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2640 Magpie Way 18-4525 NEW SFH
6q CITY OF SANFORD BUILDING & FIRE PREVENTION N0 V 14. PERMIT APPLICATION W3 Application No: 1 2"19 (__1o1S1 Flo Documented Construction Value: $ a 4s a Job Address: 2640 Magpie Way, Sanford, FL 32771 Historic District: Yes No Parcel ID: 17-20-31-502-0000-2450 Residential X Commercial Type of Work: New x Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison an_parksquarehomes.com Property Owner Information Name Phone: Street: City, State Zip: 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 Architect/Engineer Information Name: Mlchael A Thompson Phone: 407/721-2292 Street: 4401 Vineland Road, Suite A6 City, St, Zip: Orlando, FL 32811 Bonding Company: Address: 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 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: 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 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. 4 4 ll la la ll IS Signatureof0w r/A knt Date Signature of Contractor/Age Date U'9VishaalGupta Vishaal Gupta Print Owner/Agent's Print Contractor/A nf's Nam o a k 1a lF3 1 is i8 Sig4atLfe o Notary -State of Florida Date Si a t of Notary -State of Flon a Date Owner/Agent ism' Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Z Electrical M Mechanical p' Plumbing® Gas[] Roof Construction Type: Occupancy Use: R•3 Flood Zone: X-,rc E Total Sq Ft of Bldg: 2- Min. Min. Occupancy Load: k3 # of Stories: New Construction: Electric - # of Amps Zeo Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: / 2,1 t • / 8 UTILITIES: COMMENTS: ENGINEERING: MiC I Z-5-18 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan: Mac f ak jj- 6 z. c, farof c - di fh11 N>.7,3 sX Plumbing - # of Fixtures / (. Fire Alarm Permit: Yes No []< WASTE WATER: BUILDING: 5r /- -'( I Revised: June 30, 2015 Pennit Application a CITY OF SANFORD t BUILDING & FIRE PREVENTION NOV 1. 4 PIN PERMIT APPLICATION Application No: 127,650 Documented Construction Value: $ Job Address: 2640 Magpie Way, Sanford, FL 32771 Historic District: Yes No EZ Parcel ID: 17-20-31-502-0000-2450 Residential X Commercial Type of Work: New X 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 Street: City, State Zip: Title: Permitting Manager Email: mparkisone-parksguarehomes.com Property Owner Information Phone: 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 Architect/Engineer Information Name: Mlchael A Thompson Street: 4401 Vineland Road, Suite A6 City, St, Zip: Orlando, FL 32811 Bonding Company: Address: Phone: 407/721-2292 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 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. 11- la- la l l - I S Signature of O r/A ent Date Signature of Contractor/Age Date U'9 Vishaal Gupta Vishaal Gupta Print Owner/Agent's Print Contractor/A nt's Nam l Signa e o Notary -State of Florida Date Si a t of Notary -State of Flon a Date Owner/Agent ism' Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID 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 # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: E" WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application PLANNING & DEVELOPMENT SERVICES DEPARTMENT Flood Zone Determination Request Form Name: Daphne Clark Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-257-6940 Fax: Email: parksquare@permitspermitspermits.com Property Address: 2640 Magpie Way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2450 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: E 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) 17 g°" ° F w i a d 154 _ G _, to 'n =t III 9 OFFICIAL USE, ONLYa 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: 0 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# 18-4525 Reviewed by: Michael Cash, CFM Date: December 5, 2018 Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use & 9 9 Y FL°$ 7- Landscaping in Right -of -Way www.sanfordfl.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 Know wharsbelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: o'(v 10 MCaG P*%Q— U Jl 2. Proposed Activity: Driveway Walkway 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 by: Property Omer. Signature: Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Print Name: Vishaal Gupta Emergency Repairs Email: mparkison@parksquarehomes.com Date: Maintenance Responsibilities/Indemnification 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 written City authorization, remove said installation/improvement 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 LQ stand t e abo a statement and by signing this application I agree to its terms. Signature: Jf"Date: IoZ • f Q Thi jkmVshall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities A Date: Approved: Engineering ; ` ale Date: Site Inspected by: Date: Special Permit Conditions: November 2015 ROW Use Driveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 11 • la • 1 R I hereby name and appoint: an agent of. David Mercer 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: 9(0 (40 '(`(acole_ lac,_.. E ACV-\ C), U Street Address) Expiration Date for This Limited Power of Attorney: I - 31. ac)19 License Holder Name: Vishaal Gupta State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange C R r 133 The foregoing instrument was acknowledged before me this 19, day of 20® In , by Vishaal Gupta who is Xpersonally known to me or who has produced as identification and who did (did not) take n oath. Sign re Notary Seal) MICHELLE PARKISON Notary Public — Slate of Florida fifll 7. * Commission # GG 157861 M Comm. Expires Nov 5, 2021YP Bonded through Notional Wary Assn. Rev. 08.12) Print or type name Notary Public - State of \or,cd-. Commission No.G,c-, I My Commission Expires: 0 • 5.9c&-t COUNTY OF SEMINOLE - 39 IMPACT FEE STATEMENT SS - STATEMENT NUMBER: 18100008 DATE: November 13, 2018 / BUILDING APPLICATION #: 18-10000893 BUILDING PERMIT NUMBER: 18-10000893 UNIT ADDRESS: MAGPIE WAY 2640 17-20-31-502-0000-2450 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 STE 100 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2640 MAGPIE WAY / WYNDHAM PRESERVE / SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD Single Family Housingg 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 91000.00 PA LAW ENFORCE N/A DRAINAGE N/A 1.000 dwl unit 1.000 dwl unit 1.000 dwl unit 1.000 dwl unit AMOUNT DUE 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. 705.00 00 00 54.00 9,000.00 00 00 00 9,759.00 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 FORM R405-2017 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 245 Margate II B RHG Stud - S Builder Name: vILD/tStreet: o1(ayp Z City, State, Zip: Sanfoe'd , FL , Permit Office: City of Sanford Permit Number: # 1 8 - 4 5 C 25 Owner: Park Square Homes Jurisdiction: 691500 S 4t4FO D Design Location: FL, Orlando County: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (1866.7 sqft.) Insulation 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1596.00 ft2 b. Frame - Wood, Adjacent R=13.0 270.67 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 (1966.0 sqft.) Insulation Area 5. IS this a worst case? No a. Under Attic (Vented) R=30.0 1966.00 ft2 6. Conditioned floor area above grade (ft2) 1966 b. N/A R= ft2 Conditioned floor area below grade (f12) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(210.3 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 393.2 a. U-Factor: Dbl, U=0.55 130.93 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 28.6 SEER:16.00 c. U-Factor: Dbl, U=0.54 15.33 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 27.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.191 ft. Area Weighted Average SHGC: 0.231 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1966.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1966.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.107 Total Proposed Modified Loads: 54.29 PASSTotalBaselineLoads: 57.22 1 hereby certify that the plans and specifications Review of the plans and TKE S74Tcoveredby this calculation are in compliance with the plg taly slgnedl3y Bojan specifications covered by this tiQ _ = Code. BO anJ Paukovic calculation indicates compliance 0 Date: 2018.11.0916:41:27PauICOVIC with the Florida Energy Code. wPREPAREDBY: _ n,!no Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 hereby certify that this building, Im designed, igned, is in compliance Florida Statutes. with the Florida Energ OD WE OWNER/AGEN BUILDING OFFICIAL: DATE: 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 Qn 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 Qn for whole house. 96 PM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: Building Type: Owner Name: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 245 Margate II B RHG Stu Bedrooms: 3 User Conditioned Area: 1966 Park Square Homes Total Stories: 1 1 Worst Case: No Rotate Angle: 225 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: Street Address 245 WYNDHAM PRESERV 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 1966 18283.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1966 18283.8 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 171 ft 0 1966 ft2 0.29 0 0.71 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 2199 ft2 492 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 1966 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1966 ft2 0.1 Wood 11/9/2018 4:36 PM EnergyGaugeg USA Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below ff SpacenrntToWallType 1 NE=>W Exterior Concrete Block - Int Insul Main 4.1 60 6 9 4 564.7 ft2 0 0 0.8 0 2 NW=>S Exterior Concrete Block - Int Insul Main 4.1 21 0 9 4 196.0 ft2 0 0 0.8 0 3 SW=>E Exterior Concrete Block - Int Insul Main 4.1 50 0 9 4 466.7 ft2 0 0 0.8 0 4 SE=>N Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft2 0 0 0.8 0 5 S Garage Frame - Wood Main 13 29 0 9 4 270.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NW=>S Insulated Main None 4 3 8 24 ft2 2 -=>S Wood Main None 39 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered orientation (=>) changed to As Built rotated 225 degrees). Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 NE=>W 1 Metal Low-E Double Yes 0.55 0.22 N 32.9 ft2 1 It 0 in 1 It 4 in Drapes/blinds None 2 NW=>S 2 Metal Low-E Double Yes 0.54 0.25 N 9.3 ft2 9 ft 8 in 1 ft 4 in None None 3 NW=>S 2 Metal Low-E Double Yes 0.55 0.22 N 16.3 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 NW=>S 2 Metal Low-E Double Yes 0.55 0.22--- N -- 16.3 ft2.. 4 ft 8 in 1 ft 4 in---- Drapes/blinds None 5 SW=>E 3 Metal Low-E Double Yes 0.55 0.22 N 32.7 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 6 SW=>E 3 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 ft 0 in 0 ft 6 in Drapes/blinds None 7 SE=>N 4 Metal Low-E Double Yes 0.55 0.22 N 32.7 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 8 SE=>N 4 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 6 It 0 in 1 It 4 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 393 ft2 393 ft2 50 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2133.1 117.1 220.23 .3136 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 27.8 kBtu/hr 1 sys#1 11/9/2018 4:36 PM EnergyGaugeO USA Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 28.6 kBtu/hr 858 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 Cert # Company Name System Model # Collector Model Area Volume FEF None None ftz DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 393.2 ft Main 98.3 ftz Prop. Leak Free Main cfm 59.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan j j Feb Marff f Apr f Ma Jun jXj Jul jXj Aug] Se j Oct Nov Dec HeatinX Jan X} Feb Mar Apr May 4 Jun ] Jul Au4 1 Sep Oct Nov Dec lX] Ventin [ j Jan [ ]Feb [X] Mar Apr [ May [ JJ Jun ]Jul EAug l 1 Se X Oct lX] Nov llX Dec 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 MASS Mass Type Area Thickness Furniture Fraction Space Default( 8 Ibs/sq.ft. 0 ft2 0 ft 0.3 Main Name: Test Rater Signature: Rating Compant: Test Rater Date: 11/ 9/2018 4:36 PM EnergyGaugeO USA 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 ADDRESS: Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL Fj 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. El R402.4.1 Building thermal enveloplee 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 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/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. 11/9/2018 4:36 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software 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 55°F (131C) 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. El pipe 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. 11/9/2018 4:36 PM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software 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 haveEl 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 1/2 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 1001F to 140OF (38°C to 600C). 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. