; ate® _;a,FA Cre t card Safe https:i/,Arww.floridabuildino.orcyl r' r_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW-IS... 2/1/2018 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE, ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR C(J=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT .IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULL -ION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS. INC.. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT, 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO HE INSTALLED_ SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY 15 TFTE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 z REVISIONS DESCRIPTION DATE REVISED INSTALLATION DFTAILS 06/10/15 REVISED ANCHORING NOTES & IN51L DET, 06/07/17 ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 3) FOR ANCHORING INTO METAL. USE #10 SMS OR SELF ORKL.ING SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 4) ALL FASTENERS 10 BE CORROSION RESISTANT. 5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WI1H ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE -STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI .062" THICK MINIMUM. 6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER. STAGGER SCREWS AT EACH WINDOW. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND OP CHART 3 INSTALLATION DETAILS 4 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: OWG No. V.L. 08---01439 SCALE NT$ I DATE 01 / 1 1 / 12 1 SHEET 1 OF 4 L. ROBERTO LOADS P.E. 1432 WOOOFORO RO LEWISVILLE. NG 27023 434 688.0609 dldnas(&Iflom spe.tonl APPFOVtiO R.L. SIGNED: 1011312017 iR 11 LroA7 i v\\GENSFgcP k ' 5 vv/11, a k ST TE OF ONA `t1? G\ Luis R. Lomas P.E. FL No.: 62514 l07 3/a" COMBINED WIDTH N1-I W2 -- 83" fRAME HEIGHT WINDOW WINDOW MULLION SPAN) l L-----Jl 11 107 3/8' OMBINED WIDTH W 1 -- W2 -- T ar WINDOWFRAME HEIGHT WINDOW MULLION SPAN) L 107 3/8" COMBINED WIDTH WW1-Ir-W2- r- 83" W"'OW pj/ FRAME ' WINDOW HEIGHT MULLION SPAN) REVISIONS I REV I DESCRIP110N I DAIS I APRRO D 8 REVISED ANCHORING NOTES k INSTL DET. 06/07/17 }R.L. -I 107 3/8" 107 3/8" 107 3/8" COMBINED WIDTH COMBINED WIDTH COMBINED WIDTH jI / WI I ! W2 --- / /W1 ---II W2 ` W1 W2 83" ,J J WINDOW -- -/ 83" WINDOW J 3„ WINDOW FRAME // %% FRAME / /// FRAME HEIGHT WINDOIA MIIND014 HEIGHT -YVWf--WINQQW HEIGHT WMDOWy WINDOW MULLION / ( MULLION (MULLION SPA ( l ` SPA l I 1[ I W1 - 1-- L W2/W1 / II-- W2/ SPAN) 1 ( l l _ II-/ W1 --- I / F - W2/- 107 3/8" 107 3/8" .f 107 3/8" L--COMBINED COMBINEDWIDTHWIDTH COMBINED WIDTH Design pressure rating (pst) Mullion span ( in) Tributary width (in) 18. 13 25.50 36.00 42.00 48.00 52.13 25. 00 120.0 120.0 120.0 120.0 120.0 120.0 37. 38 120.0 120.0 120.0 120.0 120.0 120.0 49. 63 120.0 98.3 81.2 76.9 75.2 75.1 62. 00 71.0 52.2 39.7 35.9 33.4 32.3 65. 63 59.6 43.7 33.0 29.6 27.4 26.3 7201. 44.9 32.7 24.4 21.8 19.9 19.0 84. 00 28.1 20.3 LARGEAND SMALL MISSILE IMPACT, LEVEL D, WINDZONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318" AS SHOWN HEREIN. Desi Inpressure rafinq(PsO With rebar Mullion span ( in) Tributary width (in) 18. 13 25.50 36.00 4200. 48.00 52.13 25. 00 120.0 120.0 120.0 120.0 120.0 1200. 37. 38 120.0 120.0 120.0 120.0 120.0 1200. 49. 63 1200. 98.3 81.2 76.9 75.2 75.1 62. 00 95.2 70.0 53.3 48.1 44.8 43.4 65. 63 80.0 58.6 44.2 39.7 36.7 35.3 72. 00 60.3 43.9 32.8 29.2 26.7 25.5 84. 00 1 37.7 1 27.3 1 20.1 1 17.7 1 16.0 1 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. Ml WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DWG N0. REV V. L. 08-01439 B SCALE NTS IDA" 01/11/12 1 .....2 OF L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434 688 0609 illo-sogblomaspR.com SIGNED: 1011312017 Luis R. Lomas P.E. FL No.: 62514 1 IIII I II U u IV 7=-:-'- J- 1 I I I i Ir I I EDGE DISTANCE MASONRY/CONCRETE BY OTHERS I 1 1/4" MIN. EMBEDMENT 1/4" ELCO ULTRACON TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW 1 S8 MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRYiCONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. REVISIONS DESCRIPTION DATE D REVISED INSTALLATION DETAILS REVISED ANCHORING NOTES & INSTL DET. 1 06/07/17 R.L. MT000022 CLIP I I #10 SMS OR SELF DRILLING I I SCREWII METAL 1/2" MIN.L STRUCTURE EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION METAL INSTALLATION SIGNED: 1011312017 MI WINDOWS LlC Lo/ MNDEDOOR E,TWEST GRATZ, PA 17030-0370 ter •GENse! 055764 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS STATE OF ti` DRAWN: DWC NO. REV V.L. 08-01 439 B FSs • R40G\`\ Luis R. Lomas P.E. FL No.: 62514 SCALE NTS DATE 01/11/12 SIIEET 3 OF 4 L, R06FRTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688-0609 db as@ldo p-- L_ 0.843" 3.261" - 1,375" 0.625" c 3.250" 4,000" 0 o-- MT_0_00022 CLIP 16GA (063.) GALVANIZED STEEL SEE NOTE 2 R 3, TI4IS SHEET. 3.750" — 2.189" -- S_ECT5764 MULLION 1.0 0" - -- 0.375" ALUMINUM 600.5-75 . 125" THICK 0.843" 1 T— I i zx 00.210" RF.'n5HJN5 OESf,R1PilON DATE APPRO*!E0 REVISED INSTALLATION DETAILS 06/10/15 R.I.., REVISED ANCHORING NOTES h INSTL DET. 06/07/17 R.L. 3.750" 1.000" 0.375" 0.412" 2.0.32" 2.875" 0.1141 3" T— SECT5796_C_LIP - 2x 00,210" FOR CONCRETE INSTALLATION ALUMINUM 6063- T5.125'THICK Fl 1.5 i" 1.562" RF-11 ?EBAR SECT5796 CLIP MI WINDOWS AND DOORS, LLC 16 GA (.062) GALVANIZED STEEL FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125",THICK 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN NOTES: 1. CLIPS MAY BE USED IN COMPONENTS MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. DRAWN: 0wc NO. 2. FOR WOOD & METAL INSTALLATION V.L. 08-01439 USE AL.L. FOUR ANCHOR LOCATIONS. NTS DATE 01111112 s"EET 4 OF 4 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR L.00ANONS ONLY WITH 3 1/4" L RORERTO I OMAS F E. fSEPARATIONBETWEENANCHORS. 1432 WOODFORD RD LEWISVILl.E, NC 27023 434.688-0609 rjb awo-o>W—aspn— SIGNED: 1011312017 J\ S IlIRI 1 ! .9J/ Gv•• GENSF •J+ jo 51 . TATE OF ; REV P,IaQ: Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 a l kr64c".'^'°frr`'SS9 FSS.U`t§x M vn WtiiFr'.. .Y . BCIS Home ! Log In User Registration Hot Topics Submit SurCharge j Stats & Facts Publications FBC Staff BCIS Site Map .; Links Search Product Approval USER: Public User MddQ r Product Approval Menu > Product or Aophcabon Search > Application List > Application Detail FL # FL13223 R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer lames Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elrn Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R4 COI R10 - Certificate of Independence odf Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13 23 R4 EQUIy RI0-2692B-17 ASTM C1186 eauiyalencv,pd http://w-,k,-A.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgvRl:6bsvZ66FC... 2/6 /2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 FL tt Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1 23 R4 II cemoanel-installation.Ddf Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17_04Q6 Mudf Impact Resistant: Yes FL123, R4 II RIQ 268 17 Panel F rring,p f Design Pressure: N/A FLI3223 R4 II RIO-2686-17 Panel Wood Metal Frame.odf Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.1)df r'LI3223 R4 AE RIO 2689-17 Panel to Furrina.CA FL13223 R4 AE RID-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II HardiePanel-Installation.Ddf Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.Did Impact Resistant: Yes FL13223 R4 II RIO 2669-17 Panel to FLlrrino.Ddf FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.DdfDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 RA AE NOA 17-0406A6.pd FL2-223 R4 ,AE RIO 26u1 ^Fnel to Furrina.pdf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II NOA 17-0406.06,Ddf Approved for use outside HVHZ: Yes FL132.2 R4 II Pre_v_ail=Ponel_In J Il,ation.gIf Impact Resistant: N/A FL13223 R4 II RIO 2689-17 Panel to Furring.Ddf FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.DdfDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.pdf FL-13223 R4 Ac RIO 26 1,ZPan,glsp Furrier pdf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes Bad Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooynaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email adtlress which car, be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: http:!w4vvrw.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page 3 of 3 C edi'Card Safe http://Nkww.floridabuilding.ora /pr/pr_app_dtl.aspx?parain=wGEVXQw,-tDgvRk6bsvZ66FC... 2/6/ 2018 Florida Product Approval HardiePanel® Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. CLEARANCES Install siding and trim products in Maintain a minimum 1" Miaintain a minimum 1" 2" clearance At the juncture of the roof and verical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products and decking material. surfaces, flashing and counterlashing shall be installed per the roofing clearance between the bottom of James nrequirementsforclearancebetween James Hardie,, manufacturers instructions. Provide a Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the botton-. edge of the Do not caulk gap. Figure 5 5"Ud concrete 6" min. I foundation Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 gutter and end cap Figure 6 I 1 = 2" min ' I Do no; bridge floors with Har6aPanell siding. Horizontal joints should always be created between floors (fig.'Ul. Water - Resistive Hamer Framing Figure 10 Horizontal Flooring x 'I Trim Sheathing faQa 'Ha, diePanel° BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 1/2" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk., fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be flit flush to the plank ,A ith a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank shcul:^ be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush = 71 :• k •,_, Countersunk, fill & add nail 15•\ do not under DONOT Figure A Figure B drive nails STAPLE aiding ane trim. Figure 8 V- T min. I 1'I. fy I I I liilih. a Suer to llg. J on page 1, KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. Where the roof terminates: install a kickout to defle: water away from the siding. It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the e.nc of t,e roof intersection, install a "kickout" as required by IRC code R905. 2.8.3 . "...flashing shall be a min, of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1001 - 1 10° to maximize water deflection Figure 1i C/` Step nas,'M membrane Snng/\ n membrane eaves mm rane i, flashing, y DRp edge Hwse+ rap PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. "his will help control the depth the nail is driven. If setting the nail depth -roves diffic It, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2;3 8t13 e Hardie Panel effZ19, JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 R' INSTGILATKJNIREQUIREMENTSRESID;EjAL t AM1_ONLY &CUBCRPLUSDI CTS Visit r ; afnsairr, :- for the most Iecent version. SMOOTH • CEDARMILL° • SELECT SIERRA 8 STUCCO IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1OTM PRODUCTS OUTSIDE AN HZ10z LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding vvet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS CklTDOGRS INDOORS 1. Posnio, c ming station so that wind V.hli blow d st away front uyrr 1. Cut only using score and snap, of shears (manual, elactric or pneumatic). an others in working area. 2. Position cutting station in well -ventilated area 2. Use one of the follovong methods a. Best: i. Scc+,e mid snap it. Shears ( manual.. elect is or pneumatic) - NEVER use a power sawn indoors b. Better: i. Dust reducing circular saw,' NjuOpeci+.vilh a - NEVER use a circular saw; blade that does not carry the HardieBlade saw blade trademark HardieBlade` saw blade and HEPA vacuum exsaction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: i. Dust reducing circular saw'.vith a HardieBlade saw blade only use for lour to moderate cult ng) Important Note: Fa maximum protection (lowest respirable dust .=ductionl, James: Hardie recommends always using `Brest" -level wttkng methods where feasible. NIOSH-apprev: respirators can he used in conjunction with above cutting practices to further reduce dust exposures. Additional e4mite information is available at vn. w.iarreshardie.conl to help you determine the most apritofi ;*t. cutting method far yauir 0. requiremtmts. If cmr,nm still exists aoout nxposure lavoK or you do not comply+r;it h the above practices, you should always wnsut a qualified industrial hygienist or contact James Hardie for further information. GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial / Mufti -Family installation requirements go to v ftk v.JamesH.ard eCGmmercial com HardiePanell' vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/furring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wtnnw. jamehardie.com A water - resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flasning in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieVvrap-- Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Ha die products all clearance details in figs. -1,6,7,8,9,10& i 1 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contac' with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section pa e 3. DO NO: use stain oil/al d base paint, or powder coating on James Hardie'0' Products. For larger proiects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin, 8 "Expansion Characteristics" at snvwJ.JamesHardie.com. INSTALLATION: Fastener Requirements Joint Treatment Position fasteners 3 from panel edges and no closer than • Vertical Joints - Install panels in moderate contact (fig. 1), alternatively' 2" away from corners. Do not nail into corners. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding Installation caulked (Not applicable to ColorPlus Finish) (fig. 2). Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing mustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanel verticalsidingmustbejoinedonstud. water-resistve barrier water -resistive barrier Double stud may be required to maintain minimum edge t stud 2 x 4 stud waterresstve was=- resisfv b :Trier t arr ell nailing distances. 1 , Tupper panel l ._—upper panel Figure 1 stud i Gc no! 1/4` gap Do r^d 1i4' gap water -resistive I Caulk I a:dr: barrier tlash! r. I ` 2 flash g } sheathing I HardiePanel Batten Joint ' H Joint g pip vertical siding wate-resstive barrier d 0! 