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 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 Umin. a. When tested in accordance with HVI Standard 916 11/9/2018 4:36 PM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software 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: 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 40oF (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. 11/9/2018 4:36 PM EnergyGaugeO USA - FBC 6th Edition (2017) Compliant Software 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 (Mandatorohe 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. 11/9/2018 4:36 PM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New (From Plans) 12. Ducts, location & insulation level a) Supply ducts R 6.0 2. Single-family or multiple -family 2. Singie-family b) Return ducts R 6.0 c) AHU location Attic/Main 3. No. of units (if multiple -family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 28.6 a) Split system SEER 16.0 5. Is this a worst case? (yes/no) 5. No b) Single package SEER c) Ground/water source SEER/COP 6. Conditioned floor area (sq. ft.) 6. 1966 d) Room unit/PTAC EER e) Other 7. Windows, type and area a) U-factor: (weighted average) 7a. 0,558 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.231 14. Heating system: Capacity 27.8 c) Area 7c. 210.3 a) Split system heat pump HSPF 9.0 b) Single package heat pump HSPF 8. Skylights c) Electric resistance COP a) U-factor:(weighted average) 8a. NA d) Gas furnace, natural gas AFUE b) Solar Heat Gain Coefficient (SHGC) 8b. NA e) Gas furnace, LPG AFUE f) Other 9. Floor type, insulation level: a) Slab -on -grade (R-value) 9a. 0.0 b) Wood, raised (R-value) 9b. 15. Water heating system c) Concrete, raised (R-value) 9c. a) Electric resistance EF 0.90 b) Gas fired, natural gas EF 10. Wall type and insulation: c) Gas fired, LPG EF A. Exterior: d) Solar system with tank EF 1. Wood frame (Insulation R-value) 10A1. e) Dedicated heat pump with tank EF 2. Masonry (Insulation R-value) 10A2. 4.1 f) Heat recovery unit HeatRec% B. Adjacent: g) Other 1. Wood frame (Insulation R-value) 10131. 13.0 2. Masonry (Insulation R-value) 10B2. 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans a) Under attic 11 a. 30.0 b) Cross ventilation No b) Single assembly 11 b. c) Whole house fan No c) Knee walls/skylight walls 11 c. d) Multizone cooling credit d) Radiant barrier installed 11d. No e) Multizone heating credit f) Programmable thermostat Yes Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature.. s Date:If ' F ( - I Address of New Home: CMG y U City/FL Zip: Sanford, FL 11/ 9/2018 4:36:38 PM EnergyGaugeO USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) 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 245 Margate II B RHG Stud - S Builder Name: Street: Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Y U Owner: Park Square Homes Jurisdiction: 691500 w Design Location: FL, Orlando v 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 attic spaces 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 sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch 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 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 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 between fire sr)rinkler cover plates and walls or ceilinog. a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 11/9/2018 4:36 PM EnergyGaugeO USA FBC 6th Edition (2017) Compliant Software Page 1 of 1 1- wrightsoft® Project Summary Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG ... Date: 02/27/2018 By. MC/LM/BP/MC 7225 Sandscove Court, Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCooling.com License: CAC032444 t 1:a t •e tr' r 5 xy ` r .. am^. ,ti.;x.;;,s af4;A,:.vcx k are- s:; x-rc ..r_ , ,s.-'." ''*'a'r ab y y `y a,.ly..l r 'HiEfi?• yft. 3r'3 l"r4 L h'•+szt il` ` Pro ect.lnfiormat on 4 .k.-r.....f41?:'r.. ?,.f 8.?:df'{u. -+..:'!. F7.. ek,-`. fi,#r,,. 3s•. rtY i:''t For: Park Square Homes Sanford, FL Notes: r . "i<a^v ;„ e u'w a y 3;Des gnlnformaiionKnY „k A 44 t,`$' x.. Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 IF Outside db 93 IF Inside db 68 OF Inside db 75 IF Design TD 24 IF Design TD 18 IF Daily range L Relative humidity 50 Moisture difference 44 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16696 Btuh Structure 18060 Btuh Ducts 3419 Btuh Ducts 3997 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 20115 Btuh Use manufacturer's data n Rate/swin multipplier EquipmenKensible load 0.98 21528 BtuhInfiltration Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi -tight Fireplaces 0 Structure 2259 Btuh Ducts 858 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ftz) 1960 1960 Equipment latent load 3117 Btuh Volume (ft3) 18228 18228 Airchanges/hour 0.26 0.14 Equipment Total Load (Sen+Lat) 24645 Btuh Equiv. AVF (cfm) 79 43 Req. total capacity at 0.75 SHR 2.4 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6030H1 Cond 4TWR6030H1 AHRI ref 7562380 Coil TEM6AOB3OH21++TDR AHRI ref 7562380 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating Input Sensible cooling 21450 Btuh Heating output 27800 Btuh @ 47°F Latent cooling 7150 Btuh Temperature rise 27 OF Total cooling 28600 Btuh Actual air flow 953 cfm Actual air flow 953 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.88 Capacity balance point = 36 IF Backup: n/a n/a Input = 0 kW, Output = 0 Btuh,100 AFUE Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoft" 2018-Nov-0916:34:30 mw• Right -Sate® Unversal 2018 18.0.31 RSU16877 Page 1 4CC ...EMP PRINTIot 245 Margate 11 B RHG Stud - S.np Calc= MJ8 House faces: S w- wrightsoft° Right-J@ Worksheet Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG Stu... Date: 02/27/2018 By: MC/LM/BP/MC 7225 Sandscove Court, Suite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 1 Room name Entire House IvBED 2 Exposed wall 171.0 ft 23.5 ft 3 Room height 9.3 It d 9.3 ft heaV000l 4 5 Room dimensions Room area 1960.0 ft' 1.0 x 247.0 ft 247.0 ft2 Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load number Btuh/T?-on Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yl G 13A-4ocs 0.143 ne 3.40 2.85 465 426 1451 1216 0 0 0 0 4A5-2om OS50 ne 13.09 22.45 33 0 428 734 0 0 0 0 465-2fm 0.540 ne 12.85 24.01 6 0 77 144 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 195 129 440 369 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 9 9 120 138 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 16 1 214 365 0 0 0 0 4A5-20m 0.550 se 13.09 13.17 16 16 214 215 0 0 0 0 D 11 DO 0.390 se 928 12.15 24 24 223 292 0 0 0 0 V+! 13A-4ocs 0.143 sw 3.40 2.85 563 530 1804 1512 60 60 206 172 4A5-2om 0.550 sv 13.09 22.34 33 2 428 730 0 0 0 0G 13A-4ocs 0.143 nw 3.40 2.85 367 271 921 772 158 125 427 358 4A5-2om 0.550 nw 13.09 22.45 33 0 428 734 33 0 428 734 4A5-2omd 0.580 nw 13.80 2724 64 0 883 1743 0 0 0 0 f 12C-0sw 0.091 2.17 1.48 270 252 545 372 0 0 0 0 11 DO 0.390 n 928 12.15 18 18 166 217 0 0 0 0 C 16B-30ad 0.032 0.76 1.75 1960 1960 1493 3428 247 247 188 432 F 22A-cpm 1.180 28.08 0.00 1960 171 4802 0 247 24 660 0 6 c) AED excursion 510 188 Envelope loss/gain 14637 13490 1908 1883 12 a) Infiltration 2060 820 283 113 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 5 1150 2 460 Applianoes/other 2600 0 Subtotal (lines 6 to 13) 16696 18060 2192 2456 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16696 18060 2192 2456 15 Dud loads 20 % 22% 3419 3997 20 % 220% 449 544 Total room load 20115 22057 2640 3000 Air required (cim) 953 953 125 130 Calculations awroved bvACCAto meet all requirements of Manual J 8th Ed. Vi - 2018-Nov-0916:34:30 Right-Sute®Uriversal201818.0.31 RSU16877 Paget EMP PRINT\Lot 245 Margate 11 B RHG Stud - S.rup Calc = MJ8 Horse faces: S wrightsoft, Right-J® Worksheet Job: Lot245 Margate II B RHGStu... Entire House Date: 02/27/2018 One Stop Cooling and Heating By: MC/LM/BP/MC 7225 Sandscove Coot, Sute 1, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.One StopCooli ng.com License: CAC032444 1 Room name MWICI MWC 2 Exposed wall 12.5 it 3.5 it 3 Room height 9.3 ft heat/cool 9.3 it heat/cool 4 Room dimensions 5.5 x 7.0 ft 5.5 x 3.5 it 5 Room area 38.5 ftz 19.3 112 Ty Construction U-value Or HTM Area (ft2) Load Area (ftz) Load number Btumt-9 Btuh/ftz) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Coof 6 V 13A-4ocs 0.143 ne 3.40 2.85 65 65 222 186 33 33 111 93 4A5-2om 0550 ne 13.09 22.45 0 0 0 0 0 0 0 0 485-2fm 0.540 ne 12.85 24.01 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 G 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 0 0 0 0 0 0 0 0 4A5-20m 11 DO 0.550 0.390 se se 13.09 928 13.17 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0D V+/ 13A-4ocs 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 L-G 4A5-2om 0.550 sw 13.09 22.34 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 0.143 0,550 nw nw 3.40 13.09 2.85 22A5 51 0 51 0 174 0 146 0 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 00 C 1613-30ad 0,032 0.76 1.75 39 39 29 67 19 19 15 34 F 22A-cpm 1.180 28.08 0.00 39 13 351 0 19 4 98 0 6 c) AED excursion 19 6 Envelope loss/gain 776 380 224 121 12 a) Infiltration 151 60 42 17 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianoes/other 0 0 Subtotal (lines 6 to 13) 927 440 266 138 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 927 440 266 138 15 Ductloads 20%1 229% 190 97 20 % 22% 54 30 Total room load 1116 538 320 168 Air required (cfm) 53 23 15 7 Calculations aDDroved bvACCAto meet all reauirements of Manual J 8th Ed. ek- 2018-Nov-0916.34:30 Right- Sute®Uriversal201818.0.31 RSU16877 Paget EMP PRIM \Lot 245 Margate 11 B RHG Stud - S.rup Calc = MJ8 House faces: S A I. wrightsoft° Right-J® Worksheet Job: Lot 245 Margate II B RHG Stu... Entire House Date: 02/27/2018 By MC/LM/BP/MC One Stop Cooling and Heating 7225 Sandscove Court, Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name METH MdJIC2 2 Exposed wall 9.0 ft O It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 1.0 x 91.4 It 1.0 x 52.1 ft 5 Room area 91.4 ft' 52.1 ft' Ty Construction- number U-value Btuh4tZ-°9 Or HTM Btuhft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ftz) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs 4A5-2om 485-2fm 0.143 0.550 0.540 ne ne ne 3.40 13.09 12.85 2.85 22.45 24.01 84 0 6 78 0 0 264 0 77 222 0 144 0 0 0 0 0 0 0 0 0 0 0 0 11 13A-4ocs 4A5-2om 0.143 0.540 se se 3.40 12.85 2.85 14.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-20m 11 DO 0.550 0.550 0.390 se se se 13.09 13.09 928 22.34 13.17 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0D Vf! L--G 13A-4ocs 4A5-2om 0.143 0.550 m sw 3.40 13.09 2.85 22.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 4A5-2omd 0.143 0.550 0.580 nw nw nw 3.40 13.09 13.80 2.85 22.45 2724 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fj 12C-Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 16E-30ad 0.032 0.76 1.75 91 91 70 160 52 52 40 91 F 22A-cpm 1.180 28.08 0.00 91 9 253 0 52 0 0 0 6 c) AED excursion 23 4 Envelope loss/gain 664 503 40 87 12 a) Infiltration 108 43 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 ApplianoesVother 0 0 Subtotal (lines 6 to 13) 772 546 40 87 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 772 0 0 546 0 0 40 0 0 87 15 Duct loads 20 % 22 % 158 121 20% 22% 81 19 Total room load Air required (cfm) 930 44 667 29 4812 107 5 Calculations aooroved bvACCAto meet all requirements of Manual J 8th Ed. r}&- 2018-Nov-0916:34:30 Right-Sute®Universal 201818.0.31 RSU16877 Page EMP PRINT\Lot 245 Margate 11 B RHG Stud - S.rLp Calc = MJ8 House faces: S A.I wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 245 Margate 11 B RHG Stu... Date: 02/27/2018 By: MC/LM/BP/MC 7225 Sandscove Court, Site 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirig.com License: CAC032444 1 Room name FAM CAFE 2 Exposed wall 33.0 ft 9.0 ft 3 Room height 9.3 It heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 1.0 x 294.0 It 294.0 ft2 17.5 x 9.0 It 157.5 ft2 Ty Construction number U-value 13tuh12-09 Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vt/ 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0 485-2fm 0.540 ne 12,85 24.01 0 0 0 0 0 0 0 0 11 13A40cs 4A5-2om 0.143 0.540 se se 3.40 12.85 2.85 14.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 0 0 0 0 0 0 0 0 4A5-20m 11DO 0.550 0.390 se se 13.09 928 13.17 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0D Vf/ t-G 13A-4ocs 0.143 sw 3.40 2.85 149 149 506 425 84 51 174 146 4A5-2om 0.550 sw 13.09 22.34 0 0 0 0 33 2 428 730 13A-4ocs 0.143 nw 3.40 2.85 158 94 320 268 0 0 0 0 4A5-20m 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 2724 64 0 883 1743 0 0 0 0 R L-D 12C-0sv 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.76 1.75 294 294 224 514 158 158 120 275 F 22A-cpm 1.180 28.08 0.00 294 33 927 0 158 9 253 0 6 c) AED excursion 415 225 Envelope loss/gain 2861 3365 974 1376 12 a) Infiltration 397 158 108 43 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancestother 900 0 Subtotal (lines 6 to 13) 3258 4423 1083 1419 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3258 4423 1083 1419 15 Duct loads 120 220% 667 979 20 % 22 % 222 314 Total room load 3925 5402 1304 1733 Air required (cfm) 186 233 62 75 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. f{ wrigt+tsoTt 2018-Nov-0916:34:30 ACCP "" -'---- Rig ht-SitegUniversal 2018 18.0.31 RSU16877 Page 4 EMP PRINTLot 245 Margate II B RHG Stud - S.rup Cale= MJ8 House faces: S F- wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG Stu... Date: 02/27/2018 By: MC/LM/BP/MC 7225 Sandscove Cart, Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopGooling.com License: CAC032444 1 Room name BTH2 WIC3 2 Exposed wall O ft O ft 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 Room dimensions 6.0 x 9.5 ft 4.0 x 6.0 ft 5 Room area 57.0 fl? 24.0 ft' Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load number Btuhfitz°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0 465-2fm 0.540 ne 12.85 24.01 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 0 0 0 0 0 0 0 0 G 4A5-20m 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 Vt! 13A-4ots 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0,550 sw 13.09 22.34 0 0 0 0 0 0 0 0C 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22A5 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 I-D 12C-Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.75 57 57 43 100 24 24 18 42 F 22A-cpm 1.180 28.08 0.00 57 0 0 0 24 0 0 0 6 c) AED excursion 4 2 Envelope lossigain 43 96 18 40 12 a) Infiltration 0 0 0 0 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) 43 96 18 40 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 7 16 0 0 14 Subtotal 51 112 18 40 15 Duct loads 20% 22% 10 25 20%1 221% 4 9 Total room load 61 137 22 49 Air required (cfm) 3 6 1 2 Calculations aDoroved bvACCAto meet all reauirements of Manual J 8th Ed. if- wrightsoft^ 2018-Nov-0916:34:30 4CC - 1 -'" ..""^-.- Right-Suite®Urrversal 2018 18.0.31 RSU16877 Page 5 EMP PRINPLot 245 Margate 11 B RHG Stun - S.np Calc = MJ8 House faces: S 1- wrightsoftf Right-J@ Worksheet Job: Lot2/ 2 Margate II B RHGStu... 018 Entire House Date: MC/L /BPBy: MC/LM/BP/MC One Stop Cooling and Heating 7225 Sandscove Court, Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name BED3 KIT 2 Exposed wall 12.5 ft 11.5 ft 3 Room height 9.3 it heat/cool 9.3 ft heaUmol 4 Room dimensions 1.0 x 164.0 ft 1.0 x 202.0 ft 5 Room area 164.0 ft2 202.0 It' Ty Construction U-value Or HTM Area (ftz) Load Area 01) Load number Btuhft--g BtuhV) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs 0.143 ne 3.40 2.85 116 100 340 285 0 0 0 0 4A5-2om 0.550 ne 13.09 22.45 16 0 214 367 0 0 0 0 465-2fm 0.540 ne 12.85 24.01 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 0 0 0 0 0 0 0 0 4A5-20m 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 D 11 DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 0.143 0.550 sw sw 3.40 13.09 2.85 22.34 0 0 0 0 0 0 0 0 107 0 107 0 364 0 305 0 yy11 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0I-G I-G 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 q-D 12C-0sw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.75 164 164 125 287 202 202 154 353 F 22A-cpm 1.180 28.08 0.00 164 13 351 0 202 12 323 0 6 c) AED excursion 40 77 Envelope lossIgain 1030 898 841 581 12 a) Infiltration 151 60 139 55 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 1180 1188 979 1836 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 9 21 208 219 14 Subtotal 1190 1209 1187 2055 15 Duct loads 20 % 22% 244 268 20 % 22 % 243 455 Total room load 1433 1476 1430 2510 Air required (cm) 681 64 68 108 Calculations approved bvACCAto meet all reouirements of Manual J 8th Ed. wrightsoft- 2018-Nov-091634:30 lzuk "" ""'---'-'----, Right-Sute®Universal 201818.0.31 RSU16877 Page EMP PRINT\Lot 245 Margate 11 B RHG Stud - S.rLp Calc= MJ8 House faces: S 1- wrightsofta Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG Stu... Date: 02/27/2018 By: MC/LM/BP/MC 7225 Sandscove Cart, Suite 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooliM.com Licerse: CAC032444 1 Room name BED2 AC 2 Exposed wall 13.0 ft 0 It 3 Room height 9.3 ft heat/cool 9.3 ft heaVcuol 4 Room dimensions 1.0 x 164.0 ft 3.5 x 3.5 ft 5 Room area 164.0 ftz 12.3 ft' Ty Construction U-value Or HTM Area (ftz) Load Area (ft2) Load number Btuh4F-OF) Btuh/fF) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vf/ 13A-4ocs 0.143 ne 3.40 2.85 121 105 356 298 0 0 0 0 4A5-2om 0S50 ne 13.09 22.45 16 0 214 367 0 0 0 0 I-CG 465-2fm 0.540 ne 12.85 24.01 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 D 11DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 t/d t-C 13A-4ots 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 sv 13.09 22.34 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0E-G L-G 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 f 12C-Osw 0.091 2.17 1.48 135 135 292 199 0 0 0 0 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.75 164 164 125 287 12 12 9 21 F 22A-cpm 1.180 28.08 0.00 164 13 365 0 12 0 0 0 6 c) AED excursion 49 1 Envelope loss/gain 1352 1102 9 21 12 a) Infiltration 157 62 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1508 1395 91 21 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 182 244 9 21 14 Subtotal 1690 1639 0 0 15 Dudloads 20% 22-/.l 346 363 20% 22% 0 0 Total room load 2036 2002 0 0 Air required (dm) 96 86 0 0 Calculations approved bvACCAto meet all reauirements of Manual J 8th Ed. wrightso Ft- 2018-Nov-09163420 Right-SuteSUrversa1201818.0.31 RSU16877 Page7 EMP PRINTLot 245 Margate 11 B RHG Stud - S.np Calc = MJ8 Horse faces: S wrightsofts Rig ht-J® Worksheet Job: Lot 245 Margate II B RHG Stu... Entire House Date: 02/27/2018 By; MC/LM/BP/MC One Stop Cooling and Heating 7225 Sardscove Cart. Suite 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.00m License: CAC032444 1 Room name H1 PAN 2 Exposed wall O ft O ft 3 Room height 9.3 ft heat/cool 9.3 ft heaUcool 4 Room dimensions 1.0 x 45.3 ft 1.0 x 22.0 ft 5 Room area 45.3 W 22.0 ft2 Ty Construction U-value Cr HTM Area (ft2) Load Area (ft2) Load number Btu"--9 Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 22A5 0 0 0 0 0 0 0 0 4135-2fm 0.540 ne 12.85 24.01 0 0 0 0 0 0 0 0 13A-40cs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5.2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 11DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 UtJ 13A-4ocs 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 13.09 22.34 0 0 0 0 0 0 0 0G 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 I-D 12C-Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.75 45 45 34 79 22 22 17 38 F 22A-cpm 1.180 28.08 0.00 45 0 0 0 22 0 0 0 6 c) AED excursion 3 2 Envelope loss/gain 34 76 17 37 12 a) Infiltration 0 0 0 0 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) 34 76 17 37 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 34 76 364 305 14 Subtotal 0 0 381 342 15 Duct loads 20% 22% 0 0 20% 22% 78 76 Total room load 0 0 1 459 418 Air required (dm) 0 0 22 18 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. wrightsoft- 2018-Nov-0916:34:30 Rig ht-Suite®Uriversal201818.0.31 RSU16877 Page EMP PRINT Lot 245 Margate 11 B RHG Stud - S.rup Calc= M,J8 House faces: S wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG Stu... Date: 02/27/2018 By: MC/LM/BP/MC 7225 Sardscove Court, Suite 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 1 Room name DROP FOY 2 3 Exposed wall Room height 0 It 9.3 It heaUcool 6.5 It 9.3 It heal/cool 4 Room dimensions 1.0 x 36.3 It 1.0 x 1 OOB ft 5 Room area 36.3 ft2 100.8 ft2 Ty Construction number U-value Btuh4t2--n Or HTM Btu hft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 Vtl 13A-4ocs 4A5-2om 4135.2fm 13A-4ocs 4A5-2om 4A5-2om 4A5-2om 11 DO 13A-4ocs 4A5-2om 13A-4ocs 4A5-2om 4A5-2omd 12C-Osw 11 DO 1613-30ad 22A-cpm 0.143 0.550 0.540 0.143 0.540 0.550 0.550 0.390 0.143 0.550 0.143 0.550 0.580 0.091 0.390 0.032 1.180 ne ne ne se se se se se sw sw nw nw nw n 3.40 13.09 12.85 3.40 12.85 13.09 13.09 928 3.40 13.09 3.40 13.09 13.80 2.17 9.28 0.76 28.08 2.85 22.45 24.01 2.85 14.73 22.34 13.17 12.15 2.85 22.34 2.85 22.45 2724 1.48 12.15 1.75 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 37 18 36 36 0 0 0 0 0 0 0 0 0 0 0 0 0 19 18 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 42 166 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29 217 63 0 0 0 0 60 9 0 0 24 0 0 0 0 0 98 0 101 101 0 0 0 27 9 0 0 24 0 0 0 0 0 98 0 101 7 0 0 0 92 120 0 0 223 0 0 0 0 0 211 0 77 183 0 0 0 77 138 0 0 292 0 0 0 0 0 144 0 176 0 I-GG t-G PL-D C F 6 c) AED excursion 12 35 Envelope loss/gain 235 297 906 792 12 a) Infiltration b) Room ventilation 0 0 0 0 78 0 31 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 1 0 Subtotal (lines 6 to 13) 235 297 984 824 Less ex[ernalload 0 0 0 0 14 15 Less transfer Redistribution Subtotal Ductloads 201/. 221/. 0 235 0 0 0 297 0 0 20% 22% 0 984 0 0 0 824 0 0 Total room load Air required (dm) 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r'{ wrightsoTt 2018-Nov-0916:34:30 Rig11-Sute@Unversal201818.0.31 RSU16877 Page EMP PRINT\Lot 245 Margate 11 B RHG Stud - S.rup Calc= MA House faces: S r- wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG Stu... Date: 02/27/2018 By: MC/LM/BP/MC 7225 Sardscove Court, Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 1 Room name Study LAUN 2 Exposed wall 31.0 ft 6.0 It 3 Room height 9.3 it heatf000l 9.3 ft heaU000l 4 Room dimensions 14.5 x 11.5 ft 11.0 x 6.0 it 5 Room area 166.8 ft' 66.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (ftz) Load number Btuh/ft-fl Btuh/TP) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs 0.143 ne 3.40 2.85 47 47 158 133 0 0 0 0 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0 465-2fm 0.540 ne 12.85 24.01 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 135 102 348 291 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 22.34 16 1 214 365 0 0 0 0 4A5-2om 0.550 se 13.09 13.17 16 16 214 215 0 0 0 0 D 11 DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 UrJ t--G 13A-4ocs 0.143 sw 3.40 2.85 107 107 364 305 56 56 190 159 4A5-tom 0.550 sv 13.09 22.34 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 12C-Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 928 12.15 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.75 167 167 127 292 66 66 50 115 F 22A-cpm 1.180 28.08 0.00 167 31 871 0 66 6 169 0 6 c) AED excursion 9 32 Envelope loss/gain 2295 1592 409 242 12 a) Infiltration 373 149 72 29 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 500 Subtotal (lines 6 to 13) 2669 1970 481 771 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 364 305 128 107 14 Subtotal 3033 2276 609 878 15 Ductloads 20% 220% 621 504 20% 229% 125 194 Total room load --T3654 2779 733 1072 A r required (dm) 173 120 35 46 Calculations aoDroved bvACCAto meet all reauirements of Manual J 8th Ed. Pjd- 2018-Nov-0916:34:30 Right-Suiteg Universal 2018 18.0.31 RSU16877 Page 10 EMP PRIN"RLot 245 Margate 11 B RHG Stud - S.rup Calc= MA House faces: S Static Pressure and Friction Rate Job: Lot245 Margate If B RHG... wrightsoft Date: 02/27/2018 Entire House By. MC/LM/BP/MC One Stop Cooling and Heating For: Park Square Homes Sanford, FL r , a. "k z£s.5 s3 r 'tq b'}'af ••+F 1' 4.!e i.S sRik .,. ,.... .. % r c,, t a - s " i? ti , t 4'ry4 Y F.t3`..,.YL. yr tF,f z,. k 4#'u. :i>, zka,'4.."' ... ,<-.,..T P S :{a Y ,t.Y4X ,,:.. .. rot+sT.:: 3 FL. '.., 'C: i?a a .: k# a W,.: ..t. x..wr..tin<.s-cat: Fa. ,..tvF J`dSY.vs 3&'.: t` d. , " ,'3ya g =d =s 0."';,ig * N " e ,r , ` " -2 t ` ' 'v 7 n...i`t ei7fai.i{1:...'¢iS:: ro`•s. ,s,';t T,'`.5: Heating Cooling External static pressure 0.50 lossesPressure Heatexchanger Supply diffusers0.03 0.03 grillesReturn Filter 0.10 0.10 Humidifier1 Balancing damper deviceOther Available staticpressure 34 Supply Return ft) (ft) Measured length of run -out 9 0 Measured length of trunk 25 0 Equivalent length of fittings 125 0 Total length 160 0 Total effective length 160 u;4a e =w ;3""4r f ._c x ra4 ti- y p ;;`,y-aY'-x-e ,..r _ .:..w ..;xtr'y ;. •s..r . *Y sw,., S'sxis. -ca u Ys..s; 'r,':` rr. ; xF u,; r ct on Rate k U.z ... Heating Cooling i n/100ft) i n/100ft) Supply Ducts 0.213 > 0.18 0.213 > 0.18 Return Ducts 0.213 > 0.18 0.213 > 0.18 Supply 4X=35,11 A=20, 11 G=5,11 G=5,11 A=20, 1 A=35, 11 G=5: Total EL=125 Return TotalEL=0 wrightsoft, 2018-Nov-0916:34:31 M*..•re=, _ • .-..gym =„ Rig ht-Sute@ Urive rsal 2018 18.0.31 RSU16877 Page 1 ACCI'\ ...EMP PRINT\Lot 245 Margate 11 I3 RHG Stud - S.np Calc= MA House faces: S wrightsoft® Duct System Summary Entire House One Stop Cooling and Heating Job: Lot 245 Margate II B RHG ... Date: 02/27/2018 By. MC/LM/BP/MC CAC032444 xtAteect$ nfiormation z .. r,'k`.„«S r. e,. ;~t ,., ? .,...'. .-"-51 a4.,. v-,_s,,. •.n .. 3 e For: Park Square Homes Sanford, FL External static pressure Pressure losses 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 0.213 in/100ft 953 cfm 160 ft Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.213 in/100ft 953 cfm i._Y 3 .,rit,,.k r h..