'we. hagG hnasl keep nails r Jtl 4 stud — lo'var layer 3B" min. frompaneledges plate c o Figure 4 3i8" 'i r leave appropriate gap between Reconm ,ndation L "hap pan IS pencaulk'hllr.iQ 1i r a ' '1f^V16c: i I c moderate contact Caulk Joint ^ ill Stu, at r a it:IV rJo apnlic.abl a Coln -PcFI hi tto avoid ail i keep fasteners 2" A h;caulk r wcorcarice w h caulk u u t. grouv^s. away from cornersT r nwa:. tun r s wr.t.en ppli-atiun instructions. For additional inforrnation or: HartlieWrap''' Weather Barrier, GonSlllt,)arnP,,, Hardie. at 1-866-4HardIP Or iMJ;lw.t ardlPlnlrarLCnm WARNING: AVOID BREATHING SILICA DUST i3nes 43, 61e, products contain res0. aCl_ _:stalling Silica whir is kr iv n to it, ,.rate of Oaluoma to au . canter anc is cons neted L; wRc and to ve a cause of cancer fr m same , ,cpmiona! snur.e, rreathinp x,.os: v_ 3rr0.lnts o respv able silica dus' ,rani also cause a dhsablinc ant polar fall, fal,el lun : d spas_-al:e., silines.s. anc e these asks. Going mtallal!rn c• hardline. , 1 vc,k n c utclo areal, ,x lh ample vent t.for. ;:i use ,ingt c.arran; stairs fOr ctrtnn; c., v:;ogre not 12asibk. u-. a F:ard.gBiadg' saw: blaG., and dust-rgdu„ n t.i cuia.• sea, 2ttao er to a HEPA vacuum 2i ,varr o)h. s n the immediate area 14'. ,.ea acc,grll fang rJ10>Hap;,cv.o dust mash c respirator (a.p. N-8F; r a:nor„arse ailh apgo pfcabi. vernm itregul_iior.., an^_ mamita tut_ ins'ructinrs, tc tether limit espi al_ silica exposures. Curinp clean-up., use I I_PA vacuur:s or v;el dean r mefiods - never dry sweep. Fni funber in`Ocmation ro`er to our installation instructions _ and mate%al Safety Data anee' available at way.':ame ha di .vi or by saliing 8uJ g:I...RDI r, 8,,p 9,112-7 43n FA! UL r'0 ADHERE TO OUR V+ ,RNIN3S Rt SG.., AND :NSTAL-ATION IHSTRJ.:?fuWc, MAY LEAC TO SERIOUS PERSONAL HI iJRv Or MATH. 6.,; HS 1236 - P 1 /3 1 / 13 CAULKING For best results use an Elastomeric Joint Sealant complying tA.,ith ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT .&Jlk nail heads ivrien using ColorPlus products, refer to the Co orPlus-ouch-up section CUT EDGE TREATMENT PAINTING Caulk: paint or prime all field cut edges. I DO NOT use stain, oil!alkyd base paint: or power coating on James Hardief Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers soecfications. Back -rolling is recommended if the siding is sprayed. COLORPLUS`' TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie' ColorPlusO products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlusl Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel" siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus'' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third part, touch-up paints or paints used as touch-up that are not James Hardie touch-up. will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct tOUCh-up application is imporant. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIER` SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust; dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardier Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature C GNMON in a.:o•darie with iv.-E_ E.alua.--n R.v, ESR -, 8,44 a d'e?ane* ,eiti.a1 sidi i !s recoil a. A as 2 &11able ..I.:ra„ ;, that i,. the 23.r _X1z; & 2 - InW natonal sae tial 0 de for One -and k a it D II o an-o ! 2 J & a 2 In , a BAI N d! an , eq a! s d n< s i a .e o phi a ne fdII N nngele . R s z h P: c tz =bco_ w oc9aticue ; FixiCa :YDr R 07292 DM, ;1 S _iaeas Release __s- 7 e- a ....,. .arteot _PI Ir,u a`ce F o:u:, E,aLia. .2 Ct, of Nev,v, ` EA 2 23-93-114, ..nu ,ah d n a DSA F , 9. These ao;:uirerts should also ne o .shed for adtlitioral l o a' cn i"e in;: Ine 5 2bll, c' !rils D a_uct for apFh,a;:e^s. G 20'. 3 James hlardie 3uiidng Products. Al'rights reserved. i id St" and w dencte tiademarKs, of registered trademarks of atesl ardibtlec.i ul,gyLimited E is 2 1egistered e,.hriclo%. Limited. Add!toval Installation Information, Warranties and Warnings are. available at ` JamesHardie www.lameshardi Com HS 236 - P3/ 3 613 AasgawaFit : MtAMI•DADE COUNTY acCR4a,aOR.araxATOR r ACCREDP'ED July 30, 2017 Pingsheng Zhu, P.E. Product Compliance Engineer James Hardie Building Products 10901 Elm Ave. Fontana, CA 92337 Re: NOA-17-0406.06 Relative to FBC 2017 Project RIO-2679AA-17 Dear Pingsheng: After review of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance with the 2017 Florida Building Code. Referenced Standards in the 2017 FBC:, 1. Wood: AWC NDS-2015 & SDPWS-2015 2. Structural Loads: ASCEISEI-7-10 3. Concrete: ACE 318-14 4. Masonry: TMS402-2016/AC1530-131ASCE-5-13 5. Structural Steel: AISC 360-10 (Including manual of steel construction 2010 (14`, edition)) 6. Cold -formed Steel: AISI 100.12 7. Aluminum: ADM-1-2015 In addition, I am making the following Statement of Independence as requested: 1. Ronald Ogawa. does not have nor does it intend to acquire or will it acquire any financial interest in any company manufacturing or distributing products for which evaluations are issued. 2. Ronald Ogawa is not owned, operated or controlled by any company manufacturing or distributing products it evaluates or inspect. 3. Ronald Ogawa Inc does not have, nor will it acquire a financial interest in any company manufacturing or distributing products for which reports are being issued. 4. Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the product. Should you have any questions on anything, please contact me. Sincerely, tfir F Ronald I. Ogawa, P. . RI Ogawa & Associates, Inc. iAS Laboratory Approval, TL 360 IAS Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency 714) 292-2602 ton ( Z'Driogawacom CC: Roger Ogawa — RI Ogawa & Associates, Inc.. Karen Ogawa — RI Ogawa & Associates, Inc. fill / rrr"",.. I pGAW4 tltll'• y -- 41 FL 0 rrrrr. Lab Address: 1985 Sampson Avenue, Corona, CA 92879 a Phone (714) 321-4939 a Fax (714) 908-1B15 ! E-mail: roge griogawa com Mailing Address: 16835 Algonquin St. 3, Huntington Beach, CA 92649 • Phone (702) 491-3710 • Fax (714) 908-1815 • E-mail:. dr bbvft yngawa cnrn Engineering s Quality Control . Product Development • Inspections + Code Consulting • Expert Witness a Testing MIAMI•DADE MIAMI-DADS COL TTY e PRODUCT CONTROL SECTION 11805 S W 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; Hardie.Plank-, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets l through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miatni-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida; and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 15-0122.04 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 Z7 fro 17 Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA # 15-0122.04" 1. Statement letter of code conformance to the 5t' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I: Ogawa, P.E. Oo4- Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 E-1 BY ) misai i PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration teOS/01/2022 B Al_t A Y _ Miami -Da a Product Control - tit An Flow& No WALL- LENGTH SEE Stud Spacing at 16" O.C. DETAILA a..-_ , I , r 5/8" tltick / 5 ply APA rated plywood sheafng in acco(donce with Florida Building Code Seclon 23223 i V 1= Water-resisfive Ki. S bamer per Florida ltIZp:I Building Code Seclion 1404.2 lit I 2' X 4" S-P-F Wood Studs Nails at 16" O.C. (typ.) 318" Minimum Edge Distance Sheathing fastener, as described in Mote 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding j Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick /5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in Compliance with the Florida Building Code. pRQDUCT DF SGI PJ1G11 1 HardiePanel®, CempanelV, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. eA-jAE D1,MENSJONS Width Length Thickness 4' 8,9,10' 5116" DESIGN PRESSURE_BA_T_lNG Installation Design Pressure Wood Studs -76 psf I Ha,diepanel, impact Resistant - SECTI01 "— \ Cempanel. Planks installed over 5B" thick / 5 ply Prev-all Panel APA rated plywood sheathing Siding iARDII P NEL,.0 M N LPRENAtI PANELSiDjNG INSTAi lAT1_0N DETAIL All installation shall be done conformance with this Notice of Acceptance, the manufacturer sin installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] Sf8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. The siding panels shall be installed over 5/8' thick / 5 ply APA rated plywood sheathing supporter by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16• O.C. Lotte 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 1W O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. Fax 10901 Elm Avenue Fontana, CA 92337 e: 90--356-6300 512E FSCM NO ID G No RElf 909-427-0634 A PNL-PLK SOFF 1 Creator: E. Gonzales SCALE i/2" =1' 0" Oate: 4/24/2013 SHEET 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 I. taws REVU03 0 oc*i?il* with the Floridly odifts Coo AompaiotFe NO PtndainCcn ot 6.00in. i Fastener Spacing per Florida Building Code Section 2322.3 MOMCTBEViSED PRODUCT RENEWED into vbin8wsd+the florift as complying with the Florida Bs Dft Cow tt Building Code A-ryc—No1 G j % NOA-No. 17-0406.06 expiration e05/0112022 Oy . Miani ProduaCodbu; gy Miami- a duct Control Cladding Framing jii t 1 • Ki, o STAVE 0 for' F 0 R'! fisS10NAL\ Sheathing FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE WITH3-112" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOMCONNECTION) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CLADDING James Hardie Building Products, Inc, THE PANEL IS FASTENED WITH 2" LONG, 0.223' HEAD Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION e _ RESISTANT SIDING NAILS, PLACE NAILS 6'' O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 90"5"300 SIZE rSCM NO DM NO Fax 909-427-OB34 A PNL-PLK-SOFF Creator. E. Gonzales SOAL9 V = T-0" Date: 4/24/2013 sZT 2 OF 12 1 PROI as cor Bulldii NOA-F Expira By— Miaml- I WALL HEIGHT WALL LENGTH Stud Sp acingj at 16" O.C. 13 a-- i t—'—i OW ik*We t 6 with R i! age i4 iIIII OG/ SEE DETAIL A 6/8" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive barrier per Florida Building Code Section 1404.2 20ga, 3-6/8" X 1-6/8" Metal Cslud PRObL1CT D SCfZit'Tf"J_FI HardiePanel®, Cempane[9, & Pfevail9 Panel Siding materials are nonasbestos fiber-cemeni products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PAIl4D MFN QNS Width Length Thickness 4' 8,9,10- 5/16" pti:Sl_GkPR—E5SURE RgTJNG Installation Design Pressure Metal Studs -104 psf Ilr1ir Impact P.eslstant- rrrr _ HanliePanel, p Panel installed over 5/8" thick / 5 plyCemane1, j SCCTJQI t6 p APA rated plywood sheathingB Nails at 6" O.C. (typ.) Prevail Panel 3/8" Minimum t dge Distance siding DETAIL - Sheathing fastener, as described in Note 1. told.! FREY SED \ wt the Florida a CAQ& k Panel fastener, as described In Note 2 f ! 1 i HardiePana)(& Siding Later -resistive barrier per rida Building Code Section 04.2 A rated UCT RENEWED fastened iplying with the Florida to metal studs as described ig Code io. 17-0406.06 in Note 1. , tion D e05/01/2022 20ga, 3-5/8" X 1•5/8" Metal C-stud The wall and soffit frames are to be designed a e Product Control by the Architect or Engineer of Record in compliance with the Florida Building Code. fi&P jfll l NEL CEMPAIJEJ_PRGVAIL PANEL SIbING INSTALL }71pN DETAILS All installation shall be done In conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be Installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all Intermediate supports using a No.8-18, 0.315" head diameter 1-1/4" long' bugle head screw The siding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a ma)drnum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0,315" head diameter X 1-518" long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating .metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Fax 909-427-0634 Creator, E. Gonzales HARDIEPANEL, CEMPANFL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE A scALs 1/2" a 1'-0" DWG NQ Rev PNL-PLK-SOFF 1 Date: 412412013 SHEET 3 OF 12 6.00in. PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 xpiration te05/01/2022 g,p0in. 3y i i_ PRO'Dl1CTblEVtct n au complyt with tw Fkcdm AAco s c t3o #1311, " 0' Fxmm V7 ny " rnim, 1 bav+x ccmtot II II I' 1 6,00b. I I' I it I I CC ar-WS,ED1'iitJD[ B ovqoyin6 with 64 FMritR B'duh" Code 01 , vBAAQK—QNOMINAL 20 GAUGE 3-516" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEQ7HLNGNOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315' HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDINGTHEPANEL IS FASTENED WITH N0.8-18, 0.3iS" HEAD DIAMETER X 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing I I I' I Sheathing II I•I II II I 1 OF I . I ' • , 90 FL 0 -0 DIAPHRAGMFORMETALANDWOOD, STUDS, PROVISIONS FOR NOT PAR OF TH 5 APPROVAL (MUST PROVIDE ALTERNA EPRO ACTION FORTHESE LOAD ) RE REV 1 WALL HEIGHT WA -- Stud Spacing at 16" O.C. LL LENGT t., may:{ PR.4UUL 1Sb'A'--_--_-r--•—i , , i i ` 1 . = iascoeboy- g with toe Fkmdo13t 4 Minrr xi.F_1 3 pt D• ' . B 3/4" Minimum Edge Distance DEiAIL,A A' t with tie Fbridr iuo J5 2"a V PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration By 1 T_. Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 518" thick 15 ply APA rated plywood sheathing fastened L--.in accordance with Florida Building Code Section 2.322.3 12022 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in ontrol cornoliance with the Florida Building Code. SIX DETAIL A PRODUCT DESCFEll JON HardlePlanke, Cemplank®, & PrevallO Plank Lap Siding materials thick 15 ply APA are nonasbestos fiber -cement d plywood products tested In accordance with thing in ASTM C1186 Grade it, Type A and rdanre with meeting the requirements of the da Building Cade Florida Building Code. lion 2322.3 p NFt,-PIIA NSION$ Nater-resistive Width Length Thickness barrier perFlorida 59-1/2' 12' 5116, Building Code Section 1404z pES1GN PJ SSSURRA7INC 2" X 4" S-P-F Installatl0rl Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks installed over 5/8" thick 1 5 ply 1- 1/4'tall X 5/18" APA rated plywood sheathing thick siartee strip NARDIEPLANK, CEJ fPLANK PRL'V1tL LAP SIDINGJ.NSTA J-LATI0[D-iA._jJLS, AllInstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's Installation recommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code section 2322.3. Planksshallbeappliedhorizontallycommencingfrom the bottom course of the wall with 1 1/4" wide laps at the top of the plank such that the exposure area of each plank is 5 8-IIN' vertically. Note2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion - resistant siding nail; The siding is fastened S 8-114" O.C. vertically and I Othin horizontally: t riers fastenersaredrivenintowoodstudsthrough5/8" thick / 5 ply APA rated plywood pp. areplacedIntheoverlappingareaapproximately3/4' from the bottom edge of the Overlapping plank. Vertical joints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick 15 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 7 rscM rro — Mr. ran AT PNL-PIK-SOFF Creator. E. Gonzales (SCALE 1/2" = t'-0' 1 Date; 4124/2013 5 OF 12 REV Fastener Spacing per Building Code Section 2322.316 in. OC—* Cladding PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 0.75in' Expiration D e05/01/2022 By Miami-lYadfi Product Control PRG WC3'REVISLD a6 awnplywS will"Fkxidn 8m7diov Cads: wo- Ne LL4-3-51 10 iiW04 adc Product Cootrot 58,25in. F Fastener Spacing per Florida , Building Code Section 2322.3 • lI FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O,C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CL ADJ- PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NA)LS,'PLACEO 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Framing Sheathing I ' MODUC1 A 9F_VLSED a a plY gt wide e Fbcids to rso 1 No. 121Zz z, Zz STATE OF OR N/ FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) L A HARWEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF PROD as com Building NOA-Ni Expirati By - Miami -I Stud Spacing at 16' O.C. tiVAL1 i l l' I 1 i UN ice- t rifi VF1LL i ! t I i oo Py wvilbAV i ali fjtg t tt r, J tl IGI { TBY r ice i•' _ I adr Ptodtc i CcretiAnl i i i I 1 s.t i.i i.i I f I MiTQ 41 a y i : I t.i I ' i. OFiit!t_-__-_-........1 1....... .......L!._._.. F.. . S/Onint Fi 41 1 314" Minimum Edge Distance Nails at 16" O.C. (typ,) DETAIL A YRL+JQ?UCT ViSFD ter Mwlyift vith the Fk,ride 7111i r , Mirtri rn.