°$` : x. -'s k asn > Su 1 :;:Branch,: Detatl .Tabble 3 r.',-- Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W - in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 h 2036 96 86 0.282 6.0 Ox 0 VIFx 15.4 105.0 sti BED3 h 1433 68 64 0.298 6.0 Ox 0 VIFx 14.1 100.0 sti BTH2 c 137 3 6 0.408 4.0 Ox 0 VI Fx 8.4 75.0 CAFE c 1733 62 75 0.386 5.0 Ox 0 VI Fx 18.2 70.0 FAM c 5402 186 233 0.345 8.0 Ox 0 VI Fx 23.5 75.0 KIT c 2510 68 108 0.420 6.0 Ox 0 VI Fx 11.0 70.0 LAUN c 1072 35 46 0.342 4.0 Ox 0 VI Fx 19.5 80.0 MBED c 3000 125 130 0.233 7.0 Ox0 VIFx 31.0 115.0 st2 MBTH h 930 44 29 0.220 4.0 Ox 0 VI Fx 29.7 125.0 st2 MwC h 320 15 7 0.225 4.0 Ox 0 VI Fx 30.9 120.0 s2 MwIC1 h 1116 53 23 0.213 4.0 Ox 0 VIFx 34.9 125.0 st2 MwIC2 c 107 2 5 0.231 4.0 Ox 0 VIFx 32.2 115.0 st2 PAN h 459 22 18 0.407 4.0 Ox 0 VI Fx 13.6 70.0 StWY h 3654 173 120 0.313 7.0 Ox 0 VIFx 23.6 85.0 W 103 c 49 1 2 0.288 4.0 Ox 0 VI Fx 18.2 100.0 sti ti u., ,n...._.rr p, = a'.•` u f t. i"x kx a N v a r ue , ,. Su 1/: 4Trunk Deta>Il Table , A I ' #; { r : t.} x::S k 4 k4 '3 ,.,i;. «-'" x'#''ik" Y S+: a.. , M. J ..4, -#- :`i. .. ., - - ` ra .,. -.- e. ;a, , .eh. s,c . , ": .,:em s, Trunk Htg Clg DesignVeloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st2 PeakAVF 240 194 0. 213 542 9.0 0 x 0 VinlFlx sti sti PeakAVF 405 346 0. 213 742 10.0 0 x 0 VInIFIX wrightsoft® 2018-Nov-0916:34: 31 Rig ht-Suite®Uroversal2018 18. 0.31 RSU16877 Page 1 ACOA ...EMP PRINTLot 245 Margate 11 B RHG Stud - S.nQ Calc= MJ8 House faces: S z _ r., es'43`L'f a ! kr y. "i txF m 1qP tis 8 #'f}, $t ti E -- - - , - - .s.zs..-ems - ..,,,,m .... . r see -"w•: k 'r"` P,: c t h a z .. tw y y Name Grille Size (in) Htg Cfm) Clg Cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mal Trunk rb2 Ox 0 953 953 0 0 0 0 Ox 0 VIFx wrightsoft® mo Right-Suite®Urrversa1201818.0.31 RSU16877 ACCP....EMP PRINMot 245 Margate 11 B RHG Stud - S.r p Calc= MA House faces: S 2018-Nov-09 16:34:31 Page 2 DV VT Job #: Lot 245 Margate II B RHG Stud - S Performed by MC/LM/BP/MC for: Park Square Homes Sanford, FL Level 1 One Stop Cooling and Heating 7225 Sandscove Court, Suite 1 Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3=110CFMFan EFL1 = 50 CFM Fan ER-2 = 80 CFM Fan EFL3 =110 CFM Fan VTR = Vent to Roof VTW = Ventto Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate Germostat 18/8 T SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Scale:1 : 75 Page 1 Right -Suite® Universal 2018 18.0.11 RSU25029 2018-Feb-2711:30:39 P/,t <(- Styua Ur w Ll /J41 -rn„re"sCi t 0/2m")&c5`" 91 seYL-"<DwGr4A&L L,f ay5 vi v KLI- L) t-UFY DESCRIPTION AS FURNISHED: Lot 245, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. N PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 241 LOT 242 N 89043'03 E ti° ry 62.00' 7 T 24, 80' 24.80 NN a- 11.00' 0 22.7' LANAI ,a 11.00' 17.3' LOT 245 W No O LOT 246 O ti O me PROPOSED RESIDENCE 1966-MARGATE 11-B 2 CAR GARAGE RIGHT COV'D. 3.O,X3.0' ENTRY AC 0 15.3' 6d 0 V: 16' 3 DRIVE 0 to Me on 30.53' 25.2 20' 10' UTIL. ESMT. WALK CURB SETBACKS AS FURNISHED S 89043'03" W (e.a.) FRONT = 25'(*) 62.00' 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 CIA CPI ' /rAY 50' PRIVATE R/W) LOT 243 ryk. fie,' 6 DEC 1 2 Ok to construct singie family home with setbacks and impervious area shown on plan. /**ram lt- i3, ew 9..,afe- 1 yiti, 07, 1 /t SAL W o LOT 244 O .-1 O a 7.33' A-----53.14'_ - P.C. PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 7,130 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 f SQUARE FEET FOUNDATION/PAD 2,359 t SQUARE FEET V4 = PROPOSED DRAINAGE FLOW 5\ oyk0 WALKS 28/ 310= 338 t SQUARE FEET REAR PATONT IOf SQUARE FEET 104 FR DECK ± SQUARE FEET LOT GRADING TYPE A OQ SOD 4,1331263 = 4,396 f SQUARE FEET POOL DECK N/A f SQUARE FEET PROPOSED F.F. PER PLANS = 23.5' Q NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED SY CLIENT * NOT FIELD VERIFIED GRUSE_1VffE_'TR—S C 0TT 4 SSL'?G` , IYV — LAND S URVEYOR,S` LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32507 (407)-277-3232 FAX (407)-658-1436 P • -PLAT PDL • POINT ON LINE NOTES: F FIELD 1P. = LRDN PIPE IRON ROD TYP, TYPICAL PR.C. • POINT OF REVERSE CURVATURE P.C.C. POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SEf FORTH BY THE FLORIDA BOARD OF C, CONCRETE RADIAN. PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027, FLORIDA STATUES SE NLB 4NTSETI.R, I/2' IR r/MLH 4596 MR, MR, IVON-RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. •RECOVERED V.P. = WITNESS POINT J. THIS SURVEY WAS PRLPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.H. = POINT OF BEGINNING CALL. • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.D.C. = Poo MY OF COMMENCEMENT PRx PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N CENTERLINE N6D. NAIL t DISK FF. FINISHED FLOOR KL[MEELEVATION BSL BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED MR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. RIV RIGHT-OF-VAY BENCHMARK 6. DIMENSIONS. SHO{AN FOR'a4E O:-AP.ON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNES. ESMT, =EASEMENT B.H.BN. BASE REARM 7, BEARINGS, ARE BASED ASSUMED VATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN, • DRAINAGE S. ELEVATIONS, IF SHOWN, oRE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL • UTILITY CLFC. a CHAIN LINK FENCE 9. CEPTIFMATE OF A'ITHJ°IZATIOII'No. 459,1. VD. FC. = VOOD FENCE CYB, • CONCRETE BLOCK SCALE r- 1 • - 20' DRAWN BY: •*• P. C. POINT OF CURVATURE PA.: = POINT OF TANGENCY CERTIFIEU SY. DATE ORDER No. DESC. • DESCRIPTION R RADIUS PLOT PLAN 11-06-2018 7361- 18 L ARC LENGTH D = DELTA C = CHORD , C. B. CHORD BEARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN --- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TOM X. G,RUSENMEYER, R.L.S. f 4714 DAMES W. SCCTT, R.LS III ;4801 ZONE " X• MAP / 12117C0090 F (09-28-07) 10 rilCilcttttC: rtanA zjQUAxr 1VLaxUA-1,E 11 1, 966SF.rrr RECORD COPY Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1966 2 1 Lighting Summary Standard 5,589 5,589 Optional 10,398 5,589 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers :oV LD G - - - - Dryer No. No? Nameplate Line Neutral SAN;Fop 1 1 5000 2 0 c < 3 0 RTM Dryer Summary Standard 5,000 31500 # 8 45 25Optional5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 22.0 240 5,280 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 22 240 1 5,280 0 Heat/Cool Summary Standard 12,240 0 Optional 12,240 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WH 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250_ Optional 17,280 2,250 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard Line Neutral Total Total = 43,509 15,819 I Maximum Amperage = 181 66 Service Voltage = 240 Service Phase = 1 Optional -- - Line Neutral Total Total = 34,511 15,819 Maximum Amperage = 144 66 Service Voltage = 240 Service Phase = 1 RECORD COPY RE: PKS1966B-T Park Sq Hms/Margate 11 1966A-TRAY MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: PARK SQUARE HMS Project Name: PKS1966B-T Lot/Block: 216 Model: MARGATE II 1966-B / TRAY Address: 3801 NIGHT HERON DR. Subdivision: WYNDHAM PRESERVE 60 City: SANFORD # 1 8_ 4 5 25 State: FLORIDA General Truss Engineering Criteria &,P. Loads (Individual Truss Design Drawings Show Special Loading Conditions): gUllD/lc Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 S'4NFOP Wind Speed: 140 mph Roof Load: 40.0 psf o Floor Load: N/A psf This package includes 38 individual, dated5QM_ tgn 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13324968 al 2/23/18 2 T13324969 a2 2/23/18 3 T13324970 a3 2/23/18 4 T13324971 a4 2/23/18 5 T13324972 a5 2/23/18 6 T13324973 a6t 2/23/18 7 T13324974 a7t 2/23/18 8 T13324975 a8t 2/23/18 9 T13324976 a9 2/23/18 10 T13324977 a10 2/23/18 11 T13324978 all 2/23/18 12 T13324979 a12 2/23/18 13 T13324980 a13 2/23/18 14 T13324981 a14 2/23/18 15 T13324982 a15 2/23/18 16 T13324983 bl 2/23/18 17 T13324984 b2 2/23/18 18 T13324985 b3 2/23/18 19 T13324986 cl 2/23/18 20 T13324987 c2 2/23/18 21 T13324988 c3 2/23/18 22 T13324989 cj 2/23/18 23 T13324990 cl1 2/23/18 24 T13324991 cj2 2/23/18 25 T13324992 cj3 2/23/18 No. Seal# Truss Name Date 26 T13324993 cj3a 2/23/18 27 T13324994 cj3b 2/23/18 28 T13324995 cj4 2/23/18 29 T13324996 1 2/23/18 30 T13324997 d 2/23/18 31 T13324998 ftl 2/23/18 32 T13324999 j5 2/23/18 33 T13325000 16 2/23/18 34 T13325001 j7 2/23/18 35 T13325002 JJ7t 2/23/18 36 T13325003 kj5 2/23/18 37 T13325004 k15a 2/23/18 38 T13325005 k17 2/23/18 This item has been electronically signed and sealed by Albani, Thomas 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 i based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. %%0 BPS A' 44 10i Truss Design Engineers Name: Albani, Thomas `.` O My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 No 39380 IMPORTANT NOTE: The seal on these truss component designs is a certificationIMPORTANT 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 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 ANSI/TPI 1, Chapter 2. STATE OF . 44/ O N A' Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 23,2018 1 of 1 Albani, Thomas Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324968 PKS19666-T Al MOD. QUEEN 10 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1-0-Q 7-6-4 13-9-2 1-0-0 7-6-4 6-2-14 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Feb 23 13:04:11 2018 Page 1 ID:fQY6XuKAOX1 h14k2ucB6kBy3q_a-3UwiVVFs778gcaWaTsou?Twkl6gP5hNpcOf nWbSziFFI 20-0-0 26-2-14 32-5-12 40-0-0 4,1-0-0 16-2-14 6-2-14 6-2-14 7-6-4 -0-0 Scale = 1:68.8 5x5 = is — — 11 m m iv 3x6 3x4 = Sx8 = 3x4 = 3x6 — LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 10-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) 0.58 10-11 830 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS 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=1660/0-7-8, 8=1660/0-7-8 Max Horz 2=-201(LC 10) Max Uplift 2=-302(LC 12), 8=-302(LC 12) PLATES GRIP MT20 244/190 Weight: 206 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-9 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=2990/854, 3-4=-2790/853, 4-5=-1897/669, 5-6=-1897/669, 6-7=-2790/853, 7-8=2990/854 BOT CHORD 2-12=-649/2749, 11-12=-454/2205, 10-11=-464/2102, 8-10=-654/2620 WEBS 5-11=-393/1334, 6-11 =-765/31 5, 6-10=-156/705, 7-10=-396/223, 4-11=-765/315, 4-12=-156/705, 3-12=-396/223 NOTES- (6) 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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 23-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Qt=lb) 2=302,8=302. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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. Alban) PE No.393130 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 E3 nll W 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate 11 1966A-TRAY T13324969 PKS1966B-T A2 HIP 1 1 Job Reference (optional) mla-hlonaa LumDef, Bartow, FL. 1-01-0-0 6-8-56-8-5 0106-8-5 411 O ID:rFfnwN 12-10-3 19-0-0 1210-0 6-1-13 6-1-13 2-0-0 5x5 = 6.00 12 5x5 = 5 6 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:20 2018 Page 1 q?GifrcQ Mh4ZDxyq_6K-I Dz6PKzm?vpK9vmCuBZ6KpcLzl WvIXBxTYR U QQzi FF9 27-1-13 33-3-11 40-0-0 41-0- 6-1-13 6-1-13 6-8-5 -0-0 Scale = 1 7T2 iJ LO G/ 14 " 12 LO Ly -1I 3x4 = 3x4 = 3x6 = 3x6 = 4x6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.35 14-15 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.61 14-15 788 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) OA3 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 I Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 9=1660/0-7-8, 2=1660/0-7-8 Max Horz 2=192(LC 11) Max Uplift 9=-302(LC 12), 2=-302(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3037/910, 3-4=2781/871, 4-5=-1970/725, 5-6=-1686/691, 6-7=-1970/725, 7-8=-2781/871, 8-9=-3037/910 BOT CHORD 2-15=-712/2758,14-15=-529/2248,12-14=-311/1714,11-12=-538/2184,9-11=-721/2671 WEBS 3-15=-375/210, 4-15=-106/615, 4-14=-774/326, 5-14=-208/637, 6-12=208/637, 7-12=-774/326, 7-11=-106/615, 8-11 =-375/21 0 PLATES GRIP MT20 244/190 Weight: 216 lb FT = 20% Structural wood sheathing directly applied or 2-7-3 oc purlins. Rigid ceiling directly applied or 7-4-1 oc bracing. 1 Row at midpt 4-14, 7-12 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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-0-0, Exterior(2) 19-0-0 to 21-0-0, Interior(1) 25-2-15 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Qt=lb) 9=302,2=302. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 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 cop ies. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 3361D Date: February 23,2018 E3 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Tru mH Q1 Park Sq Hms/Margate II 1966A-TRAY T13324970 PKS1966B-T A3 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:21 2018 Page 1 I D:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-mPXUdg_OmCxBn2LOSv4Ltl 8WI ioa 1 tC4iC B2ytziFF8 1-0-0 6-0-5 11-6-3 17-0-0 23-0-0 28-5-13 33-11-11 40-0-0 4,1-0-0 0-0 6-0-5 5-5-13 5-5-13 6-0-0 5-5-13 5-5-13 6-0-5 1-0-0 6.00 12 5x5 = 24 5x7 = 25 6 1b as to 14 ' a 12 ou o, „ 3x4 = 3x6 = 3x8 = 3x6 - 3x4 = 3x4 = 8-9-4 17_0=0 23-0=0 31-2_12 40=0=0 8 8-2-12 6-0-0 8-2-12 8-9-4 Plate Offsets (X Y)-- [2:0-2-12,0-1-81, [4:0-2-8 0-3-01 [5:0-2-8 0-2-41, [6:0-5-4 0-2-81 [TO-2-8,0-3-01, [9 0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 10.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.83 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=173(LC 11) Max Uplift 2=-302(LC 12), 9=-302(LC 12) Scale = 1.69.5 3x6 = DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.25 14-15 >999 240 MT20 244/190 Vert(CT) -0.49 11-12 >970 180 Horz(CT) 0.15 9 n/a n/a Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3078/948, 3-4=2851/917, 4-5=2135/780, 5-6=-1847/755, 6-7=-2135/780, 7-8=-2856/917, 8-9=-3078/948 BOT CHORD 2-15=-760/2806, 14-15=-601/2363, 12-14=-411/1872, 11-12=-610/2284, 9-11=-769/2712 WEBS 3-15=-335/186, 4-15=-94/525, 4-14=666/287, 5-14=-168/637, 6-12=-163/704, 7-12=-666/287, 7-11 =-94/524, 8-11 =335/186 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. FII; Exp B; Encl., GCpi=0.18, MWRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-0-0, Exterior(2) 17-0-0 to 27-2-15, Interior(1) 27-2-15 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except (jt=1b) 2=302.9=302. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 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. Alban) PE No.39360 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 M9iTek' 6904 Parke East Blvd. Tampa, FL 36610 Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY PK'S T13324971 1966B-T A4 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MI I ek Industries, Inc. Fn Feb 23 13:04:22 2018 Page 1 I D: rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-Fb5sq??OX W32PCwaOcbaQEhiG6BzmPFEwswbUJziFF7 i1-0-0 5-4-5 10-2-3 15-0-0 20-0-0 25-0-0 29-9-13 34-7-11 40-0-0 4,1-0-Q 1-0-05-4-5 4-9-13 4-9-13 5-0-0 5-0-0 4-9-13 4-9-13 54-5 1-0 0Scale = 1:68.8 dI1 0 5x5 — 1. 5x4 II 5x5 = 5 23 6 24 7 14 a [a 13 a au 12 3x8 3x8 = 5x8 = 3x8 = 3x8 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) 0.34 13-14 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.59 13-14 808 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1660/0-7-8, 10=1660/0-7-8 Max Horz 2=153(LC 11) Max Uplift 2=-302(LC 12), 10=302(1_C 12) PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-2 oc bracing. FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3102/984, 3-4=-2809/900, 4-5=-2835/1022, 5-6=-2203/826, 6-7=2203/826, 7- 8=2835/1022, 8-9=-2809/900, 9-10=-3103/984 BOT CHORD 2-14=-798/2852, 13-14=-480/2076, 12-13=-489/2008, 10-12=-807/2737 WEBS 3-14=-363/187, 4-14=-308/231, 5-14=-301/879, 5-13=-94/482, 6-13=-336/178, 7- 13=-94/482, 7-12=-301/879, 8-12=-308/231, 9-12=-363/187 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; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 29- 2-15, Interior(1) 29-2-15 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 100 Ito uplift at joint(s) except Qt=lb) 2= 302,10=302. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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.3936o MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 23,2018 e, MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324972 PKS1966B-T A5 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:23 2018 Page 1 I D: rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-jofE2L?elq BvOMVnZK6pySDgvWXOVgzN9Wg911zi FF6 9,4 13-0-0 20-0-0 27-0-0 33-2-12 40-0-0 1-0-0 6-9-4 6-2-12 7-0-0 7-0-0 6-2-12 6-9-4 -0-0 5x8 = 1.5x4 II 5x8 = 4 23 24 5 25 26 6 14 13 29 12 au 11 10 3x6 = 1.5x4 11 3x4 = 5x8 = 3x4 = 1.5x4 11 Scale = 1:68.9 3x6 = 6-9-4 13-0-0 20-0-0 27-0-0 33-2-12 40-0-0i 6-9_ 6-2-12 7-0-0 7-0-0 i 6-2-12 6-94 Plate Offsets (X Y) [4.0-6-0 0-2-81 [6.0-6-0 0-2-8j,_ 12[ .0-4-0 0-3-01 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 0.72 Vert(LL) -0.20 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.42 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC201717PI2014 Matrix -MS Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz 2=-134(LC 10) Max Uplift 2=-302(LC 12), 8=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3097/985, 3-4=2506/866, 4-5=2493/928, 5-6=-2493/928, 6-7=-2506/866, 7-8=3097/985 BOT CHORD 2-14=-790/2705, 13-14=-790/2705, 12-13=-552/2172, 11-12=-560/2166, 10-11=-799/2705, 8-10=-799/2705 WEBS 3-14=0/269, 3-13=-625/272, 4-13=-89/491, 4-12=-170/578, 5-12=481/246, 6-12=-170/578, 6-11=-89/492, 7-11=-625/272, 7-10=0/269 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. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 31-2-15, Interior(1) 31-2-15 to 41-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. This item has been5) 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. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) sealed by Albani, Thomas, PE 2=302, 8=302. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic coppies. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 pp _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rye iTe kisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. 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 I otY Ply Park Sq Hms/Margate II 1966A-TRAY T13324973 PKS19666-T A6T SPECIAL 1 1 LL Job Reference (optional) Mid -Florida Lumber, it-O-Q 4-7-6 1-0- 740 Bartow,-L. 8-84 11-0-0 15-64 4-0-14 2-3-12 4-6-4 20-0-8 4-6-4 8.130 s Sep 15 2U1 / MI I ek Industries, Inc. Fn Feb 23 13*04:25 2018 1 D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-fAm?S 11 vgRRdGgf9hl8H 1 tJFFJD2ziwgcg9F 24-6-4 29-0-0 34-2-12 40-0-0 4:1-C 4-5-12 4-5-12 5-2-12 5-9-4 1-0- 5x5 = 2x4 II 3x10 = 3x4 = 5x5 = 5 31 632 7 8 33 34 9 22 21 3x8 = 17 16 - 14 13 3x6 5x6 = 2x4 11 2x4 II 5x6 = 4x6 — 1.5x4 II 3x6 3x8 = 44-7--66 8-8-4 11 I 20-0-8 229-0-0 34-2-12 40-00 4-0- 14 2-30 9-0-8 44G 4-5-12 5-2-12 5-9-4 e f} / y V\— rS n_9_A n_2A1 ro n_o 9 n 0 Al r7 n n_9 A CAS i r9nna n n 1nt 1 Scale = 1: 70.1 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 0.41 Vert(LL) -0.29 18-19 >999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.69 18-19 >691 180 BCLL 0. 0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.23 11 n/a n/a BCDL 10. 0 Code FBC2017/TP12014 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. 4-21, 7-17: 2x4 SP No.3, 18-20: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 20-22, 16-18: 2x4 SP No.2 REACTIONS. (lb/ size) 2=1660/0-7-8, 11=1660/0-7-8 Max Horz 2=128(LC 11) Max Uplift 2=-302(LC 12), 11=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3178/1011, 3-4=-3694/1211, 4-5=-3187/1074, 5-6=-2857/995, 6-7=-3533/1204, 7-8=- 3508/1200, 8-9=-2326/871, 9-10=-2655/911, 10-11=-3141/1009 BOT CHORD 2-22=-821/2796, 4-20=-191/599, 19-20=-930/3266, 18-19=-926/3329, 7-18=-257/129, 14-16=- 757/2749, 13-14=-830/2754, 11-13=-830/2754 WEBS 3- 22=-634/240, 20-22=-804/2684, 3-20=-110/518, 4-19=-726/326, 5-19=-375/1221, 6-19=- 768/285, 6-18=-58/371, 16-18=-722/2722, 8-18=-302/1101, 8-16=-536/193, 8-14=- 773/239, 9-14=-259/890, 10-14=-526/230 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=40ft, eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 33-0- 0, Interior(1) 33-0-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1. 60 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 100 lb uplift at joint(s) except (jt=lb) 2=302, 11=302. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 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, 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 collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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 coppies. Thomas A. Alban PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23, 2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324974 PKS1966B-T A7T SPECIAL 1 1 Job Reference o tional) Mid -Florida Lumber, Bartow, FL. 1-0-0 4-7-6 6-8-4 9-0-- 0-0 4-7-6 4-0-14 0-3-12 5x5 = 2x4 11 3x4 = 6,00 12 4 5 33 34 635 8.13U s Sep 1 b ZU1 / MI I ek Industries, Inc. Fn FeD Z3 13:U4:Zb ZU16 rage 1 I D: rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-7MKNgN2XbIZUugELFSg Wa4rMtjaRiATprUupd4ziFF3 10-0-8 25-6-4 31-0-0 35-2-12 40-0-0 411-0-Q 5-6-4 5-5-12 i 5-5-12 4-2-12 4-9-4 1-0-0 Scale = 1:70.0 2x4 3x6 = 4x4 — 5x8 = 7 8 9 36 37 38 10 23 22 21 4x4 = 17 16 15 14 3x6 = 5x6 = 1.5x4 3x4 7x8 = 3x6 = 3x4 = 3x8 = 6x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.39 18-19 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.80 18-19 599 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.25 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3'Except' BOT CHORD 2-21,15-17: 2x4 SP No.2, 18-20,12-15: 2x4 SP No.1 WEBS 2x4 SP No.3'Except' 16-18,20-23: 2x4 SP No.2 REACTIONS. (lb/size) 2=1673/0-7-8, 12=1663/0-7-8 Max Horz 2=107(LC 11) Max Uplift 2=-298(LC 12), 12=-301(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3200/1023, 3-4=-3841/1237, 4-5=-3813/1285, 5-6=-4243/1399, 6-8=-4534/1497, 8-9=4486/1485, 9-1 0=-3272/1136, 10-11 =-2839/948, 11-12=-3130/1056 BOT CHORD 2-23=-833/2815, 19-20=-865/3168, 18-19=-1194/4243, 8-18=-313/157, 14-16=-693/2490, 12-14=-879/2772 WEBS 3-23=-769/270, 5-19=-406/1352, 6-19=-577/257, 6-18=-120/419, 16-18=-893/3105, 9-18=-407/1425, 9-16=-1149/416, 10-16=347/1095, 10-14=-53/391, 11-14=-340/212, 20-23=-812/2784, 3-20=-123/663, 5-20=-277/825 PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% Structural wood sheathing directly applied or 2-3-1 oc purlins. Rigid ceiling directly applied or 5-9-10 oc bracing. Except: 10-0-0 oc bracing: 20-22 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=40ft, eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 35-0-0, Intenor(1) 35-0-0 to 41-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Albani, Thomas, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies Of this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=298, 12=301. document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 MiTek° 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 ANSIITP11 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/Margate II 1966A-TRAY T13324975 PKS1966B-T A8T SPECIAL 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.13U s Sep 1 b ZU1 / MI I eK Industries, Inc. Fn Feb 23 13:U4:Z8 ZU18 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-31S7533n7 MpB77OkMti_fVxfiXCdAOj6JoNvizziFF 1 i1-0-0 39--4 7-0-0 8-8-4 12-5-1 16-3-10 20-0-8 244-15 26-7-9 33-0-0 36-2-12 1— 40-0-0 1-0-0 1-0-0 3-9-4 3-2-12 ' 1-8-4 3-8-13 3-10-9 3-8-14 4-4-7 1 4-2-11 44-7 3-2-12 33 9-4 1-0-d Scale = 1.70.1 4x12 = 6x8 = 4x6 = 3x4 = 1,5x4 ,I 4x6 = 3x6 = 1.5x4 II 5x8 = 6,00 12 4 5 32 33 6 34 35 36 7 37 38 8 39 9 10 40 41 42 11 43 44 12 1.5x4 Lip 1.5x4 3 13N, 1142320- o9 91 3x6 = 25 246x12 = 4x4 = 2x4 5x12 = 6x12 MT20HS = 19 51 4x8 = 3x4 II 52 18 53 54 17 55 56 16 7x8 — 6x8 = 3x4 = 3x6 = n0 i o c5 14 n 0 7-0-0 8-8-4 1 12-5-1 16 1 20-0-8 24-4-15 28-7-9 33-0-0 40-0-0 7-0-0 1-8-4 3-8-13 3-10-9 3-8-14 4-4-7 1 4-2_11 7-0-0 Plate Offsets (X Y)— 14:0-6-0 0-2-41 112:0-6-0 0-2PlateOffsetsY)— 0-2 -6 0-2-8L_[17.0-4-O,EdgeL[18:0-3-8 Edgel 20:0-7-4 Edael 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 0.78 Vert(LL) 0.61 20-21 >788 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 1.22 20-21 >393 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.33 14 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 467 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 20-23: 2x6 SP No.1, 17-19: 2x4 SP No.t 6-0-0 oc bracing: 23-24. WEBS 2x4 SP No.3 `Except* 23-25,4-23,18-20: 2x4 SP No.2 REACTIONS. (lb/size) 2=3115/0-7-8, 14=3048/0-7-8 Max Horz 2=-85(LC 6) Max Uplift 2=-670(LC 8), 14=-658(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6347/1349, 3-4=-6161/1321, 4-5=-8858/1890, 5-6=-11458/2437, 6-7=-12751/2708, 7-8=-12751/2708, 8-10=-12591/2693, 10-11=-7456/1630, 11-12=-7457/1630, 12-13=-6012/1295, 13-14=-6189/1319 BOT CHORD 2-25=-1144/5622, 24-25=-110/499, 5-23=-16171349, 22-23=-1807/9025, 21-22=-2318/11458, 20-21=-2604/12759, 8-20=-352/122, 18-19=-171/895, 17-18=-1774/8718, 16-17=-1061/5373, 14-16=-1117/5480 WEBS 3-25=-260/71, 4-25=3319/719, 23-25=-1192/6133, 4-23=1360/6641, 18-20=-1650/8051, 10-20=-932/4514, 10-18=-1770/453, 10-17=-1674/344, 11-17=466/191, 12-17=-581/2716, 12-16=-32/606, 13-16=-261/65, 6-22=-1091/254, 5-22=-606/2910, 6-21=-322/1564 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=40ft, eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip COL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=670,14=658. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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.39360 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 aaaea MAIM 01 1. MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Q Ply Park Sq Hms/Margate II 1966A-TRAY T13324975ty PKS1966B-T AST SPECIAL 1 2 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:29 2018 Page 2 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-XXO WI P4Pugy2lHywwaDDCjTgRwYsvTzGXS7TEPziFFO NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 178 lb up at 7-0-0, 24 lb up at 9-0-12, 24 lb up at 11-0-12, 24 lb up at 13-0-12, 24 lb up at 15-0-12, 24 lb up at 17-0-12, 24 lb up at 19-0-12, 97 lb down and 88 lb up at 20-11-4, 97 lb down and 88 lb up at 22-11-4, 97 lb down and 88 lb up at 24-11-4, 97 lb down and 88 lb up at 26-11-4, 97 lb down and 88 lb up at 28-11-4, and 97 lb down and 88 lb up at 30-11-4, and 195 lb down and 178 lb up at 33-0-0 on top chord, and 332 lb down and 76 lb up at 7-0-0, 176 lb down and 57 lb up at 9-0-12, 176 lb down and 57 lb up at 11-0-12, 176 lb down and 57 lb up at 13-0-12, 176 lb down and 57 lb up at 15-0-12, 176 lb down and 57 lb up at 17-0-12, 176 lb down and 57 lb up at 19-0-12, 66 lb down at 20-11-4, 66 lb down at 22-11-4, 66 lb down at 24-11-4, 66 lb down at 26-11-4, 66 lb down at 28-11-4, and 66 lb down at 30-11-4, and 332 lb down and 76 lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-12=-60, 12-15=-60, 24-26=-20, 20-23=-20, 19-29=-20 Concentrated Loads (lb) Vert: 4=-148(B)9=-97(B)12=148(B)25=332(B)16=-332(B)39=-97(B)40=-97(B)42=-97(B)43=-97(B)44=-97(B)45=-176(B)46=-176(B)47=-176(B)48=-176(B) 49=-1 76(B) 50=-1 76(B) 51 =-41 (B) 52=-41 (B) 53=-41 (B) 54=-41 (B) 55=-41 (B) 56=-41 (B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 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 p q iTek' 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 I Park Sq Hms/Margate II 1966A-TRAY T13324976 PKS19666-T A9 HIP 1 1 Job Reference (optional) Mid-F londa Lumber, Bartow, FL. 8,130 s Sep 15 2011 MI I ek Industries, Inc. Fn Feb 23 13:04:30 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-OSau Wk51 fz4vMRX7 UlkSkw02oKwTe3oPm6sOmrziF F? 1-0-0 6-7-0 12-7-8 18-8-0 21-4-0 27-4-8 33-5-0 40-0-0 41-0-0 1-0-d 6-7-0 6-0-8 6-0-8 2-8-0 6-0-8 6-0-8 6-7-0 Scale = 1:70A Sx5 = 6.00 12 5x8 = 6 1S 2b 21 14 13 12 26 29 11 3x4 = 4x6 = 3x4 = 3x6 = 3x6 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.29 11-12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.55 11-12 872 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=189(LC 11) Max Uplift 2=-302(LC 12), 9=-302(LC 12) PLATES GRIP MT20 244/190 Weight: 229 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. WEBS 1 Row at midpt 4-14, 6-14, 7-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3044/919, 3-4=2793/881, 4-5=1997/733, 5-6=-1713/707, 6-7=-1996/733, 7-8=2793/881, 8-9=3044/919 BOT CHORD 2-15=-722/2752, 14-15=-544/2256, 12-14=-334/1714, 11-12=-553/2203, 9-11=-730/2678 WEBS 3-15=-369/204, 4-15=-104/593, 4-14=-749/316, 5-14=-211/648, 6-12=-189/675, 7-12=-752/316, 7-11=-104/595, 8-11=-368/204 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. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 18-8-0, Exterior(2) 18-8-0 to 21-4-0, Intenor(1) 25-6-15 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Qt=lb) 2=302,9=302. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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 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 ANSI/TPIt Quality Crheria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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.3930 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324977 PKS1966B-T A10 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:12 2018 Page 1 I D:rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-XgU4kbtluRoTCg9fQ WQ E07Gw04lxQpsIdJV38uziFFH I1-0-0 5-11-0 11-3-8 16-8-0 23-4-0 I 28-8-8 34-1-0 40-0-0 41-0-0 1. 5-11-0 5-4-8 5-4-8 6-8-0 5-4-8 5-4-8 5-11-0 1-00 Scale = 1,69.5 Sx5 = 6.00 12 5x8 = 5 24 25 6 15 28 29 14 13 12 30 31 11 3x4 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 = 3x6 = Plate Offsets (X Y)-- f4:0-2-8 0-3-01 [5:0-2-8 0-2-4j [6:0-6-0 0-2-8j [7:0-2-8 0-3-01 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) 0.23 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber COL 1.25 BC 0.93 Vert(CT) 0.47 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=-169(LC 10) Max Uplift 2=-302(LC 12), 9=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3084/953, 3-4=2862/922, 4-5=2164/789, 5-6=-1876/762, 6-7=-2164/789, 7-8=2867/922, 8-9=3085/953 BOT CHORD 2-15=-766/2808, 14-15=-610/2376, 12-14=-424/1900, 11-12=-619/2300, 9-11=-775/2719 WEBS 3-15=-329/183, 4-15=-93/509, 4-14=645/281, 5-14=-159/630, 6-12=-157/703, 7-12=-645/281, 7-11=-93/508, 8-11=329/183 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 16-8-0, Exterior(2) 16-8-0 to 27-6-15, Interior(1) 27-6-15 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 This has beenwillfitbetweenthebottomchordandanyothermembers, with BCDL = 10.0psf. Item 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and 2=302, 9=302. 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 co es. Thomas A. Alban) PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek° 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 oftrusses and truss systems, see ANSI/TPI1 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 Hms/Margate II 1966A-TRAY T13324978 PKS1966B-T All HIP 1 1 Job Reference (optional) Mid -Florida Lumber 1 0 Bartow, FL. 7-7-4 7-7-4 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Feb 23 13:04:13 2018 Page 1 I D: rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-?s2Sxwu NflxKggks_DxTYLp5DU6x9DevszFdgKziFFG 14-8-0 20-0-0 25-4-0 32-4-12 40-0-0 1-0-0 7-0-12 5-0 5-4-0 7-0-12 7-7-4 -0-0 Scale = 1:6&9 5x7 = 1 5x4 'I 5x7 = 4 23 5 24 6 14 13 tr 12 to 11 10 3x6 1.5x4 II 3x4 = 5x8 3x4 = 1.5x4 II 3x6 I 7-7-4 7-0-12 5-4-0 5-4-0 7-0-12 7-7-4 Plate Offsets (X Y)— A 0-5-4 0-2-8],_ 6r .0-5-4,0-2-8],_[12:0-4-0,0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.18 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.36 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz 2=-150(LC 10) Max Uplift 2=-302(LC 12), 8=-302(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3062/958, 3-4=-2371/824, 4-5=2186/843, 5-6=-2186/843, 6-7=-2371/824, 7-8=-3062/958 BOT CHORD 2-14=-758/2667, 13-14=-758/2667, 12-13=-491/2031, 11-12=-499/2031, 10-11=-767/2667, 8-10=-767/2667 WEBS 3-14=0/319, 3-13=-734/306, 4-13=-103/516, 4-12=-115/409, 5-12=-351/175, 6-12=-115/409, 6-11=-103/516, 7-11=-734/306, 7-10=0/319 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; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-8-0, Exterior(2) 14-8-0 to 29-6-15, Interior(1) 29-6-15 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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. This item has been5) ' 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. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) sealed by Albani, Thomas, PE 2=302, 8=302. 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. Alban) PE No.393 0 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 verify the applicability of design parameters and properly incorporate this design into the overall WAN building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 Hms/Margate II 1966A-TRAY T13324979 PKS19668-T Al2 SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:15 2018 Page 1 I D:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-yFADMcvdBMB 137uE5ezxdmuQXHpldC9CJHkjkDziFF E 1-0-0 7-8-12 14-6-0 16-4-1 21-8-4 27-4-0 33-4-12 40-0-0 4,1-0-0 1-0- 7-8-12 6-9-4 1-10-0 5-4-3 5-7-12 6-0-12 6-7-4 1-0-0 Scale = 1:70.1 I . 416 5x6 = 4 5x5 = 1.5x4 I 5x8 = io — — 15 3 14 13 12 11 3x4 = 4x6 = 3x6 = 3x8 = 3x4 = 1.5x4 11 3X6 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.21 15-16 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.47 16-22 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1660/0-7-8, 2=1660/0-7-8 Max Horz 2=148(LC 11) Max Uplift 9=-302(LC 12), 2=-302(LC 12) PLATES GRIP MT20 244/190 Weight: 223 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. WEBS 1 Row at midpt 5-15, 5-13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3000/919, 3-4=2841/953, 4-5=2666/957, 5-6=-2517/897, 6-7=-2517/897, 7-8=2528/835, 8-9=3107/942 BOT CHORD 2-16=-711/2698, 15-16=-468/2094, 13-15=-592/2478, 12-13=-543/2187, 11-12=-761/2715, 9-11=-761 /2715 WEBS 3-16=-440/259, 4-16=-237/747, 4-15=-528/1652, 5-15=-1421/552, 5-13=-75/279, 6-13=-379/198, 7-13=-172/552, 7-12=-83/460, 8-12=-614/250, 8-11=0/267 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; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 30-4-0, Interior(1) 30-4-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except (jt=lb) 9=302,2=302. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ll REFERENCE PAGE MIF7473 rev. 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, 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 ANSIITPII Quality Crtteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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.393 0 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 N MiTek 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type I Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324980 PKS1966B-T A13 SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:16 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-Q RkbaywFygJuhHTQfMUAAzRZph9VJMaJLYxTHHfziFF D 1-0-0 7-6-4 14-6-0 18-4-1 23-8-4 29-4-0 34-4-12 40-0-0 41-0-0 0-d 7-6-4 6-11-12 3-10-0 5-4-3 5-7-12 5-0-12 5-74 1-0- Scale = 1:70.1 5x5 11 4 25 1b 31 32 15 14 13 12 11 3x4 = 5x5 = 4x6 = 3x8 = 3x4 = 1.5x4 II 3x6 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) 0.33 15-16 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.61 15-16 786 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 I Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=148(LC 11) Max Uplift 2=-302(LC 12), 9=-302(LC 12) PLATES GRIP MT20 244/190 Weight: 215 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3018/935, 3-4=-2841/956, 4-5=3298/1155, 5-6=-2901/1006, 6-7=-2901/1006, 7-8=2685/887, 8-9=3146/974 BOTCHORD 2-16=-712/2648, 15-16=-468/2030, 13-15=-784/2961, 12-13=-618/2343, 11-12=-799/2759, 9-11=-799/2759 WEBS 3-16=-442/261, 4-16=-222/790, 4-15=-662/1965, 5-15=-1614/637, 5-13=-252/58, 6-13=-377/197, 7-13=-253/772, 7-12=-69/398, 8-12=-488/208 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; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0, Interior(1) 18-4-1 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=302,9=302. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7477 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 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 ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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 coppies. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 MiTek 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324981 PKS1966B-T A14 SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04.17 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-ueHzn Ixuj_RI I R2dD3?PjB_og5Ts52gUnaDgp5ziFFC 1-0- 7-6-4 14-6-0 20-2-5 20 -1 25-10-0 31-4-0 35-4-12 40-0-0 1-0-0 1-0- 7-6 6-11-12 5-8-4 0-1-12 5-6-0 5-6-0 4-0-12 4-7-4 1-0- 5x5 = 16 15 14 13 12 11 3x6 = 1.5x4 11 3x8 = 5x6 = 3xl0 = 3x4 = 7-6-4 1 14-6=0 20-2-5 20-4-1 25-10-0 31-4-0 40-0-0 7-6-4 6-11-12 5-8-4 0-1212 5-6-0 5-6-0 8-8-0 Plate Offsets (X Y)— [7 0-6-0 0-2-81 (9 0-8-0 0-0-141 [13 0-1-12 0-0-01 114:0-0-0 0-1-121 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 CSI. DEFL. in (loc) I/defl L/d TIC 0.76 Vert(LL) 0.30 13 999 240 BC 0.89 Vert(CT) 0.61 12-13 784 180 WB 0.87 Horz(CT) 0.19 9 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=148(LC 11) Max Uplift 2=-302(LC 12), 9=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3063/919, 34=2398/807, 4-5=2365/801, 5-6=-3373/1125, 6-7=3373/1125, 7-8=2855/918, 8-9=3132/1011 BOT CHORD 2-16=-700/2668, 15-16=-700/2668, 13-15=-1009/3664, 12-13=-1010/3661, 11-12=-676/2507, 9-11=-840/2774 WEBS 3-16=0/310, 3-15=-721/281, 4-15=-505/1676, 5-15=-2018/694, 5-12=-368/100, 6-12=-365/190, 7-12=-359/1109, 7-11=-42/377, 8-11=315/186 Scale = 1:70.0 3x8 = PLATES GRIP MT20 244/190 Weight: 210 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-10-15 oc bracing. 1 Row at midpt 5-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0, Interior(1) 20-4-1 to 41-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Ot=lb) 2=302,9=302. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I-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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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 coppies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 E MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324982 PKS19666-T A15 SPECIAL 1 1 Job Reference optional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:18 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-MgrL_eyWU HZcwbdpnm WeFO WW R VnGq VOe?EyOLYzi FF B 1-0-0 5-2-I 9-10-3 14-6-0 18-5-1 22-4-1 27-10-0 33-4-0 36-4-12 40-0-0 41-0- 0- 5-2-55 4-7-13 4-7-13 3-11-0 3-11-0 5-6-0 5-6-0 3-0-12 3-7-4 1-0- Scale = 171.3 5x5 11 6.00 12 19 L6 za 18 17 16 15 14 13 5x12 3x8 6x6 — 8x12 MT20HS — 4x5 — 1.5x4 6x8 MT20HS — 3x4 — 4x5 = 5-2-5 9-10-3 14-6-0 18-5-1 22-4-1 27-10-0 33-4-0 36-4-12 40-0-0 5-2-5 4-7-13 4-7-13 3-11-0 3-11-0 5-6-0 5-6-0 3-0-12 3-7-4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 TCDL 10.0 Lumber DOL 1.25 BC 1.00 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 2-17: 2x6 SP DSS, 14-17: 2x4 SP No. 1 D WEBS 2x4 SP No.3 *Except* 5-17: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. lb/size) 2=3082/0-7-8, 11=1975/0-7-8 Max Horz 2=148(LC 7) Max Uplift 2=-751(LC 8), 11=-401(LC 8) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.48 15-16 >994 240 MT20 244/190 Vert(CT) -0.96 15-16 >499 180 MT20HS 187/143 Horz(CT) 0.21 11 n/a n/a Weight: 239 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-7 cc bracing. WEBS 1 Row at midpt 4-17, 7-16, 7-14, 6-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=6567/1595, 3-4=-5103/1227, 4-5=-3547/846, 5-6=-3595/863, 6-7=-4808/1063, 7-8=5137/1069, 8-9=-5119/1064, 9-10=-3674/734, 10-11=-3859/760 BOT CHORD 2-19=-1358/5824, 18-19=-1350/5791, 17-18=961/4494, 16-17=-807/4265, 15-16=-1220/6292, 14-15=-1218/6296, 13-14=-560/3268, 11-13=-620/3408 WEBS 3-19=-263/1083,3-18=-1498/448, 4-18=-468/1785, 4-17=1985/582, 5-17=-683/2896, 6-16=-340/1834, 7-16=-2681/546, 7-14=-1351/307, 8-14=-375/120, 9-14=-462/2193, 9-13=0/285, 6-17=-1898/412 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; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=751,11=401. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 112 lb up at 6-11-4 on top chord, and 311 lb down and 119 lb up at 5-0-12, and 62 Ito down at 6-11-4, and 1296 Ito down and 412 Ito up at 7-9-8 on bottom 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). LOAD CASE(S) Standard 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 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Ell MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324982 PKS1966B-T A15 SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-7=-60, 7-9=-60, 9-12=-60, 2-22=-20 Concentrated Loads (lb) Vert: 19=-311(F) 25=-90(F) 28=-39(F) 29=1296(F) 8.130 s Sep 15 2017 Miiek Industries, Inc. Fri Feb 23 13:1.)4:16 2U1b rage 2 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-MgrL_eyWU HZcwbdpnm WeFO WwRVnGgVOe?EyOLYziFFB WARNING - Verffirdesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 MiTek, isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Hms/Margate II 1966A-TRAY T13324983 PKS1966B-T B1 COMMON 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:30 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-08au Wk51 fz4vMRX7 UlkSkw04C Kvae55Pm6sOmrziF F? 1-0-0 5-1-4 9-8-0 14-2-13 19-0-0 _ 1-0-0 5-1-4 4-6-12 4-6-12 4-9-3 Scale = 1:34.3 4x4 = 4x4 = 5x8 = 4x4 = 9=8-0 19-0-0 19-410 9-8-0 9-4-0 04-0 LOADING (psf) TOLL 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 YES Code FBC20171TPI2014 CSI. TC 0.46 BC 0.84 WB 0.21 Matrix -MS DEFL. Vert(LL) -0.14 Vert(CT) -0.31 Horz(CT) in (loc) I/deft L/d 7-13 >999 240 7-13 >731 180 0.03 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=758/0-7-8, 2=822/0-7-8 Max Horz 2=98(LC 11) Max Uplift 6=-126(LC 12), 2=-162(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1272/425, 3-4=947/323, 4-5=-944/333, 5-6=-1249/429 BOT CHORD 2-7=-334/1116, 6-7=317/1068 WEBS 4-7=-137/559, 5-7=-342/200, 3-7=-388/215 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=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except (jt=lb) 6=126, 2=162. 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 co es. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ ai Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e' 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 MiTek 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 ANSIITPII 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 Hms/Margate II 1966A-TRAY T13324984 PKS19668-T B2 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:31 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-UK8Gj46gQ HCm_b6J 1 ? Fi H8ZG8kl7NXfY?mcaJHziFF_ 1-0-0 4-9-4 9-0-0 10-4-1 14-6-13 19-0-0 1-0-0 4-9-4 4-2-12 1-4-1 4-2-12 4-5-3 Scale = 1:34.8 4x4 = 4x4 = 4x4 - 4x6 = 4x4 = 3x4 = 3x4 = 9-0-0 1 -1 8-7-15 o 4-0 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 0.45 Vert(LL) -0.13 10-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.29 10-16 >793 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=758/0-7-8, 2=822/0-7-8 Max Horz 2=92(LC 11) Max Uplift 7=-126(LC 12), 2=-162(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1293/479, 34=978/361, 4-5=-819/363, 5-6=-972/371, 6-7=-1258/462 BOT CHORD 2-10=-397/1137, 8-10=-189/819, 7-8=-360/1079 WEBS 3-10=-384/235, 4-10=-85/301, 5-8=-82/256, 6-8=326/216 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=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 10-4-1, Interior(1) 14-8-12 to 19-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 100 Ib uplift at joint(s) except Qt=lb) 7=126,2=162. 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. Alban) PE No.393 0 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - verify design Parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ulf-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 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 MiTek isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324985 PKS1966B-T B3 HIP 1 1 I Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:32 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-yWhexQ61 BbKdclh VbjmxpL5L48cb6_2iDQL7gkziF Ez 1-0-0 3-9-4 7-0-0 12-4-1 15-6-13 19-0-0 1-0-0 3-9-4 3-2-12 5-4-1 3-2-12 3-5-3 Scale = 1:33.1 3 4x5 = 4x8 = 4 17 18 19 5 4X4 — 3x8 = 4x4 — 3x4 = 4x5 — 7-0-0 12-4-1 19-0-0 19-4-0 7-0-0 5-4-1 6-7-15 d-4-0 Plate Offsets (X,Y)— [5 0-5-4 0-2-01 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 0.82 Vert(LL) -0.09 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.19 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017(TPI2014 Matrix -MS Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc puffins. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 7=1387/0-7-8, 2=1428/0-7-8 Max Horz 2=73(LC 7) Max Uplift 7=-287(LC 8), 2=-318(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2662/578, 3-4=-2470/552, 4-5=-2209/517, 5-6=-2411/542, 6-7=-2531/554 BOT CHORD 2-10=-484/2351, 8-10=-416/2163, 7-8=-455/2185 WEBS 3-10=-273/69, 4-10=-26/646, 5-8=-12/583 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=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Qt=lb) This Item has been 7=287, 2=318. electronically signed and 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 Ib down and 175 lb up at sealed by Albani, Thomas, PE 7-0-0, 97 lb down and 88 lb up at 9-0-12, and 97 Ito down and 88 lb up at 10-3-4, and 195 lb down and 175 lb up at 12-4-1 on top using a Digital Signature. chord, and 332 lb down and 76 Ito up at 7-0-0, 66 lb down at 9-0-12, and 66 lb down at 10-3-4, and 332 lb down and 76 lb up at Printed copies of this 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not Considered8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copleS. Uniform Loads (plf) Thomas A. Albani PE No.39380 Vert: 1-4=60, 4-5=-60, 5-7=-60, 11-14=-20 MiTek USA, Inc. FL Cert Concentrated Loads (lb) Vert: 4=-148(F) 5=-148(F) 10=-332(F) 8=-332(F) 17=-97(F) 18=-97(F) 20=41(F) 21=-41(F) 9904 Parke East Blvd. Tammpapa FL 33810 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. 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 ANSIITP11 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/Margate II 1966A-TRAY T13324986 PKS19668-T C1 COMMON 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:33 2018 Page 1 ID:rFfnwM3Wq?G frcQMh4ZDxyq_6K-QjFO8m7wyuSUDuGi9QIAMZeZsYOQrSyrS45gMAziFEy 1-0-0 7-6-0 13-8-8 15-0-0 16-0-0 1-0-0 7-6-0 I 6-2-8 - 1-3-8 1-0-0 5 Scale = 1 28.9 4x4 = 3x4 = 11 1x4 II 2x6 118 3x4 = 2.I I LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 TCDL 10.0 Lumber DOL 1.25 BC 0.51 BCLL 0.0 Rep Stress Incr YES WB 0.14 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=686/0-3-8, 8=634/0-3-0 Max Horz 11=81(LC 11) Max Uplift 11=252(1_C 12), 8=207(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=389/42, 3-4=-564/277, 4-5=-550/279, 5-6=-456/104 BOT CHORD 2-11=-90/433, 10-11=-82/429, 9-10=82/429, 8-9=-82/429, 6-8=-82/429 WEBS 3-11=-553/473, 5-9=360/341 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.06 9-10 >999 240 MT20 244/190 Vert(CT) -0.12 9-10 >999 180 Horz(CT) 0.01 8 n/a n/a Weight: 58 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling 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=4ft, Cat. II; Exp B, Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost 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 100 lb uplift at joint(s) except (jt=lb) 11=252,8=207. 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. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 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 r a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p qbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIr PII 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 city Ply Park Sq Hms/Margate II 1966A-TRAY T13324987 PKS19666-T C2 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:34 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-uvpPL68YiCaLr2ruj7pPvmBkoxLNavC?hkrEucziFEx 1-0-0 7-0-0 8-0-0 13-8-8 15-0-0 16-0-0 1-0-0 7-0-0 1-0-0 5-8-8 1-3-8 1-0-0 4x4 = 3x4 = 2xG 44 - Scale = 1:28.9 1-0-0 01-12 5-10-4 1-0-0 5-8-8 0-7-8 0-8-0 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 0.61 Vert(LL) 0.08 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.12 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 63 lb FT = 20% 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 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=686/0-3-8, 9=634/0-3-0 Max Horz 13=77(LC 11) Max Uplift 13=-252(LC 12), 9=-207(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-392/67, 3-4=-567/301, 4-5=461/324, 5-6=-554/301, 6-7=-465/133 BOT CHORD 2-13=-105/435, 12-13=-99/434, 11-12=-96/435, 10-11=-100/433, 9-10=-100/433, 7-9=100/433 WEBS 3-13=-522/472, 6-10=-314/331 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=4ft, Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-0-0, Exterior(2) 7-0-0 to 8-0-0, Interior(1) 12-2-15 to 16-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Qt=lb) This item has been 13=252, 9=zo7. 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 coppies. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 MiTek' 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 ANSIITPII 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 Hms/Margate II 1966A-TRAY T13324988 PKS19666-T C3 HIP 1 1 Job Reference L tlp.onal) Mid -Florida Lumber, Bartow, FL. 1-0-0 5-0-0 5-0-0 4x4 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:35 2018 Page 1 I D:rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-M5NnZS9ATWiCTCQ4GrKeRJs8 Latl Mu8wOan R3ziF Ew 10-0-0 13-8-8 15-0-0 16-0-0 5-0-0 3-8-8 1-3-8 1-0-0 Scale = 1:27.7 19 20 21 22 48 = 12 3x4 = 1x4 II 1x4 II4x4 = 1x4 II 3x4 = 1-1_112 5-0-0 + 10-0-0 I 13-8-8 15-0-0 1-0-0 0-1-12 3-10-4 5-0-0 3-8-8 1-3-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.10 10-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.20 10-11 842 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 D WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=827/0-8-0, 12=999/0-3-8 Max Horz 12=58(LC 6) Max Uplift 7=-323(LC 8), 12=-419(LC 8) Max Grav 7=827(LC 18), 12=999(LC 1) PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=858/317, 3-4=-1031/417, 4-5=-845/383, 5-6=-1277/516, 6-7=-1263/463 BOT CHORD 2-12=-298/838, 11-12=-310/838, 10-11=-384/1116, 9-10=384/1102, 7-9=-384/1102 WEBS 4-11=0/266, 5-11=-315/129, 5-10=-15/367, 3-12=-497/249 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=4ft, Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left exposed , Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except Jt=1b) 7=323,12=419. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 223 lb up at 5-0-0, 70 Ito down and 114 lb up at 7-0-12, and 70 lb down and 114 lb up at 7-11-4, and 143 lb down and 223 lb up at 10-0-0 on top chord, and 76 lb down and 17 lb up at 5-0-0, 52 Ito down and 17 lb up at 7-0-12, and 52 lb down and 17 lb up at 7-11-4, and 76 lb down and 17 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-5=-60, 5-8=-60, 13-16=-20 Concentrated Loads (lb) Vert: 4=-96(F) 5=-96(F) 11=-46(F) 10=-46(F) 20=-70(F) 21=-70(F) 23=-41(F) 24=-41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411-7473 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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. Alban) PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13324989 PKS19668-T CJ JACK 4 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:36 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-q Ix9mo9oEpg34M?GgYrt_BGCnl9w1 ruH82KLzVziFEv 1-0-0 1-0-0 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=11/Mechanical, 2=130/0-3-8, 4=-2/Mechanical Max Horz 2=40(LC 12) Max Uplift 3=-11(Lc 9), 2=-56(LC 12), 4=-2(LC 1) Max Grav 3=17(LC 17), 2=130(LC 1), 4=13(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:7.9 3x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 7 >999 240 MT20 244/190 Vert(CT) 0.00 7 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=4ft, Cat. Il; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 2, 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 Copies. Thomas A. Albani PE No.393 0 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 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 4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` 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, 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 Hms/Margate II 1966A-TRAY T13324990 PKS19666-T CJ1 JACK 9 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:36 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-glx9mo9oEpg34M?GgYrt_BGCnl9_1 ruH82KLzVziFEv 1-0-0 1-0-0 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WE 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-7-8, 4=-0/Mechanical Max Horz 2=35(LC 12) Max Uplift 3=-3(LC 9), 2=-59(LC 12) Max Grav 3=11(LC 17), 2=130(LC 1), 4=12(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.0 2x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 244/190 Vert(CT) 0.00 5 >999 180 Horz(CT) 0.00 2 n/a n/a Weight: 5 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling 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=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 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. Albani PE No.393i MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 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 MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 Hms/Margate II 19664-TRAY T13324991 PKS1966B-T CJ2 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 3x4 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:37 2018 Page 1 I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-I U VX_8AR?7ywi WaTOGM6WPp NE9U7m18RNi3uVxziFEu 2-8-0 2-8-0 Scale = 1:12.