+rd r a LICT RENEWED dying with the Florida I Code 17-0406.06 Sheathing fastener, as described in Note 1 Siding fastener, as tdescribed in Note 2 I HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE ETA1L A 518"chick 15 ply APA r/ gated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive barrier per Florida Building Code Section 1404.2 PI_ODL10T DESC IP_1lS0jy HardiePlank(9),•Cemplank0, and Prevail(& Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Cads, PI,AN1C DlMF,N510N5 Width Length Thickness 5 9-112" 12' 5116" 20ga, 3-5/8"X 1-5/8" DESIGN PR,E_SSIJRE_fiATjt ta Metal Gstud Installation Design Pressure HardiePlank, Metal Studs -92 psf Cemplank, Prevail Lap Slding Impact Resistant — CTIO 1-1/4' tall X 5116. Planks installed over 5/8" thick / 5 ply thick starter strip APA rated plywood sheathing H..ARDIEPIA I<CEMPL.ANFCLPREVAiL LAP Stl(19„G 1MSrAl,.f_.ATiOhI DE AiLS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head Screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is:5 SAW vertically. Note 2) The siding fastener shall be a minimum No. 8-18, 0,315" head diameter X 2-1/4" long"' bugle head screw over metal studs (or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 6/8" thick / 5 ply APA rated plywood sheathing,'fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 OWl9 NO PNL-PLK SOFF Creator: E. Gonzales I SCALE 112'-1'-W I Date:412412013 1SHEET 7OF12, REV 6.00in. a— - 18 in. OC / Cladding I 6.00in. L_ . • I Framing I I 6.00'n.00 I ( I r Sheathing PRODUCT RENEWED • as complying with the Florida Building Code I INOA-No. 17-0406.06 0.751n l " ExpirationD te05/01/2022 I• 'i By I • I . Miami-aMiami-watle Product Control itiifi OGA I" wq F} J REVISED ,t' , ' • re comoyit$ wdith die f1cw4a 0"f with Ibe Fluri& Eiml& g Code Coo* T t -- -- '; r t•ro6ncc Coatro l P aduer c'a.wei = STATE Of 58. 26in. `— D,cCORIDQ •' ` P 01, 4 FitA1V11NG 4 NOMINAL 20 GAUGE 3-5/8" X 1 5/8" STEEL STUDS 16" O. C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS ( 2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL. (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE. FLORIDA BUILDING CODE SHEATHING NOMINAL 50THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A NO.8- 18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW CI.A-- DOING INSTALLATION DETAILS METAL STUD CONSTRUCTION PLANKS OVERLAP 1-1/4" It THE D(POSURE IS S 8-1/4" James Hardie Building Products,. Inc. It THE PLANKS ARE FASTENED WITH NO. 8-1S. 0.315' _ 10901 Elm Avenue HEAD DIAMETER X 2-1/4" LONG CORROSION- ° Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCRE'V/S (SCREW sir FscM No owcnto nev SHALL HAVE AT LEAST 3 FULL THREADS Phone: 909-356-6300 PENETRATING THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A PNL-PLK-SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator: E. Gonzales SCALE V _ T-0" Date: 4/24/2013 sraEr a OF t2 STUD LOCATION WALL LENGTH Stud Spacing at 16" O.C. i i j•! WALL 1 iEIOHT I 318" Minimum A EIAtLA PRODUCT RENEWED as complying with the Florida 1 Building Code NOA-No. 17-0406.06 l t Expiration YVe05/01/2022 1 B Y Miami- a e Product Control SCE PRQML-TLZESCRIPTt0—M DETAIL A HardieSoffitm & CemsoffiM materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A 1 and meeting the requirements of the Florida Building Code. SOFT=1T 71MENSIpNS 2" X 4" S-P-F j/11dth Length Thickness Wood Studs 4' g 11w, DI;SIGN_P-P-,~S5t1_i{E itATJNIG HardieSoffit, Installation Design Pressure Cemsoffit Wood Studs -70 psf Nails at 4" O.C. (typ•)PuoDUCT REvLwl) P1tODUCT)zEvtsi0 Distance with We FltartdA taut kw with Me Florida Ping SerEtding code lP40 1 ACapcenoo itilc+l3-O S l l •G' ray By I ad<m Cael4+oa Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit i Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code, ii'''- OGAIV4 No. 4 21 y, w STATE OF F ORIOP.:•`c. . SI0 N AOe HARD1ESPFF_LT CE.M50FFIT NEL_I $TA-jLAJJiQN-I)L-TAiLS All Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced et 4" O.C. at panel edges and intermediate studs.; the fasteners shall be driven into wood studs located at 16" O:C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc- 10901 Elm Avenue Fontana, CA 92337 3ZE FSCM No bN/6 No A I I PNL-PLK-SOFF Creator. E. Gonzales IsCALE 112" = T-0" I Date: 4124/2913 9OF12 REV Y.VVII 1. IO,UVII I. Cladding Framing PRODUCT RENEWED as complying with the Florida , Building Code NOA-No. 17-0406.06 Expiration Da 05/01/2022 By 4.00il1.l Maml-MeW Product Control i' dwer RE"sM, PRODt7CT 8EVLSIEA it { r `, W4 tosApirurg will, iise Flotsds as 00=0)* with dx ffl wilt ,1++ t 8 id n!! Dtuldmg Cods Ac we Nol Etch tion No f rU3 % E o Daft. // 0f7 No. 121 INiveni t'n+fiu+ r l ly;,„ u.:X Proaue ControlIz. : ( b STATE OF FR LNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CIJ IDDING THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 41f O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie BUilding Products, Inc. 10901 Elm Avenuet-90Fontana, CA 92337 Phone: 909-356.6300 SIZE MIA NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF t Creator: E. Gonzales SCALE 1"= T-0" Date: 4/2412013 SHEET 10 OF 12 T 1 WALL HFIGH1 oErALL_A WALL LENGTH Stud Spacing at 16" O.C. PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Da 05/01/2022 i SFF DETAIL A 20ga, 3-5/8" X 1-518" Metal C-stud Hrd'Stfi ODUCT 1]ESCRJP710hJ HardieSoffi* & CemsoffitO materials are nonasbestos fiber -cement products tested in acoordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Ruilding Code. SOFFIT DIME 1SlQNS Width Length Thickness i By I a ,e o f DESIGN PRESSURE RA PlG Cemsofrit Miami-D d roduct Control i Installation Design Pressure Metal Studs -5519;fotdlai Nails at 6" O.C- (typ. 3/8" Minimum Edge Distance I fastener, as ribed in Note i 14 Gq SEC71_t7N B=B e '__ PRODUCi&EVL" , PROMCf REUSED res cixn lyu% wilt tbp floods ` xs a,apty* with tic Fkd6 13nAdies Codc Nd• A0004uoee IJt j Evi'"tl17 - STATE V ARi7 FSOFFIT CEINSOFFIT PANEL INSTAL IOI DETAILSY ss/0NAL tttlttt, rir All installation shall be done in conformance with this Notice of Acceptan&-'( 4VMAufacturers installation recommendations, and the applicable sections of the Florida Building Code, Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A: The soffit shall be installed over minimum 20ga, Nominal 3-50' X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. HardieSoffit, Cemsoffit N [Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" long* ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven Into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION 20ga, 3-5/8" 1-5/8" Metal C-stud j The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. T James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909,356 300 SIZE Fsc,.t No F)M no R5v Fax 90-0 427-0634 A PNL-PLKSOFF 1 Creator, E. Gonzales SCALE 1/2" 1'-0" Date; 4/24/2013 scar 11 OF 12 Cladding Framing 6.001n. 1• 4 MODWr REVISED PRODUCT RENEWED M REASD as complying with the Florida 92DW08cc& S asoom0y'wwkbthe flarida Building Code A Pilo NOA- No. 17-0406.06 No r3°l ,Ili'' p AN Expiration 05/01/2022 N 771 ` i 1 i P "f oe c+ct r:ruirni BY By Mir ProdnaCv vc+1 Miami- D d Product Control / t'! nlQ 2 2 zt rod fiLOR pP'C ``l FRAN( INC NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 6/6' WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CCDE CLADDiN_ G HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO, 8-16, 0.31a" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAME7ER X 1-1/4 ' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS Fontana, CA 92337 Phone: 909-356-6300 SIZE FSCM NO DWG No RE\ Fa> c 909- 27-063a A PNL-PLK-SOFF 1 Creator: E. Gonzales Date: 4/24/2013 SHEET 12 OF 12 PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX J RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T)714-292-2602;(F)714-847-4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePanell9 Siding James Hardie Product Trade Names covered in this evaluation: HardlePanele- Siding, CempanelS Siding, Prevail"' Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Flonda Building Code 2015 International Building Code 2015 International Residential Code JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jam esh ardie. co m EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood fumngs on -either wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 102024363COQ-001A, Transverse load test on HardiePanel. TEST RESULTS: Table is. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spacing Fastener Type Load Design Load' Report Number Agency in.) in.) Frame Type in.) in.) and Dimensions PSF) PSF) Failure Mode 2X4 wood stud, 314" thick by No. 8 X 1,25' long X 0.323" HO 102024363COQ-001A. Intertek 0.3125 48 3.5" wide SPF furring 16 6 ribbed bugle head screws 160.7 53.6 pull through /fracture 2X4 wood stud, 314" thick by No. 8 X 1.25' long X 0.323' HD 102024363COO-001A Intertek 0.3125 48 3.5' wide SPF furring 16 8 ribbed bugle head screws 131.4 43.8 pull through 102024363COQ-OOtA Intertek 0.3125 qg 2X4 wood stud, 314" thick by 1616 12 No. 8 X 1.25' long X 0.323' HD 106.1 35 4 pull through3.5' wide SPF furring bugle head screws 102024363COO-001A Intenek 0.3125 48 2X4 wood stud, 314' thick by 16 6 0.090" shank X 0.215" HD x 1.5' 147.6 49.2 pull through (fracture3.5' wide SPF furring ring shank nail 2X4 wood stud, 314' thick by No. 8 X 1.25' long X 0.323' HD 102024363COO-001A Intenek 0.3125 qg 3.5' wide SPF furring 24 8 ribbed bugle head screws 82 7 27 6 pull through Itracture 1. All fasteners were installed on furring without penetration into the framing members. 2. Allowable load is determined from ultimate load divided by a factor of safety of 3. 3. HardiePanal Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b. Analysis of Allowable Load for #8 Screw at 10" O.C. 8 Screw Spacing Fastener Spacing in. 6 12 10 Frame spacing in. 16 16 16 Fastener Tribute area 11 0.89 1,33 1.11 Allowable load 43.8 35.4 38.8 Individual fastener load (lb.) 38.9 47.2 43.1 The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C. The allowable load for #8 screw at the spacing of 10" O.C. into furring can be calculated by interpolating the results of same fastener at 8" and 12" O.C., since both tests had same failure mode of fastener pull through from the panels. AS shown in the table, the allowable load for #8 screws installed at 10" O.C. to wood furring is 38.8 pat. Justification of Using the Results on Light Gauge Steel Framing In the subject configurations, all fasteners were attached to furring only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project engineers responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T)714-292-2602;(F)714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Equation 1, q,=0.00256•K; Kr Kd'V= fret ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z K, velocity pressure exposure coefficient evaluated at height z Ka topographic factor Equation 2, Kd , wind directionality tenor V , basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(1), (2), or (3), ASCE 7-10 Figures 26.5-1 A, B, or C V=V,a (ref. 2015 IBC Section 1602.1 definitions) V„ , , ultimate design wind speeds ("econd gust MPH) determined from 2015 IBC Figures 1609.3(1), (2), or (3): ASCE 7-10 Figures 26.5-t A, B, or C Equation 3, p=q, (GC, -GC,;) (ref ASCE7.10 equation 30.6.1) GC, , product of external pressure coefficient and gust -effect factor GC„ , product of internal pressure coefficient and gust -effect factor p ,design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,•K,d'Kd'V,al"(GC,-GCa) Allowable Stress Desgn, ASCE 7.10 Section 2.4. 1, bad combination 7 Equation 5, 0.6D * 0.6W fret ASCE 7-10 section 2.4. 1, load combination 7) D ,deadload W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p,,, = 0.VIp) Equation 7, p_ = 0.6'(0.00256-Kz K„-Kd'V, '-(GCp GC„ )I Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation 8, VW = (p„dt0.6'0.00256'K; K„'K,'(GC; GC„))os Applicable to methods specified in Exceptions 1 through 3 of 2015 IBC Section 1609. 1. 1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below. Equation 9, V—= V. - (0.6)" fret 2015 IBC Section 1609.3. 1) V„d , Nominal design wind speed (3-second gust mph) fref. 2015 IBC Section 1602. 1) II/III//14fo'e" i III\ OGAFLOIR RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T)714-292-2602;(F)714-847-4595 PROJECT: RIO-2689-17 Table 2, Coefficients and Constants used in Determining V and p, K, Wall Zone 5 Height (ft) Exp B Exp C Exp D K. K,, GC GC 0.15 0.7 0.85 1.03 h!;W 1 am 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0,18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1 A 0.18 55 0.83 1.11 1.29 1 0.86 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1 1.26 1.43 1 h>60 1 0.85 1.8 0.18 TAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 8, nd Speed (3-second gust) 100 105 110 115 120 130 140 160 160 170 180 190 200 210 Height (ft) B B B B B B B 8 B B 8 8 8 B 0.15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 62.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 45.8 52.1 57.8 63.7 35 15.1 16.6 181 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 1T9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 0.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 3&5 43.8 49.5 55.5 4i1.6 68.5 75.5 1 1 9.6 1 3 100 25.6 28.2 31.0 33.8 36.9 43.3 50.2 6T6 65.5 74 0 82.9 92.4 1 -102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, tl Speed (3-second gust) 100 105 110 115 1 120 130 140 150 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 0.15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36A 41.8 47.5 63.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 2T6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28A 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 1 -43.1 49.4 1 -56.2 63.5 1 -71.2 79.3 1 -87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 61.5 58.6 66.2 74.2 82.7 91.6 101.0 60 23.3 2 0. 6 9. 4 2!A A 84.1 9 .2 iuza 100 32.6 35.9 39.4 3.1 46.9 55.0 53.8 73.3 83.4 94. t 105.5 117.6 130.3 143.6 Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, nd Speed 3-secondgust).100 105 110 115 120 130 140 150 160 170 1 180 190 1 200 210 Height (ft) D D D D D D D D D D D D D 0 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 b1.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 4&3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 25.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86A 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62A 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 1 .92.7 102.7 1 •113.3 50 26.2 1 -28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 1 -94.6 104,8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 9fi.1 106.4 117.4 6 9. 3 4. 8.1 6 1 .1 11 100 37.0 40.8 44.7 53.2 62.5 72.5 83.2 94.6 106.E 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET A"3 HUNTINGTON BEACH, CA 92649 T) 714-292-2602: (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 inf o@jameshardie. com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method In ASCE 7-10 Chapter30 C&C Part 1 and Pan 3) ° Design Wrid, Speed. asVw 3-second gust mph) Applicable to methods specified in (2015 IBC, 2017 FBCI Section 609.1.1. as detemtined by 12015 IBC, 2017 FBCI Figures 1609.3(1). (2), or 3). Mnd exDosure caleom Design Wind, Speed, V 's Applicable to methods specified in Exceptions 1 through 3 of 12015 IBC, 2017 FBCI Section 1609.1.1. exposure CoefBcienfs used in Table 6 calculations for Product Minimum Thickness in) Width in.) Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Height'- s IL) B C D 8 C D Mlovable Design toad ps0 Exp 8 Exp C Etp D Kr r, GC. GC, HardiePanel® 5116 d8 No. 8 X L25" long X 0.323' HD ribbed bugle head screws 6" O.C. into forting only 2X4 wood or 20 ga. steal framing, 3/4' thick by 3.5' wide wood furring t ° 16 0.15 193 175 159 149 135 123 53.6 0.70 0.85 1.03 h560 1 0.85 1.4 0A8 20 193 170 155 149 132 120 53.6 0.70 0.90 1.08 1 0.85 1.4 0.18 25 193 166 152 149 129 118 53.6 0.70 0.94 1.12 1 0.85 1.4 0.18 30 193 163 150 149 126 116 53.6 0.70 0.98 1.16 1 0.85 1.4 0.18 35 189 160 148 146 124 114 53.6 0.73 1.01 1.19 t 0.85 1.4 0.18 40 185 158 146 143 122 113 53.6 076 1.04 t22 1 0,85 14 0.18 45 172 ISO 140 133 116 108 63.6 0.88 175 1.33 1 0.85 14 0.18 50 179 154 143 139 120 111 53.6 0.81 1.09 127 1 0.85 1.4 0.18 55 177 153 142 137 119 110 53.6 0.83 1.11 1.29 t 0.85 t4 60 175 152 141 135 117 109 53.6 0.85 1.13 t.31 1 0,85 14 0.18 100 145 128 120 112 99 93 53.6 0.99 126 1A3 h>60 i 0.85 1.8 0.18 HardiePanel® 5/16 48 No. 6 X1No. long X 0.323' ribbed bugle headbugle screws B"O.C. into furring only 2X4 wood or 20 w Sleet framing, 3/4" thick by 3.5' wide wood furring t'B 16 0-15 174 158 144 135 122 111 43.8 0.70 0.e5 1.03 hs60 1 0.85 4.4 0.18 20 174 154 140 135 119 109 43.8 0.70 0.9D 1.08 1 0.85 1.4 0.18 25 174 150 138 135 116 107 43.8 0.70 0.94 1.12 1 0.85 1.4 0.18 30 174 147 135 135 114 105 43.8 0.70 0.98 1.16 i 0.85 14 0.18 35 171 145 134 132 112 103 43.8 0.73 1.01 1.19 1 0.85 1.1 0.18 40 167 143 132 129 ill 102 43.8 0.76 1.04 1.22 1 0.85 1.4 o.fe 45 164 141 131 127 109 101 43.8 0.79 1.07 125 1 0.85 1.4 0.18 50 162 140 129 125 108 100 43.8 0.81 1.09 1.27 1 0.85 1.4 0.18 55 160 138 128 124 107 99 43.8 0.83 1.11 1.29 1 0.85 1.4 0.18 60 158 137 127 122 106 99 43.8 0.85 1.13 1.31 1 0.85 14 0.18 100 131 116 101 90 43.8 0.92 126 1,43 h>60 1 0.85 A.6 078 HardiePanel® 5116 46 No. 8 X 1 No. long X 0.323" ebbed buglebugle head screws 10" O.C. into furring only 2X4 wood or 20 ga. steal framing, 3/4' thick by 3.5• wide wood forting "'B 16 0-16 164 149 135 127 115 105 38.8 0.70 0.85 1.03 hs60 1 0.85 14 0.18 20 164 145 132 127 112 1D2 38.8 0.70 0.90 1.08 1 0.85 14 0.18 25 164 141 130 127 110 100 38.8 0.70 0.94 1,12 1 0.85 1.4 0.18 30 164 139 127 127 107 99 38.8 0.70 0.98 1.16 1 0.85 1.4 0.18 35 161 136 126 124 106 97 38.8 0.73 1.01 1.19 1 0.05 1.4 0.18 40 157 134 124 122 104 96 38.8 0.76 1,D4 1.22 t 0.85 14 0.18 45 155 133 123 120 103 95 38.8 0.79 1.07 L25 1 0.85 14 0.18 50 152 131 122 116 102 94 38.8 0.81 1.09 127 1 0.85 1.4 0.18 55 151 130 121 117 101 94 38.8 0.83 1.11 129 1 0.85 14 0A8 60 149 129 120 115 100 93 3B.8 0.85 1.1's 1.31 1 0.85 t.4 0.1E 100 123 95 38.8 0.99 126 1.43 h>60 1 0.85 1.8 0.18 HaMiePanel 5/16 48 No. 8 X 1.25. long X 0.323" HD ribbed bugle head screws 12i O.C. into forting only 2X4 wood or ra ga. steel framing, 3l4' thick by 3.5' wide wood furring'1•B50 16 0.15 157 142 129 121 110 100 35.4 0.70 0.85 1.03 hs60 1 0.85 1.4 0.18 20 157 138 126 121 107 98 35.4 0.70 0.90 1.08 1 1.4 0.18 25 157 135 124 121 105 96 35A 0.70 0.94 1.12 1 1.4 0.18 30 157 132 122 121 103 94 35.A 0.70 0.98 1.16 1 1A 0.18 35 153 130 120 119 101 93 35.4 0.73 1.01 1.19 1 I 4 0.18 40 ISO 128 119 116 100 92 35A 0.76 1.04 1.22 1 o.a5 A.4 0.18 45 148 127 117 115 98 91 354 0.79 1.07 1.25 1 1.4 o.18 146 125 116 113 97 90 35.4 O.Bt 1.D9 127 1 14 0.18 55 144 124 115 Ill 96 89 354 0.83 1.11 1.29 1 14 0.18 611 142 123 114 110 95 89 35A 0.85 1.13 1.31 1 0.85 1.4 0.18 100 116 91 35.4 0.99 1.26 1 143 jhv601 1 10.851 1.8 0.78 RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602: (F) 714-847-4595 PROJECT: RIO-2609-17 Allowable, Uttimate Allowable, Nominal Design Vdnd, Speed, Design Wlnd, Speed, V.55 V..e .5 3-second gust mph) (3-second gust mph) Applicable to methods specified to 12015 IBC, 2017 FBC) Section 1609.1.1, as determined by 12015 IBC, 2017 F8C) Figures 1609.3(1), (2). or 3). Wind exposure cateoory Applicable to methods specified m E-peons 1 through 3 of (2015 IBC, 2017 FBC) Section 1609.1.1. JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Coefficients used in Table 6 calculationa for exposure cateoory I Sidmo Product Minimum Thickness in.) Width in.) Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Height' s ry.) B C D B C D Allowable Design Load psn ExpB ExpC Expo K„ K, GC, GCp HardiePanel® 5/16 48 No. 8 X 1.25` long X 0.323" ribbed head 8" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5' bugle wide wood furring • 24 0-15 138 126 114 107 97 88 27.6 0.70 0.85 1.03 hs60 1 0.85 1.4 0.18 20 138 122 111 107 94 86 27.6 0.70 0.90 1.06 1 0.85 1.4 0.10 25 138 119 107 92 27.6 0.70 0.94 1.12 1 0.85 14 0.18 30 138 117 107 91 27.6 0.70 0.98 1.16 1 0.85 1.4 0.18 115 105 89 27.6 0.73 1.0t tt9 t 0.85 t.4 0.18 113 103 88 27.6 0.76 1.04 1.22 1 0.85 1.4 0.18HD 112 101 87 27.6 0.79 1.07 1.25 1 0.05 14 0. 18screws1111008627.6 0.81 1.09 1.27 1 0.85 14 0.18 40133 98 27.6 0.83 1.11 1.29 1 0.85 1.4 0.18 97 27.6 0.95 1.13 1.31 1 055 1.4 0.18 27. 6 0.99 1.26 143N60 1 0.85 1.8 0.18 HardiePanel® Sn6 48 0, Og0` shank X 0. 215' HD x 1.5• long ring shank nail 6" O.C. into furring only 2X4 wood or 20 ga. steel framing, 314' thick by 3.5' wide wood thing 17.8 16 168 152 143 130 118 49.2 0.70 0.85 1.03 hs60 1 0.85 1.4 0.18 20 185 163 149 143 126 115 19.2 0.70 0.90 1.08 1 0.85 1.4 0.18 25 185 159 146 143 123 113 49.2 0.70 0.94 1.12 t 0.85 14 0.18 30 185 156 143 143 121 111 49.2 0.70 0.98 1.16 1 0.85 1.4 0.18 35 181 154 142 140 119 110 49.2 0.73 1.01 1.19 1 0.85 1.4 0.18 40 177 161 140 137 117 108 49.2 0.76 1.04 1.22 1 0.85 1.4 0.18 45 174 150 138 135 116 107 49.2 0.79 1.07 t.25 1 0.85 1.4 0.18 50 172 148 137 133 115 106 49.2 0.81 1.09 1.27 1 0.85 1.4 0.18 55 170 147 136 131 114 105 19.2 0.83 1.11 129 1 0.85 44 0.18 60 168 145 135 130 113 105 49.2 0.85 1.13 1.31 1 0.85 1.4 0.18 100 139 123 115 1 107 95 89 49.2 0.99 126 1.43 h>601 1 0.85 1.8 0.16 1. rumng anarnmem to structural tramng members or auematry fumng vadtn snail oe designed by an engineer. 2. Building height - mean root height (n feet) of a building, except that eave height shall be used for root angle O less than or equal to 106 (2-12 roof slope). 3. V,,, = ultimate design wind speed. 4. V„, *< nominal design vend speed S. Linear interpolation of building height (s 60 0) and wind speed is permitted. 6. W nd speed design assumptions per Analytical Method in ASCE 7.10 Chapter 30 C&C Part 1 and Part 3: K a•I. "0.85, GC,44 (hs60), GC,= l a (ru60), GC'-0.18. 7. Wood furring shall be preservativa treated par AWPA- 8. Wood furring shall be speck gravity of 0.42 or greater per AFPAINDS, or wood structural panel, conlonnmg to DOC PS-1 or DOC PS-2 or APA PRP408. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 Ito 0 pGAWWA N_ J`. lN w cr lA • FLOP, :' ' PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 1$443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanele Siding, Cempanele Siding, PrevailTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Codee EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test. 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail S. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch vide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch vdde HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7, Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1,5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail - 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hern-Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 13GA Stt 11, . _= 1 1 STATE OF S e e JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener Spacing in.l Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Feld Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fit 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 0.091 i. shank X 0. ank in. 10868-9711475 Ramtech 0.3125 48 2X4 wood. SG k 0.36 16 4 8 l HD X 1. 5in. to ring shank nail ID 90 30.0Min. No 8 X i in. long X 0.323 in IC-1054-89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 6 6 head diameter ribbed bugle 169.9 56.6 1.375 in metal stud head screw Min. No 8 X 1 in. long X 0.323 in IC-1055-89 Ramtech 0.25 4E Min. No. 20 gauge X 3.625 in. X 24 6 6 head diameter ribbed bugle 91.9 30.6 1.375 in metal stud head screw ET&F 0.100 in. knurled shank X 11149-98N 554d Ramtech 0.3125 46 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in, long X 0.25 in. head 170 56.7 1.375 in metal stud diameter pin fastener T& F 0.100 in. knurled shank X 11149-9811554d Ramtech 0. 3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 6 T1.5 in. long X 0.25 in. head 101 33.7 1.375 in metal stud diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of satety of 3. 2. HardiePanel Siding complies with ASTM C 1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1 b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls 1, 2 Fastener Sparing n„ 1 Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load Load Report Number Test Agency in.) in.)I Frame Type in.) Supports Supports Fastener Type PH) plf) IC-1273-94 Ramtech 0. 3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0. 3125 48 1 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0. 3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274.94 Ramtech 0. 3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 4d, 0.091 in. shank X 0.225 in. 10868-97/1475 Ramtech 0. 3125 48 2X4 wood, SG x 0.36 16 4 8 HD X 1.5 in. long ring shank nail 596.4 198.5 Min. No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0. 25 48 Min. No. 20 gauge X 3.625 in. X 168.24 6 6 head diameter ribbed bugle 990.0 123.8 1.375 in metal stud head screw ET&F 0. 100 in. knurled shank X 11284-99/1580 Ramtech 0. 3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 a 1.5 in. long X 0.25 in. head 1227.0 153.4 1.375 in metal stud diameter pin fastener ET&F 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 1.375 in metal stud diameter pin fastener 1. AJI board shall be with the l9dimension either parallel or perpendicular to studs. 2. mh9for constructionines ', \ NO G W I 3. inthe steel framed assemblies the allowabledothe erageloadet /8 rich net deflection. 4j t 0 1810NA RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847 7595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the bad combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design , load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,= 0.00256'K; K, K,'V2 (ref. ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka topographic factor K, , wind directionality, factor V , basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5-1A, B. or C Equation 2, V=V,a (ref 20151BC & 2017 FBC Section 1602.1 definitions) Vs , ultimate design wind speeds (3-second gust MPH) determined from 12015 I8C, 2017 FBC) Figures 1609.3(1), (2), or (3), ASCE 7-10 Figures 26.5-1 A, 8, or C Equation 3, p=q,'(GC; GC„) (ref ASCE 7-10 equation 30.6-1) GC, , product of external pressure coefficient and gust -effect factor GC,; , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256•K,'Ka'Kd`V„r2'(GCo GC,;) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.60 + 0.6W (ref ASCE 7.10 section 2.4.1, bad combination 7) 0 , dead load W , wind load ' To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.6'[p) Equation 7, pd,d = 0.6'[0.00256'K; KrKd'V,t''(GCp GCpi)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation 8, V. _ (p,, tO.6.0.00256'K,'K„-K,-(GCp GCp))as Applicable to methods specified in Exceptions 1 through 3 of )20151BC, 2017 FSC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V„d = V. - (0.6)°'s (ref 20151BC & 2017 FBC Section 1609.3.1) Vd,d , Nominal design wind speed (3-second gust mph) (ref. 201518C & 2017 FBC SectioI5 jillYff"If"oli% II - Gq -, Table 2, Coefficients and Constants used in Determining V and p, K, Wall Zone 5 Height (it) Exp B Exp C Exp D Ka Kd GC GC 0-15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.05 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 a wq V yNuc i t y w Ik FL 0 R1 P AK Sp/jyf RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@iameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed 3-secondgust) 100 105 110 115 120 130 1 140 150 160 170 180 190 200 210 Height (ft) B B B B B B B 8 B B B B B 1 B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15'1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 r18.8 54A 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36 4 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22.1 24A 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 173.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 1 19. 21. 9. 34.4 1 - 9. 0. 1 3. 7 .1 tlaS 25.6 26.2 31.0 33.8 36.9 1 -43.3 1 -50.2 1 -57.6 1 -65.5 74.0 82.9 1 -92.4 102.4 1 -112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 18D 190 1 200 1 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58 4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 82.7 91.6 101.0 60 2 . 2.4 b 1.4 1 1 -93.2 1 -1 U2.6 100 32.6 35.9 39.4 43.1 46.9 55.0 63.8 73.3 83.4 94.1 1 -105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3-second ust 100 105 110 115 120 130 140 150 160 170 180 190 200 1 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23A 25.7 28.1 30.6 35.9 r41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 r45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 60 T7.0 29. 3 8. 4 3.0 60.8 tsu.z Ml 9 .5 108.1 1 -11 100 37.0 40.8 44.7 48.9 53.2 62.5 1 -72.5 1 -83.2 1 -94.6 106.8 1 -119.8 133.4 147.9 163.0 Tables 3. 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888- 13GAWqinfo(63jameshameshardie.coin r• Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 CEC Part 1 and Part 3) 7 2015 /BC, 2017 FBC 2015 IBC, 2017 FBC o Allowable, Ultimate Design Wind, Speed, Allowable, Nominal Design Wind, Speed,, 7 4 QF S.S. STp;[E \\\ J r V.4.6 3-second gust mph) Vrat 3-second gust mph) A % FLtI jS- •,. APPBced to methods Applicable to methods O•, 9 ispecifiedin ] Secti015 on2017FBC) Section specified in Exceptions 1 1n (• SI Q N AV i„r1609.1.1, as determined M' through 3 of (2015 IBC. 2017 FBC] Section Figures 1609.3(t), (2), or 1609.1.1. 3). Coefficients used in Table 6 calculations for V,n Wind exposure cateaory Wind exposure cateoory Siding I K. Product Product Thickness inches) Width inches) Fastener Type Fastener Sparing Frame Type Stud Sparing inches) Building HeigM1'1 feet) Bk15 D B C Did Alouable Load PSF' Exp B Exp C F cp D Kn GC GC. HardiePanel® 5116 48 6d Common 6 2X4 wood Hem -Fir 16 0-15 186 153 144 130 118 49.7 0.7 0.85 1.D3 hs60 1 085 1.4 0.18 20 186 149 144 127 116 49.7 0.7 0.9 1.08 1 Fas 1-A 0.18 25 186 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 186 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 0,18 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.6S 1.4 0.18 40 178 152 141 138 118 109 49.7 0.78 t04 1.22 1 0.85 14 0.18 45 175 150 139 136 117 108 49.7 0.785 1.065 1.245 1 0.BS 14 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 1.27 1 0.65 1.4 0.18 55 17D 147 137 132 114 106 49.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 168 146 136 130R148 105 49.7 0.95 1.13 1.31 1 0.85 1.4 0.18 100 139 124 116 108 90 49.7 0.99 1.26 143 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 6d common 4 2X4 wood Hem -Fir 16 0-15 233 212 192 181 149 78.7 0.7 0.85 103 h560 1 0.85 1.4 0,18 20 233 206 188 181 146 78,7 0.7 0.9 1.08 1 0.85 1A 0.18 25 233 201 185 181 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 233 197 181 181 140 78.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 139 78.7 0.73 1.01 1.19 1 0A5 1.4 0.18 40 224 192 177 174 137 78.7 0.76 1.04 1.22 0,85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 217 187 173 168 145 134 78.7 0.81 1.09 1.27 1 0.85 7.4 6.18 55 214 111 172 166 144 133 78.7 0.83 1.11 1.29-1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 1.13 131 1 0.85 1.4 0.18 100 175 155 146 136 120 113 78.7 0.99 126 1 1.43 h>80 1 0.85 1.8 0.18 HardiePanek9 5/16 48 6d common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 hs60 1 0.85 1A 0.16 20 147 130 119 114 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18 25 147 127 116 114 98 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.85 1A 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 1.4 OAS 40 141 121, 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 0.785 1.065 1.245 1 0.85 1.4 0.18 5o 137 118 106 91 31.3 0.81 1.09 1.27 1 0.85 14 a.18 55 135 117 105 91 31.3 0.83 1.11 129 1 0.8S 1.4 0.18 60 134 116 103 90 31.3 0.85 1.13 1.31 1 0.85 1.4 0.18 100 111 86 31.3 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HartliePanel 5/16 48 Bd common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 hs80 1 0.85 1A 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 182 157 144 141 121 ill 47.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 t.19 t 0.85 14 0.18 40 174 149 138 135 116 107 47.7 0.76 1.64 t.22 1 0.85 1.4 0,18 45 172 147 136 133 114 106 47.7 0.785 1.065 1.245 1 0.85 14 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 1.4 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 129 1 0.85 1.4 0.18 60 165 143 133 128 ill 103 473 0.85 1.13 1.31 t 0.85 1A 0.18 100 137 121 114 106 94 88 47.7 0.99 1,26 t.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 4d, 0.091 in. shank X in. Hl X 1in in.long ailshank nail4 edge 8 field 2X4 wood SG20. 36 16 0- 15 144 131 119 112E94 92 30.0 0.7 0.85 1.03 h960 t 0,85 1.4 0.18 20 144 127 116 112 90 30.0 0.7 0.9 1.08 1 0.85 14 0.18 25 144 124 114 112 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0,18 30 144 122 112 112 87 30.0 0.7 0.98 1.16 1 0,85 1A 0.180. 22535 141 120 111 109 86 30.0 0.73 1.01 1.19 1 0.85 1.4 010 40 138 118 107 30.0 0.76 1.04t.22 1 O.eS 1.4 0.18 45 136 117 105 30.0 0.795 1.065 1.245 1 0.85 14 0.18 50 134 116 104 30.0 081 1.09 1.27 1 0.85 1 A 0.18 55 132 114 103 89 30.0 0.83 1.11 1.29 1 0.86 1.4 0.18 60 131 113 101 88 30.0 0.85 1.13 1.31 1 0,85 14 0.18 100 30.0 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-a47-4595 FAX PROJECT! RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com 2015 IBC, 2017 FBC 20151BG 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, 6 V„t V.S.S. 3-second gust mph) 3-second gust mph) Applicable to methods Applicable to methods specified in [2015 IBC, specified in Exceptions 1 2017 FBCJ Seaion through3 of 120t5IBC. 1609.1.1. as determined by 2017 FBCI Se-tionFigures1609.3(1), (2), or 1609.1.1. 3). Coefficients used in Table 6 calculations for V„x Wind exposure category Wind exposure categoryl Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height3.7 B C D B C D Design inches) inches) Type Spacing Type inches) feet) Load PSF) Exp B Exp C Exp D Kn K, GC, GC. 0-15 198 180 163 153 139 126 56.6 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 198 175 159 153 135 123 56.6 0.7 0.9 1.08 1 0.85 14 0.18 Min. No B X 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1A 0.18 1 in. long X Min. No. 30 198 167 154 153 130 119 56.6 0.7 0.98 1.16 1 0.85 1.4 0.18 0.323 in 20 ga. 35 194 165 152 150 128 118 56.6 0.73 1.01 1.19 1 0.85 1.4 0.18head 33 mil) X 40 190 162 150 147 126 116 56.6 0.76 1.04 1.22 1 0.85 1.4 0.18HardiePanelt1/4 48 diameter 6 3.625 in. 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 1 0.85 1.4 0.18ribbed X 1.375 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18 bugle head in metal 55 182 157 146 141 122 113 56.6 0.83 1.11 1.29 1 0.85 1.4 0.18 screw' stud 60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.6 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 0-15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 Min. No 8 X 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 ES 1.4 0.18 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 0.85 1.4 0.18 1 in, long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1.4 0.18 0.323 in 20 ga. 35 143 121 112 110 94 86 30.6 0.73 1.01 1.19 0.18 hea( 33 mg) X 40 140 119 110 108 93 85 30.6 0.76 1.04 1.22 0.18HardiePaneW11448 diameter 6 3.625 in. 24 45 137 118 106 91 30.6 0.785 1.065 1245 0.18ribbed X 1.375 50 135 117 105 90 30.6 0.81 1.09 1.27 X0.85 4 6.18buglehead in metal 55 134 116 104 90 30.6 0.83 t.tt 1.29 4 0.18 screw' stud 602115 102 89 30.6 0.85 1.13 1.31 0.18 100 20.6 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 ET&F 0-15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.a 0.18 0.100 in. Min. No. 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 1.41 0.1Eknurled shank X 20 ga. 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.65 1.4 0.181.5 in. long 4 edge 33 mill X 40 190 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.85 1.4 0.18HardiePaneW5/16 48 X 0.25 in. 8 field 3.625 in. 16 45 187 161 149 145 124 115 56.7 0.785 1.065 1.245 1 0.85 1.4 0.18headX1.375 50 184 159 147 143 123 114 56.7 oil 1.09 1.27 1 0.85 1.4 0.18diameter in metal 55 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.85 1.4 0.18stud pin faslener2 60 180 156 145 139 121 112 56.7 OAS 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99 126 1.43 h>60 1 0.86 1.8 0.18 ET&F 0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 hs60 1 0.a5 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 7 759 1.4 0.18 0.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 7 0.85 1.4 0.18 knurled Min. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18 shank X 20 ga. 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 0.181.5 in. long 4 edge 33 mg) X 40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1.4 0.18HardiePaneW511648 X in. 8 field 3.625 in. 24 45 144 124 115 112 96 89 33.7 0.785 1.065 1.245 t 0.85 1.4 0.18headhead X 1.375 So 142 122 113 110 95 88 33.7 0.81 1.09 1.27 1 0.85 1.4 0.18diameter in metal 55 140 121 113 109 94 87 33.7 0.83 1.11 1.29 1 0.85 1.4 0.18stud pin tastener2 60 139 120 112 107 93_ 87 33.7 0.85 1.13 1.31 1 0.85 14. 0.19 100 1 115 89 33.7 0.99 1.26 60 1 0.85 1.81 0.18 2. Knurled shank pins penetrate the raming at least 1/4 inch. 3. Budding height = mean hoof height (in feel) olffa building, except that eave height shall be used for roof angle 0 less than or equal to 10' (2-12 roof slope)y l,,'\ O G A r' 4. V,m = ultimate design wind speed \\ C 4 S. V.,4 = nominal design wind speed \\ G 6. Linear interpolation of building height (s 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Parl 1 and Part 3: Ka=1, K4=0.85, GCp -1.4 (hs60), GCp 1.$(h>60) p LIMITATIONS OF USE: * w 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 Pr rri / f T 7 Florida Building Code Online Page 1 of 2 rtw"t.4^ ik SCIS Home ; Log In User Registration Hot Topics ? Submit Surcharge ! Stats & Facts Publications FBC Staff BCIS Site Map Links Search d,00r 4—' Product Approval USER: Public User Product Approval Menu > Product or Acolicabon Search > Application Lis[ > Application Detail FL # FL12194-R6 Application Type Revision Code Version 20.17 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden J Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R6 COI ALCI5001 3 2017 FBC Evaluation Report 04 T4 Soffits final.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 2009 https://ww-w.floridabuildina.orc,/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 2/ 1 /2018 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 09/06/2017 Date Validated 09/06/2017 Date Pending FBC Approval 09/13/2017 Date Approved 12/12/2017 Date Revised 12/15/2017 Summary of Products FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R6 II ALC15001j? 17 rBCE a!on RgBort 04 T4 Soffits final.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R6 A.E ALC15001.3 2017 FBC Evaluation Report 04 T4 Soffits final_odf Created by Independent Third Party: Yes Back Next Contact Us :: 2 01 Blair Stone Road, Tallahassee FL 32399 Eno— 850.487-1824 The State of Florida is an AA/EEO employer. Copvrio it 2007-2013 State of Florida.:: Privacv Stalemen :: A ibiliC[e-5 -N Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if hey have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with ar, email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: cFe'C' Card Safe https://wrw-w.floridabuildin2.orQ;!pr/pr_appm _dtl.aspx?para=wGEVXQwtDquk24AUC%2fE... 2/ 1/2018 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2017) Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1709.10 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1609. 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.3 FL12194-R6 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES. LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16" FULL VENT Asti ¢:..::.:; 16"CENTER VENT 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12" FULL VENT ALC15001.3 FL12194-R6 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6"' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. RYt R P 0 i 1,P •'• . C E N No 74021 STATE OF CERTIFICATION OF INDEPENDENCE 2017.09.01 10-:06:18 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.3 FL12194-R6 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90, Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location —Location 11 ALC15001.3 FL12194-R6 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location lF Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved S stems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang wilh J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Apoendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 314-inch long x 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001.3 FL12194-R6 Page 2 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other Product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diarneler finishing nail with min. 3/16- 53.3 2-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Three (3) 18 ga.1/4-inch crown x 1- 1 leg staple spaced max. 0.072-inch diameter 16F-2 1-in2-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F 3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. One (1) min. 1 3/4-inch long Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16F-4 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 24-inch o.c. spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pst) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- t43.3 16 inch spaced 8 inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. 072-inch Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced 4-inch 0 diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood o.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch cro m x 1-inch 0.072-inch diameter BOI 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8 finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5l8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring. shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other Product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- Ohe (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 Wood leg staples in each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 16-inch diamond pattern 1) min. 2.25- inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. inch x 7d ring shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 16-inch roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC 15001.3 FL12194-R6 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a.. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) ruin. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. '/<- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2:25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) rnin. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2,25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each NSYP Three (3) 18 nail straight -nailed female lock or One ( o ga.'/<- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch nOne ( 1) rnin. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J- 2 16- inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8- inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/ 16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16- inch o.c. 24- inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten1rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24- inch o.c. ALC15001. 3 FL12194-R6 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The rnanufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No, I Installation Detail Min. ijV head di a. nail with ."In. 1'4 enyagemenL(for wool subr.LrarO or min. 0.097" cl1a. T-nai. 1. or e.!.ih null wil.h min. 5''q" enya-jemsn'..( for zoncrec.N et bl'—k suba<ra Le), spaced as noted fl1r?V ± ASCIA SLIP BOARD FASCIA TRIM 12F-1 & \ t- SOFFIT (OVERHANG WIDTH VARIES) 12F-3 `--"F" CHANNEL W XA Conc-1 . or Hloc): N FASCIA LIP 1 /4" STAPLE SOFFIT TO ACCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail w SOFFIT STAPLE OPEN RAFTER „``" DIAMOND PATTERN 3/4^ x 1/4~ Ij DETAILIUSINGCROWNSTAPLES1 , A DIAMOND 3/8' °ETVEEN sr wr Es PATTERN FACIA BOARD w FASCIA CAP 12 F-2 3/4" X 1/4" CROWNJ4-TRIMMLFACIA BOARD 8" i -3STAPLEONCENTER 1-3/4" TRIM NAIL PAIN" F" CHANNEL CAN BE PAINTED S.S. 48" INSTALLED CAPWITHTHE0CFASCIA NAILING FLANGE UP OR 3/4- X 1/4` DOWN CROWN STAPLE SOFFIT -max. 12-inch span W000SOFT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 2 of 12 This evaluations report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12J-1 OPEN RAFTER 3/4' X 1/4" CROWN STAPLE '24" ON CENTER USING A DIAMOND PATTERN u c J—CHANNEL 1-3/4- TRIM NAIL screwed to eoffit PAINTED S.S. 48" with otie(1) ND x 1/2" x s/a" head O.C. diameter screw, 16" o.c. SOFFIT —max. 12-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B lETVEEM SOFFIT STAPLEsrrat.fs I DIAMOND PATTERNI FACIA 80ARD 3is' J ; DETAIL sTAPLESw s AACIA CAP 3/4' X 1 /4' CROWN STAPLE '8" ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4- X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J" TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT 1"xt- CROWN STAPLE OPEN RAFTER FASCIA BOARD Ih GA :/6" 1•NER 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 6 FASCIA DETAIL F" CHANNEL SOFFIT; MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.3 FL12194-R6 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. f CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail Min- 3/6" head dia, nail with min. 11,4" engagement{tor wo(-,] a.lh:3t.re,rN) or min. 0.097" aia, T-nail or ztub nail With min. 5/8" ennagement(for concrete or, block subsrrata). spared as not-d above FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL wcix1, cone —t- or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3 /8" STAPI-F 16" O.C. S.S. 1 ..3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKx; TECHNICAL SERVICES, LLC System No. Installation Detail 16F-4 3/4' X 1/4• -, CROWN STAPLES USING A DIAMOND PATTERN I 1-3/4' TRIM NAILJ F" CHANNEL CAN BE PAINTED S.S. 48" iNS'I'ALLED WITH THE O,C. NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B i 3/W KTVM ++ SOFFIT STAPLE OPEN RAFTER i I siMlEf ' DIAMOND PATTERN DETAIL 3/8' iVEEN si riEs FACIA BOARD CAP 3/4' X 1/4' CROWN STAPLE "8' ON CENTER SOFFIT —may. 16-inch span 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X 1 /4" CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001.3 FL12194-R6 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I" TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFtT x1" CROWN STAPLE OPEN RAFTER i FASCIA BOARD I"q' CROWN STAPLES SOFFIT &FASCIA USING A DIAMOND 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE E\ 16F-6 DIAMOND PATTERN DETAIL -"-- -] FASCIA CAP; REFER \ TO SOFFIT 6 FASCIA 3„ DETAIL / 8 f" EHANNEL — SOFFIT; MAX. tti' SPAN W\ / SUBSTRATEATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 7 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4" X 1/4" CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRIM NAIL PAINTED S.S. 48" O.C. SOFFIT —max. 16 - inc-L span ALUMINUM COILS, INC Soffits Appendix B a K`, SOFFIT STAPLE LU DIAMOND PATTERN FACIA BOARD ", rtl 1--j - 3/0, KTMEEH/ I DETAIL APLc ASCU# CAP 3/4" X 1/4" CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001.3 FL12194-R6 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }' TRIM NAIL + FASCIA BOARD PAINTED S.S. i I-,J- CROWN i FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO t"e;" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN_ DETAIL 1 >;" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 1-4 CROWN STAPLE -- FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal SYP BattenMBat(hotenchored 10 SOFFIT: MAX, 24' F-CHANNEL Rafters vith one Td — Ring Shank Nail at every RafterWOODSUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 9 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. d i 1-' SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT CROWN STAPLE 1 TRIM NAIL FASEIA BOARD PAINTED S.S. \ SOFFIT FASCIA 24F-2 & DETAILAIL 24 F-5 1`4* CROWN SUPLE FASCIA CAP; REFER 1 0 SOFFIT t FASCIA TAILNominal1"x2' SYP Batten Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters with one 7d Ring Shank Had Al every Rafter WOOD SUBSTRATE ALC15001.3 FL12194-R6 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I" TRIM NAIL FASCIA 8OARO 146A i" T-NAILS' PAINTED S.S. FASCIA CAP SOFFIT 1"x1' CROWN STAPLE11T4IMMAN- FASCIA BOARD TED S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 I"q" CROWN STAPLE 91 FASCIA CAP; REFER TO SOFFIT & FASCIA DETAILNominal1`a2" SYD Batten Anchored to SOFFIT; MAX. 24" F-CHANNEL Ratters .0 we 7d Ring Shank Nail at every Rafter MASONRY ALC15001.3 FL12194-R6 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' TRIM MAR. FASCIA BOARD PAINTED S.S. 1"xl' CROWN \ FASCIA CAP STAPLES SOFFIT USRIG A DIAMOND PATTERN; REFER To \. ( ANTREVERED 1'xj' CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAIL I L FASCIA BOARD I TRIM NAIL SOFFIT & FASCIA PAINTED ss. DETAIL 24J-1 & 1-4" CROWN STAPLE 24J-2 _ _ ---- ------ FASCIA CAP; REFER '' TO SOFFIT L FASCIA DETAII. / 3.. Nominal 1" x rafters battens 111 scabbed between rabandeta aSOFFIT; MAX, 24' CHANNEL secured with one (1) 7d ring h shank nail straight -nailed thtou9h the ratter Into the end WOOD SUBSTRATE of the haven or Iwo (2) 7d ring bank nails toe naffed on \ eAller side of the batlern at the baNenhaner Intersection / SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Apoendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have. been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ ii is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.3 FL12194-R6 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Y-.,.---,Design Wind Pressures for Softits in Exposure B ; Building " T eYp Zone Mean',:,Basic Roof Hef ht" ft Wind S eed mph) 120 t+ 130 140 150 160 170 _ z180 = 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind Pressures for Soffits in Exposure C "- Building Type Zone Mean R hf ftHe f Basic Wind Speed m p h 120 1.30 . .`. 140 150 160 170 180 190 ". 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 1 16.8 1 19.7 22.9 26.3 1 29.9 33.7 37.8 1 42.1 1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 t 39.2 43.7 48.4 ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C f. Design Wind.Pressures for SoffitSin Exposure D Building Type Zone..-.: Mean'..Basic Roof Hei ht' ft-<. Wind Speed mph) 120 130 w 140 r 150 -: 160 x 170M 180 190 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 5 7.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 Loads) 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECI-INICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel ALC 15001.3 3/4" —I 1/8" HEM T 7 3/4" FL12194-R6 ISOMETRIC VIEW 3/8' PROFILE 15OMUR1C VIEW 34' PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 3/81, 1/8" HEM 6"FASCIA 3" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC 16" Q4 Soffit 02 TIP - 0.125' iV V 18" BLANK 3 / 8 PROFILE 2 ur ur c sr-c a daoC aoaao C CIf_1 ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 5/16" 3/4" 7/8"_ I 3 1/6" i 7/8" 1 3 1 1/2" 1/8" 13,75" BLANK 3/8" PROFILE 2I%`_-REF a so, rep a 125, TG 1/2" 1/2" ALUMINUM COILS, INC Soffits Appendix D END OF REPORT ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOOI@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727)776-5261 rmetzOO1@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden 7-1. Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2016 2010 2011 2011 https:HNk,w. floridabuilding. orglprlpr_app_dtl.aspx?param=wGEVXQw-tDgse7mYBd2b3 K... 2/6/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 10/08/2017 Date Validated 10/30/2017 Date Pending FBC Approval Date Approved 11/01/2017 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC Letter - .ASTM D3161 letter - (9-26- 2017) from FM.PdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).DdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter-.ASTM E108letter -(9-26- 2017). pdf Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006. 2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at IKO's Kankakee, IL, Toronto, Ont. and Brampton, Ontario plants. Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC ASTM D 3462 - Shingle letter Survgillance Auditj4cationi(6.ZE2Q17).udf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 CC CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.i)df DesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 24 7Q] ).DdfFL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017). Ddf Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7006 R10 11 Hip and Ridge Cap Shinole Installation Instructions. ndf FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006. 3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in-HVHZ: Yes FL7006 R10 C CAC Letter - A;TM D3161 letter - (9-26 2017) from FM p f ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).) df DesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017). Ddf Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL7006 R10 II IKO-187-02-011 Letter - Installation Instructions for FBC FL7006.Ddf FL7006 R10 1I Roofino-Prod ucts-Lead inp-Edoe-Plus- Applicatlon- EN(I ).pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: https:// xk,",w. floridabuilding. org/pr/pr_app_dtl.aspx?parani=wGEVXQwrtDgse7mYBd2b' K... 2/6 /2018 Florida Building Code Online Page 3 of 3 7006.4 I Marathon Plus AR, Superglass Plus I 3 tab fiberglass asphalt shingle manufactured at IKO's AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.Odf FL7006 R10 C CAC Letter - .ASTM D3462 letter - (9-26- 2017). FL7QQE RSG C__CAC_.L tgr=ASTM E10fi lever 2017).Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone, 850-487.1824 The State of Flonda is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacv Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: IMr] ,J c.'.n E Cle' ix Card Safe https:liww-%k,.floridabuilding.org/pr/pr_app_dtl.aspx?parana=wGEVXQxAlDgse7mYBd2b3 K... 2/6/ 2018 CONSTRUCTION MATERIALS TECHNOLOGIES October 27, 2017 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge 12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN- 3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed:/ Fly/ /i`/ ` Signed: Brad Grzyboudski Duc T,M u en Managing Director Florida Regt5 ei're Professional Engineer P. E. Number: 65034 Date: October 27, 2017 Date: October 27, 2017 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO- 187-02-01 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel. 813-621-5777 Fax 813-621-5840 e-mail:mater.alstesbng@prtcmt.com WebSite. http:Nwww.pncmtcom IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES iSEAUNG STMP i • c ; • — ;+ i NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fat 813-621.5840 a -mail matedalstesting@pricmLcom WehSite http./,Wm,.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8" E 3) NAILING - STEEP SLOPES APPLICATION Use six nails as shown NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 813.621.5840 e-mail matenalstesting@pncmi.com WebSite htlpJtwww.pncmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTIO.N WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. 1 TAPER CLrr PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel 813-621-577 Fax. 813-621-5840 e-mail. matenalstesting@pricmccom WebSite: hftp:/AwAN.p6cmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required 2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, U.C. 6412 Badger unve Tampa, Fl. 33610 Tel 813.621-5777 Fax 813.621.5840 e-mail: matenalstesting@pncmt.com WebSite. http:/Akww.pncmt.com Florida Building Code Online Page 1 of 2 IN v 4z c,: • : `.` ixrl ,:ifLt 1s"nCSn' w`''w BCIS Home Log In User Registration ! Hot Topics 1 Submit Surcharge Stats & Facts Publications FBC Staff; BCIS Site Map j Links ! Search b Product Approvaldpr4USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15216-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived —• Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216 R3 COI 2017 01 COI Nieminen.odf Standard Year ASTM D1970 (tear) 2015 ASTM D226 (physicals) 2009 https://vk-,Ar.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvvtDgv3yVVKJZI Q... 2/6/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products r Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVH2: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.DdfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R3 AE 2017 10 FINAL ER INTERWR.AP RHINOROOF FL15216- R3.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: MW]9-91 •auE Credit Gard Safe https://wrww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQw-Dgv3yVVKJZl Q... 2/6/2018 ERDTRINITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada 551) 574-2939 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #I9503 353 CHRISTIAN STREET, UNIT ##13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-113 FL15216-R3 Date of Issuance: 02/17/2012 Revision 3: 10/10/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 61h Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: x- Robert J.M. Nieminen P.E. ' Z ''?'' E' r ,"iC1,'d a , The facsimile seal appearing was authorized by Robert Florida Registration No. 59166, Florida DCA ANE1983 Nieminen, P.E. on 10/10/2017. This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i, TRINITY ERD ROOFING COMPONENT EVALUATION: 1. - SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the following sections of the 6th Edition (2017) Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTM D226 2009 1507.1.1 Tear Strength ASTM D1970 2015 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 10OS39395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 PRI (TST5878) ASTM D1970; Tear strength OCF-330-02-02 10/03/2017 ITS (QUA1673) Quality Control Service Confirmation 09/30/2017 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1S07.1.1 (Exception). S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. S.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable Roof Covers: TALE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No : =- No .''';..` Yes Yes No 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R3 Certificate of Authori2ation #9503 6'" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-113 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 TRINITY ERD 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.3 RhinbRoof U20: 6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or II underlayment in FBC Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications. 6.3.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.3.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R3 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 RhinoRoof- U20 Installation Instructions RhinoRoof* U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated space(s). Follow ALL building codes applicable to your geographical region and structure type as it is considered a vapor barrier. DECK PREP: Protrusions from the deck area must be removed and decks shall have no voids, damaged or unsupported areas. Deck surface should be free of debris, dry and moisture free. USE: RhinoRoof` U20 must be covered by primary roofing within 60 days of application. U20 is designed for use under; asphalt or synthetic shingles, metal in residential applications, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12 and higher RhinoRoofa U20 is to be laid out horizontally (parallel) to the eave with the printed side up. Horizontal laps should be 4" and Vertical laps should be 6"and anchored approximately 1 " in from the edge. For low slope applications it is recommended to overlap 50% plus 1 ", for complete definition of low slope and guidelines consult authorities having jurisdiction. U20 product is not recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air or gas driven fastener tools is acceptable. The use of straight edge cutting knives is recommended. FASTENERS: For same day coverage with primary roofing RhinoRoof` U20 can be anchored with corrosive resistant 3/8" head x 1" leg roofing nails (ring shank preferred, smooth leg acceptable). The use of every other anchoring location printed on the product is also acceptable. If U20 will be left exposed for up to 60 days the product must be anchored with 1 " plastic or metal cap smooth or ring shank roofing nails and anchored in all locations printed on the facer. DO NOT USE STAPLES: the use of staples to penetrate RhinoRoof° U20 will void warranty. ANCHORING: All anchoring nails must be flush, 90 degrees to the roof deck, and tight with the underlayment surface and the structural roof deck. Where seams and joints require sealant or adhesive use a low solvent plastic roofing cement meeting ASTM D-4586 Type 1, or Federal Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB, Geocel or equivalent. Acceptable alternatives are butyl rubber, urethane, and EDPM based caulk or tape sealant. EXTENDED EXPOSURE: If RhinoRoof° U20 product will be exposed longer than 24 hours and up to 60 days then product must be attached to the structural roof deck using a minimum 1 " diameter plastic or metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and it is recommended for best performance to use with the rough edge facing up. For extended exposure it is always recommended to anchor on every printed position on the facer. RhinoRoof" U20 is not designed for indefinite outdoor exposure. For extended exposure conditions where driving rain or strong winds are expected it is recommended to take additional precautions such as doubling the lap widths. Alternately or in addition to a compatible sealant could be used between the laps or a peel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should be followed on steep slope roofs, such as use of tie -offs, toe boards, ladders and/or safety ropes and personal body harnesses. Follow OSHA guidelines. Slip resistance may vary with surface conditions from debris that accumulates, weather, footwear and roof pitch. Failure to use proper safety gear can result in serious injury. Depending on roof pitch and surface conditions, blocking may be required to support materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. InterWrap® Roofing Products Division aCharleston, SC - Vancouver, BC - Mission, BC - Montreal, OC fir A e ya Web: www.InterWrap.com/roofing I E-mail: infoGinterwrap.com M Toll Free: 888 713 7663 1 Tel: 778 945 2888 Florida Building Code Online Page 1 of 2 mwl-Ala SCIS Home j.. Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications % FSC Staff BCIS Site Map Links Search Product Approvald *r .USER: Pubiic User Product Approval Menu > Product or Apolication Search > Application USt > Application Detail shy f r - FL # FL16994-RS Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Southeastern Metals Mfg. Co. Address/Phone/Email 11801 Industry Drive Jacksonville, FL 32218 904) 696-4682 jhkelsey@semetals.com Authorized Signature Jeremy Kelsey jhkelsey@semetals.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/20/2020 Validated By Locke Bowden ise Validation Checklist - Hardcopy Received Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eval Reoort Off -Ridge Vent final.pdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1503.5 1709.2 Product Approval Method Method 2 Option B hnps://vas,A=.floridabuilding.or(,/pr/pr_app_dtl.aspx?param=wGEVXQ"-tDgvBwYu9TrZN... 2/6'2018 Florida Building Code Online Page 2 of 2 Date Submitted 09/26/2017 Date Validated 10/10/2017 Date Pending FBC Approval 10/15/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off - Ridge Vent final.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-18 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL16994 R5 AE 5EM14001.Sa 2017 FBC Eval Report Off- Ridg_2 Vgn_fin_I.U,f Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or concrete tile Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II 5EM14001 5b 2017 FBC Eval Report Tile Rggf Vgn fi( pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-9 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FU16Q44 RS AE SEM14001 5b 2017 FBC Eval Report Tile Roof Vent final.pdf Created by Independent Third Party: Yes Back Next Contact U5 :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . , Product Approval Ac cepts: r Credo Card Safe https://w rNN7.flor-idabuiIding.orgr'pr/pr_app_dtl.aspx?parani=wGEVXQwtDgvBwYu9TrZN... 2/6/2018 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6T" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FL 32218 800)874-0335 httpi//www.semetals.com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL LLC (QUA1743) SCOPE Category: Roofing Subcategory: Roofing Accessories that are an Integral Part of the Roofing System Code Sections: 1503.5, 1709.2 Properties: Roof Ventilation REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Zachary R. Priest, P.E. (CREEK Technical Services) PRODUCT DESCRIPTION Report No. Standard Year SEM-029-02-01 ASTM E 330 2014 SEM-031-02-01 ASTM E 330 2014 SEM14003 Calculations 2014 Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel; Shall conform with FBC Section 1503.2 Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high. Vent is available in nominal 4-ft, 6-ft and 8-ft sizes. SEM14001.5a FL16994-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. Off Ridge VentCREEK TECHNICAL SERVICES, LLC PRODUCT APPLICATION Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall be designed by others in accordance with FBC requirements). Roof slope: Minimum 2:12 Installation Height: Maximum 33-ft Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent 2.5-inch wide x 66-inch opening for the nominal 6-ft vent 2.5-inch wide x 90-inch opening for the nominal 8-ft vent Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off the ridge. For a single vent, install the vent as close to the center of the roof length as possible. Multiple vents should be evenly spaced along the roof length. Remove interfering shingle nails around the perimeter of the opening and any debris prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening in the roof sheathing. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5- inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min. 3/8-inch diameter heads having sufficient length to penetrate through the sheathing a minimum of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5- inches o.c. along all four sides of the vent. All loosened shingles shall be adhered down with roof cement/mastic. When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic. in. ` i Allowable Roof Coverings: Asphalt shingles Maximum Design -13.5 psf for 4-ft and 6-ft vents Pressure -18 psf for 8-ft vent Pressures calculated using 2:1 margin of safety per 1504.9 M, 24 SEM14001.5a FL16994-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is outside the scope of this evaluation. 2) This report is not for use in the HVHZ. 3) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions. In the event of conflict, the more restrictive installation shall be enforced. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion prior to installation. 6) Installation of the roof assembly is outside the scope of this evaluation. 7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction applications 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6"' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. RY R. p ., GAP, Ri E N•S. No 74021 cc Z STATE OF .: J CERTIFICATION OF INDEPENDENCE 2017.10.10 10:29:43 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will -acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT SEM14001.5a FL16994-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MIAMI-DADS COUNTY M IAMI-DADS PRODUCT CONTROL SECTION L :L`11 Jf 11805 SW 26 Street. Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.-ov/economy Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3 The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page I of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactured by Test Product Applicant Dimensions Specifications Description Weather Vent Vent: 4-'/2" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Test Agencv Test Identifier Test Name/Report Date PRl Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 15/ 32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 31/z" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-'/4" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 f DESCRIPTION AS FURNISHED: Lot 50. WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance YFund; Bank of America I LOT JJ I N89'4051 'E LOT 34 60.00' 29.80' 29.80' LOT 50 10.00' 10.00' 14. 7' - 12.7' 0 Ic 1c ti9 f 0 12.7' c I I tiZ O ti O OCnFORMBOARD O co FOUNDATION OOTor -TOP OF LOT 51 COp o FORM o m • FORM AVERAGE a 29.26' '$ LOT 49 r`7 1010 5.3' o aK n tiry = ti0 ADy L9 10E o gym. ti°j4,GE pns• MOO, 25.20' 25.20' 25.20' T 10' UTIL ESMT 0 oP_L CAI ^60.00' N89R40'51 'E 60.00' SETB4CKS AS FURNISHED FRONT = 25'(•) EL UL' GRO UAS'L' LAATEREAR = 20. SIDE s 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) 50PRIVATE ROAD) 96 6 6 t' 6 M1 SINE STREET = 25' (60' & 75' LOT) M1QG GAG 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 6,900 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS G DRIVE 403/ 110- 513 t SOUAR£ FEET FOUNDATION/PAD Z218 t SQUARE FEET PROPOSED DRAINAGE FLOW pc,E WALKS30/ 300= 3J0 t SQUARE FEET REAR 8 1•- SQUAREFEET 5 LOT GRADING TYPE A OQ Soo 4.0651250 = 4.31 5 t SQUARE FEET FRONTPPORCH DECK 95 t± SOl1AkF FE IT F POOLDECKN/A t SO F_E? PROPOSED F. F. PER PLANS = 29.2' QQ' NOTE- FRONT SIDEWALK AND STREET LOCATION WEN FROM PLANS PROVIDEO Br CUEM • NOT FIELD VERIFIED CRUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVE' J"OR S LEGLIID - LCDulO - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-- T aJ6 I.T PDT . PONT a Luc IM. M. TYPDx in. ThanRODI= . IOMR w R[VERS[ t L VATUK D1NL a® ILL ROAM O' COlaALD CIRVATURE 1. AIE IN DEnnsIm DOES HEREBY CERTIFY THAT FIRS SUAWY YETIS INC SrANGIROS OF PRACTICE SEI FORM 9Y THE FLORIDA SOARO OF PROFE55NNLL SUAIFYORSANDYAPPERSWCWPMW-17 FLORIDA ADMINISTRATIVE CODE PVASNNYF M SECTION 472.027, FLORIN STAKES C. x [DCRETE 1MWACTA7 RA0. • RADIAL SET LR. . ' a. Is../Rl0 A5% MR. . NDN-RABIAL T. LNNlFSS DABOSSED TERN AM.LYORY SIGNATURE AND OATGMK BUSED SEAT. FITS 5'INLYEY WPOR COPIES ARE NOT NAUD. NLL RcCOVt1M0 vP. • NITI[SS PDDr' P.LD. POINT OF DEODMINO C.C. CALLUATED 3 TAGS SLWWY WAS PREPNIFL {TAW TALE MIFDRYAAON F6104SNW TO DIE SURVEYOR. MERE WY SC ON" AESTTW TOM CN EASEA" TS IMF AFFECT TM PROPERTY. PBc. PODNT OF COAAENG[PC., IBM . PERhNCNr REIEROCE IhXI—T S EIJAOWDR rF. FLODR rlw 4. NO IMOEROROIMD IYPROWIOFTS NAK BEEW LOCATED UNLESS OTIERMSE SMOWH NIURNS K U WD NLDISKDSLDUILNNOgrDld'K LDL; 5. INS SURVEY IS PREPARED FOR THE SOLE BEILFA O< "'Im CO MIEO TO ANO 4AILD NOT 8C ROUED UPON BY ANr OACR FN1AY AIDNT-a- vAr Bx • DEYR:I DIAK ER.I. GSCNEM LL DAS[ DCARDLi 6. DRIENSIOM SHOWN FOR NNE LOCATE- AN IYP'ROVESI LI S40W SNOUSD NOT IG USED TO RECOMIRUCT BDIRIOARY LMF,S- 7, BEARATIOS, ARE BASED ASSUMED NAAFI AND W ME LETI SHOWN A$ BASE BFr MWNATE 192 . LNL 6. ELEVADON6, IF SNIGWN, ARE BASK dF NATIpIAL GEODETIC VERTICAL pA1UF O< 1929, GIIIFSS OINkRIWS'E NOTED. 1. uC. EW1LnT LINK rO C 9. CERIRI:AM OF AU11g9U NR. 4805 VIA_ VWD FENCE ue • CONCRETE BLOCK POINT OF CUIVATUK SCALE — I' . 20 DRAWN BY •• PL D1 POINT OF TANEORr ESE Desch Trim 0 CERTIFIED Br: DATE ORDER NP. R • RADIUS PLOT PLAN 0.7-02-2018 1210- IS ai LENGTH LNRD FORMSOARD FOUNOATION/ ELEVS. 06-28-2018 4358-18 C.B. - CARTED REARING NORTH 0 THIS RULDING\PROPERTY DOES NOT UE WITHIN THE ESTASLISNED 100 YEAR FLOW PLANE AS PER -FIRM- OM GRuvw R.L / 47 W SCOTT, R.I.S ' 4801 ZONE 'k' MAP / 12117C0090 F (09-28-07J UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9387728-1 Report Date: 6/28/2018 f3i _ 8`3 In -Place Density Test Report Client: Park Square Homes UES Technician: Raimundo Salazar Tog 5200 Vineland Road, Suite 200 Date Tested: 06/28/2018 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: Residential House Pad ( Lot 50 ) Material: Fill Reference Datum: 0 = Bottom of Foundation Footing Type of Test: Field: ASTM D-2937 Drive Cylinder Methoc Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pc>fl ptimum Moisture 1 Field Dry Density Ixf) Field Moisture 1 Soil Compaction 1 Fill Depth inch) Pass or Fail 1 West Side Footing 0-1 ft 106.8 10.6 102.0 9.7 96 N/A Pas: 2 North Side Footing 1-2 ft 106.8 10.6 103.5 10.7 97 N/A Pas- 3 East Side Footing 1-2 ft 106.8 10.6 102.8 10.9 96 N/A Pas: 4 South Side Of Pad 1-2 ft 106.8 10.6 102.5 10.1 96 N/A Pas: 5 Center Of Pad 2-3 ft 106.8 10.6 103.3 11.2 97 N/A Pas: Remarks: 2340 Blue Grouse Ln. Tr. nnlnh/inh o m..1.. n/ nmMni:nn !n / Inh.mm f•n nf:nnln !hn D..h l:n nnrl n..rnnl..nn nfl mnn An nm n..h m:!lnrl nn nnnfr.de.nl:n/ mm n.h. ni n..r n/: ! . nd o..lhn..tnl:nn a CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 5177.00 Job Address: 2340 Blue Grouse Lane Historic District: Yes No Parcel ID:17-20-31-502-0000-0500 Lot 50 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3 ton HVAC with duct work Plan Review Contact Person: Paula Bagley Title: Permit Clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Sheet: 5200 Vineland Rd #100 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park, EL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Phone: _ Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, sighs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'" Edition (2014) Florida Building Code Revised: June 30, 2015 Perniit Application NOTICE: In addition to the requirements of this pert -nit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued, OWNER'S AFFIDAVIT: I certify that all of the fore omg information is accurate and that all work will be done in compliance with all applicable laws regulati g S,6nstructipit and zoning. Signature of owner/Agent Date Si6ature of Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID h - 8/9/2018 Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public . State of Florida Commission N FF 978034 My Comm. Expires Apr 4, 2020 Contractor/Age t Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Gas Roof Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: Jinx 30, 2015 Pcnnil Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 18-00001393 Date 8/09/18 Application pin number . . . 032186 Property Address . . . . . . 2340 BLUE GROUSE LN Parcel Number . . 17.20.31.502-0000-0500 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 254744 Application desc noc on file Owner Contractor PARK SQUARE PARK SQUARE HOMES C/P MICHELLE 5200 VINELAND RD SUITE 200 ORLANDO FL 32811 ORLANDO FL 32811 407) 529-3135 (407) 529-3000 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . ELEC - # AMPS 200.00 PLUMBING FIXTURES 16.00 NUMBER OF STORIES 1.00 SQUARE FOOTAGE 2394.00 Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1069590 Permit pin number 1069590 Sub Contractor ONE STOP COOLING & HEATING INC Permit Fee . . . . 110.00 Issue Date . . . . 8/09/18 Valuation . . 5177 Expiration Date . . 2/05/19 Qty Unit Charge Per Extension BASE FEE 110.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrichosanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 01-APPLCTN FEE -BUILDING 25.00 01-APPLCTN FEE -MECHANIC 25.00 01-APPLCTN FEE -PLUMBING 25.00 01-BLDG PLAN REVIEW 993.00 01-CHANGE OF CONTRACTOR 35.00 iRD BUILDING PARK AVE AFORD, FL 32771 SALE MID: 9520 Store: 4616 Term: 2903 REF#: 00000016 Batch #: 012 RRN: 822116018894 08l09!18 12:46:55 eve: A Invoice #: 181393 Trans ID: 588221604152248 APPR CODE: 025541 VISA Manual CNP 6092 **!** T $139.03 IVED u d- .03 wGd 1?Eii:: $1. 4'j,0w FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 18-00001393 Date 8/09/18 Application pin number . . . 032186 Other Fees . . . . . . . . . 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 9-2017 383.81 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 17 1103.95 O1-POLICE IMP-RS 09.1.17 384.82 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 34.43 O1-BLDG DBPR SURCHARGE 48.68 Fee summary Charged Paid Credited Due Permit Fee Total 110.00 00 .00 110.00 Other Fee Total 13250.69 13221.66 .00 29.03 Grand Total 13360.69 13221.66 .00 139.03 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 18-00001393 Date 8/09/18 Property Address . . . . . . 2340 BLUE GROUSE LN Parcel Number . . 17.20.31.502-0000-0500 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1069590 Permit pin number 1069590 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 409 MHO1 MECHANICAL ROUGH IN 1000 410 MH02 MECHANICAL FINAL / / CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: JE- 13 5- Documented Construction Value: S Job Address: , Q iv Z 6 (0uJb Ly1 Historic District: Yes No Parcel ID: Residential W' Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: a(Ufyj r^ utc 0 f V1i..w Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Limcoft v4x-q C 'ti't-,, y Phone: `1 7 - : y d 6 Street: C') Sy ta: r 9 7% _ V J GFax • `/ 07 City, State Zip: t clod F 3 `i 7 I State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID a Sig atureof on for/Agent D to I tLk Lt1`1) u Print Contractor/Agent's Name FE,%4, Q Signaturepf Notary-Sto of F(arida Date'' .• tt ISS j+' ^ r: v eaY7,2p Irv•• N Rom• OFF 120855 Contractor/ Agent is Personally KndV44 '4 ', ` Produced ID Type of ID `° j;„ STA BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION fp Application No: / 3 Documented Construction Value: $ Job Address: 31-1 r•, f (Ja 0, fD uS c La n Historic District: Yes No [] Parcel ID: Residentiaommercial Type of Work: New.PAdditiou Alteration Repair Demo Change of Use Move Description of Work:..C1' C±rl PC)/ __ U Jock Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name Street:lD3 City, State Zip. —' Name: Street: City, St, Zip: Bonding Company: Address: Phone: 8/.-9/ra•3 1v3 cA4 .2.3 a_ Fax: State License No.: 6C a O(a,5 q--Oj ' Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 501 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application X NOTICE: In addition to the requirements of this'permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there maybe additional permits required from other governmental entities such as water _ management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, f S 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plat! review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation.Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit'is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction an ning. Signatwe of Owner/Agent Date ' Print Owner/Agent's Name Signature of Notary -State of Florida Date ' Owner/Agent is Personally' Known! to Me or - Produced ID . Type of ID 5. Print Contractor/Agent's Name LJIVIQJ iK DafaLL L/b Signaturo of ry State pURMI . O,C Date CaJminf ilsslofr# GG151707 Expires. October 15, 2021 yam, - 10f O` boom Uttu miuft Irb..w,. kin"A", Contractor/ Agent is Pe sonally Known to-W Produced ID Type BELOW IS FOR OFFICE USE ONLY Permits Required: Building El .trical Mechanical Plumbing Construction Type- Occupancy Use: Total So Ft of Bldg: Min. Occupancy Load: Gas Roof Flood Zone: - of Stories: New Construction: Electric - # of Amps - Vlumbing ; # of Fixtures Fire Sprinkler Permit: Yes No E1 # of Leads __ Fire Alarm Permit:' YesEl- No APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application NEW RESIDENTIAL CONSTRUCTION PROPERTY O WNLR OR NIS AGENT: PARK SQUARE HOMES 9i2PBFsa: 2200 VINELAND RD city: ORLANDO TSTATg: FL CONTRACT AGREEMENT JOB NAME: DATB:6/21/2017 pOCUMEN'1': ELECTRICAL CONTRACT Rc-: LEVEL I -- WITH CFL BULBS 1: ORLANDO TY: SANFORD WYNDHAM PRESERVE SERVICE PLAN SIZE SQ FT A/C SYSTEM PRICE SEBRING 200A 2410 W.^. 10-kW HEAT 240V,60A 6,758.p05-TON AC 240V, 50A SORRENTO 200A 2078 8-kW HEAT 240V, 50A 4 $5,46S.00 4 TON AC 240V, 40q~ SPRUCE 200A 2774 ___—_ kW HEAT 240V, 50A 7,264.00 4-TON AC 240V, 40A SUNDANCE 200A 1730 S_kW HEAT 240V,35A 5,osl.00 3-TON AC 240V, 30a TELLURIDE 200A 2637 10-kW HEAT 240V, 60A 1T 6,601.005-TaN AC z4ov, 3oA TRIBECA 200A 19g6 8- kW HEAT 240V, 50A 5, 608.00 4-TON AC 240V, 40A TUSCANY 200A 2718 10- kW HEAT 240V, 60A 4 $ 6,818,00 5- TON AC 240V, 50A WALTON I! 200q 1811 8- kW HEAT 240% 50A 5, 110.00 4-TON AC 240% 40A WELLINGTON 200A 3075 QTY 2) 5-kW HEAT 240V, 35A 7, 587.00 QTY 2) 3-TON AC 240V, 30A CONTRACTOR/ OWNER: EDMONSON ELECTRIC: er r•..P v-r•.aa.r.lNCW+a"i)rccT+i4.r.'tirus-1 \•,VR',gV.t.4 Y..41 •-' \vnscT-V`rrVnT 1034SkipperRoad •Tampa, F 33 3 • Phane:(813)910 34* .a FLORIDA LICHNSH 0 11013005408 Fury: GAS/ELECTRIC DATE: DATE: 1 sanrre:- n,.v.r;:,r, •sa•,.:..n :nwa 3) 910.8546 • www.Edmon um: FL sonElectriC. com W 4 - -m t Gi6-- PeR 9 15 lightyears, Inc 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, 1 a-5S e lightyear This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, Timothy Sliiith 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: C i-4 l( c> 3`l 3 Job Information Builder: L,C— c if Community: W 4 rtCj k a. r-"% Lot: 56 Address: 3yO k,,- e- Unit: City: '_5Ar40 -Cj State: l • Zip: 3 2 `7 "? 3 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method 0 PRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI'METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERI): I 14LI13 X 60 _ (1 o?, 3 _ t5' 0 Method for calculating building vole; CFM(50) Building Volume ACH(50) O Retrieved from architectural plans SASS (Mechanical Ventilation is not required) ode software calculated PASS (with Mechanical Ventilation) O Field measured and calculated FAIL R402.4,1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g, (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth In Section 489.105(3xf), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration" control measures. 2.Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond intended Infiltration control measures. 3.Interior doors, if installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. S.Heating and tooling systems, if installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements a ording to the c nce method selected above. Signature of Tester: Date of Test: Printed Name of Tester: Aaron Overholt License/Certification #: 2DNAB7 Issuing Authority: RESNET Copy of License / Certificate of the tester must be attached) Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: Job Information Builder: J. ccaf Community: IA/4 r"1 Lot: 5p Address: 23416 j c iCn.e.- Unit: City: S A", -4,, c( State: (. ( Zip: 3 2-77 3 DuctLeakageTest, Results System 1 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 0 Prescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES (So°'} []NO(S } W GWe- rformance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the d` Qn proposed duct leakage Qn specified on Form R405 2017 or R406-2017. Total of all Total Conditioned Leakage Type selected on Form Qn specified on Form R405-2017 systems Square Footage g p eci if R405-2017 ( Energy Calc) or R406-2017 (Energy Calc) or R406-2017 915ASSa Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993( 5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g) or (i), Florida Statutes. Testing Company Company Name: 15 Lightyears, Inc Phone: 55) 438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the copiian ethod selected above. Signature of Tester: Date of Test: ( 2 Printed Name of Tester: Aaron Overholt License/Certification #: 2DNAB7 Issuing Authority: RESNET Copy of License / Certificate of the tester must be attached) Certificate of Achievement THIS ACKNOWLEDGES THAT Aaron Overholt HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTOR Certification Date: 08/07/2018 Certification Expires: 08/07/2021 RFI # 2GNAB7 Tim Smith, RESNET Quality Assurance Designee 15 1*ightyears RESNET QA Provider # (1998-199) f CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application 1o: --IF-) " 1 7 3 9 3 Documented Construction Value S U "' 2)o --=_ Job Address: /7' -IY4() OILP- (:71(ri U Historic District: Yes No 0 Parcel ID: 1A W.0k)OMResidential ErCortamercial Type of Work: \e\\ .Addition .Alteration Repair Derno Change of Use Iov0 Description of Work: Plan Re\-ie\\ Contact Person: Phone: Fax: Email: Property Owner Information Naive fait,._,_ Phone: Street: Cit\. State zip: Title: Resident of property? : Contractor Information 1 ame iIC '.r`Ci t' f`' - ( l.` ' 1.. I `.T Phone '. / A 6.. Street:` )k'% 1 Fax: City.. State Zip: -1—` L".4!...a lei.a Architect/Engineer Information arlle: — -- I'llone. street -------- - - Fa\: Cit\, St. Zip: Bondin, Coinpan: ddres: E-mail: Mortgage Lender: Address: WARNING TY) OWNER: 1'OCR FAIL RE To RECORD .\ NOTICE OF CO)I>IE\C`E\IE\T NIAN' RESULT i\ NO t-l P.-\11NG T\\ICE FOR t\IPRO\ EME:\TS 10 YOUR PROPERTI. \ \Ol IC'E OF COMME\CLMLN r \1L'ST E.,i: RI:(-ORE)ED AND POSTED ON THE JOB, SITE I E FORE THE. FIRST INSPECTION. IF l OL' INTEND TO 03TAIN. FLN:\NC'ING. CONSULT \\ 11-Il YOUR I.ENDE:R OR AN BEFORE: RE_COI:DINC" YOUR NOTICE OI' CO\I NII_NCENIE NT. i:c I t nders;ar,cl that a sep uat per trait 111U t be secured for electrical work.u, ris. cl! poo! . fu races. boilers. he:iter•s, tanks, and air conditioners, etc. 1-11( 10_ .i Thal hr in'Cri )d a itit tii_ date of i rile ati ,n and t;it Cod, in `i_rt :n o.` t;,..t d:.t ' tali".11 -0 ; iet' 1 Il„rt..a t.u liL,,,, t'o;1_ NO t( I'. IC allk on to the recimaments of this permit. there nuy be 0,11 orral restrlih0:s appll.a?le to this prapz.-t\ t?ld[ li3\ I' found in the public records of thk count\', and [lyre IT1ay he ad. nkinal permit, requ ed i,o.a other L 71:riau.mw e hide's nwh 'a \1,.i management list; icts, state agencies, or federal agencies. Acceptance of per-init is verification tat I will notif4 the 0.\ ner of the ptoperry of the re-quirctnents of Flonda Lieu L.a\c, FS I The Ci \' of Sanford req uses payment or a ph r \awn% Re ai be 6 me of I\ ;mh subnli`tal. :N, cop\ o: the executed coat; a, t is rcquirnl n 0riler to C31CUlaW a plan re0ew Mae wd \\ili be considered ,hz. esiL,l.:ik Co nstrucuon \s!ue of the jab at the thuz Or sufminai. The actual constr mon \ ue mill he figured based on the cu, ent ICC Valuation Tabi. in effect at the titre: the permit is i};red. in accoMance with local ordinance. Should calculatede + tiar 2s t fi 1C_;i.ii Oft 412 2.\.C:aZd COn['3.:i e\C:.: I.?. COh:[r,..::oli \'11t1=. Credit will be applied [0 you perm -it An "Ten the I4'rtlltt is issued. OWNER'S AF-FIDAN IT: I certify that all of the foregoing information is accurate and that all mork will be done in compliance wUh all applicable Ws regulating consMuction a low= 9 Nano Nuc WknA M O\ er J,MM is Pr:rsondly Knom n to Nle or Produced 1D T\ p: of ID — STEPHANIE RALLO Commission # FF 175017 Expires November 9, 2018 Q kMW Um Troy Fpn tnsur 800 M-7019 Monthh Kmo"m to Nle or Produced ID T\pe of CD—, BELO«' IS FOR OFFICE USE O\LY Permits Required: B_t d hg El \ .:da' Nuch_ nicai D rinso` Gas[] Roof F Construction Type: Occupancy Lie: Flood Zone: Total Sq Ft of BQ: Min. Occupancy Load: em Construction: Electric - .= of :lntps Fire SprinWer Pernik: Ye_ "0 0 - or liends XPPROV :%LS ZOXI\C;: L'TH—I-I IES. I=\GINEERIXG: COMMENTS: FIRE. of Stories: Plumbing, - M Futures Fite :alarm Perrot: Y- F No WASTE OVA T Eai B!:1LDI\G