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 3-6 >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/TP12014 Matrix -MP Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=104/0-7-8, 2=70/Mechanical, 3=35/Mechanical Max Horz 1=36(LC 12) Max Uplift 1=-6(LC 12), 2=-29(LC 12) Max Grav 1=104(LC 1), 2=70(LC 1), 3=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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(s) 1, 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. Alban) PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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 verify the applicability of design parameters and properly incorporate this design into the overall MiTek' builtling 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 ANSIITPII 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 Hms/Margate II 1966A-TRAY T13324992 PKS1966B-T CJ3 JACK 9 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:38 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-ng3vBU B3mR4nKg8fyztL3cLYwZgRVINacMpR 10zi FEt 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=71/Mechanical, 2=188/0-7-8, 4=36/Mechanical Max Horz 2=62(LC 12) Max Uplift 3=-26(LC 12), 2=-50(LC 12) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale. 1 "=1' DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling 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; 6=45ft, L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 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 coppies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 All, WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 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, 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 MiTek' iTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlrPll 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 Margate II 1966A-TRAY T13324993 PKS19668-T CJ3A JACK 3 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:39 2018 Page 1 I D: rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-FtcH PpC hXkCdxpjrVhPacqujCyAH ECdkgOY?agziF Es 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=74/Mechanical, 2=188/0-7-8, 4=34/Mechanical Max Horz 2=78(LC 12) Max Uplift 3=-47(LC 12), 2=-58(LC 12) Max Grav 3=86(LC 17), 2=188(LC 1), 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.01 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 HOr7(CT) 0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling 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, 8=45ft, L=24ft, eave=4ft; Cat. Il; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 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. Albani PE No.3930 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 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 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 MiTek. 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, 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 Hms/Margate II 1966A-TRAY T13324994 PKS1966B-T CJ3B JACK 1 1 Job Reference (o hp .ona1) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04,40 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-j3Agc9DJ12KUZzl230wp81 RsXMSrzftt3flY6GziFEr 1-0-0 3-0-0 Scale = 1:13.0 0=0 111_1i2_ 3-0-01 1 -0-0 0-1-12 1-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 Ib FT = 20% 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=41/Mechanical, 4=-54/Mechanical, 5=308/0-3-8 Max Horz 5=78(LC 12) Max Uplift 3=-36(LC 12), 4=-54(LC 1), 5=-125(LC 12) Max Grav 3=57(LC 17), 4=32(LC 12), 5=308(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (D) or less except when shown. 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=4ft, Cat. 11; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 4 except 0=1b) 5=125. 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 coppies. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 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 SM63 a truss system. Before use, the building designer must verity the applicability of design parameters and propedy incorporate this design into the overall WMA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 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 Hms/Margate II 1966A-TRAY I T73324995 I PKS19668-T CJ4 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 3x4 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:41 2018 Page 1 I D:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-BFk2pVDx3MSLB7tEd6R2hFzOgmpMi671 IJ 15eiziFEq 4-8-0 4-8-0 Scale = 1:17.1 LOADING (psf) SPACING- 2-G-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,25 Vert(CT) -0.05 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purfins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=184/0-7-8, 2=124/Mechanical, 3=60/Mechanical Max Horz 1=64(LC 12) Max Uplift 1=-12(LC 12), 2=-51(LC 12) Max Grav 1=184(LC 1), 2=124(LC 1), 3=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu@=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) and C-C Exterior(2) Q0-0 to 3-0-0, Interior(1) 3-0-0 to 4-7-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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(s) 1, 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. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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 verify the applicability of design parameters and propedy incorporate this design into the overall MiTek' 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 q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWTP11 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 Qry Ply Park Sq Hms/Margate II 1966A-TRAY T13324996 PKS1966B-T CJ5 JACK 7 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:41 2018 Page 1 I D:rFfnwM3Wq?GIfrcQ Mh4ZDxyq_6K-B Fk2pV Dx3MSLB7tEd6R2hFz?ZmoFi671 IJ 15eiziF Eq 1-0-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(L4L) 0.0 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.06 4-7 988 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-7-8, 4=64/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=-50(LC 12), 2=-54(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(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: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vutt=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) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 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. Alban) PE No.393 0 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 MiTek. isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 Hms/Margate II 1966A-TRAY T13324997 PKS1966B-T D1 MONO HIP 1 1 I Job Reference (option Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:42 2018 Page 1 I D:rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-fRIQ 1 rEZgfaCoHSQ BpyHDS W7fA_vRYKAXznfA9ziFEp 1-0-0 5-0-0 6-8-0 1-0-0 5-0-0 1-8-0 Scale = 1 19.1 4x4 1.5x4 II 3 4 2x6 — 1.5x4 II 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 0.55 BC 0.94 WB 0.07 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.16 6-9 >500 240 Vert(CT) -0.33 6-9 >236 180 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% 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.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. REACTIONS. (lb/size) 5=402/Mechanical, 2=368/0-7-8 Max Horz 2=91(LC 8) Max Uplift 5=-99(LC 8), 2=81(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=316/143 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=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 183 lb up at 5-0-0 on top chord, and 92 lb down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This Item has been9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). electronically signed and LOAD CASE(S) Standard sealed by Albani, Thomas, PE 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 using a Digital Signature. Uniform Loads (plf) Printed copies of this Vert: 1-3=-60, 3-4=-60, 5-7=-20 document are not consideredConcentratedLoads (lb) Vert: 3=-123(B) 6=-65(B) signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albans PE No.3930 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. _ a® Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not B, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Alm building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' iTek' 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 ANSIITPII 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 Hms/Margate II 1966A-TRAY T13324998 PKS1966B -T FT1 SPECIAL 1 1 Job Reference L tional mla-rtonaa LUMDer, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:43 2018 Page 1 I D: rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-7esoEB FBbzi3Q R 1 dk WTWmg2laaXMAwAJId WCjbzi FEo 3-3-10 3-3-10 2x4 11 4x4 — 44x= 1 2 6 g 3 6 3x1U — 4 1 5x4 II 1.5X4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.01 5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.02 5 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=912/0-6-12, 4=1316/Mechanical Max Uplift 6=-262(LC 4), 4=-392(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-880/267, 1-2=-792/235, 2-3=-792/235, 3-4=-1284/397 WEBS 1-5=-322/1086, 2-5=1423/469, 3-5=322/1086 Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling 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; 8=45ft, L=24ft, eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) except (jt=lb) 6=262,4=392. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 574 Ib down and 227 lb up at 2-4-0, and 574 lb down and 227 lb up at 4-4-0, and 574 lb down and 227 lb up at 5-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard This item has been 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 electronically signed and Uniform Loads (plf) sealed by Albani, Thomas, PE Vert: 1-3=60, 4-6=-20 Concentrated Loads (lb) using a Digital Signature. Vert: 7=-574 8=-574 9=-574 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic coppies. Thomas A. Alban) PE No.393$0 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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 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 MiTek. 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/TPI1 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 Hms/Margate II 1966A-TRAY T13324999 PKS1966B-T J5 JACK 5 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. r5. ISU 5 aep I D LV I I wn I — IIUUJm roS, r— ni reu ao — o rays i I D: rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-bgQASXGgMHgw2bcpl E_IJtbUTzprvTtT_H GmF 1 zi FEn 1- 0-0 5-0-0 1- 0-0 5-0-0 3x4 = Scale = 1:17.9 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.41 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >991 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 20% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=130/Mechanical, 2=264/0-7-8, 4=61/Mechanical Max Horz 2=117(LC 12) Max Uplift 3=-83(LC 12), 2=-70(LC 12), 4=-2(LC 12) Max Grav 3=150(LC 17), 2=264(LC 1), 4=92(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=4ft, Cat. II; Exp B, Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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(s) 3, 2, 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 copies. Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 verify the applicability of design parameters and properly incorporate this design into the overall swam p p iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 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, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13325000 PKS1966B-T J6 JACK 1 1 Job Reference (optional Mid -Florida Lumber, Bartow, FL. 2x6 = 6-8-0 6-8-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:44 2018 Page 1 I D:rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-bgQASXGgMHgw2bcpl E_IJtbQ Izn9vTtT_HGmF 1 ziFEn Scale = 1:22.0 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 0.64 Vert(LL) 0.11 3-6 >727 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.21 3-6 >385 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017TTP12014 Matrix -MP Weight: 21 Ito FT = 20% 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=264/0-7-8, 2=176/Mechanical, 3=88/Mechanical Max Horz 1=92(LC 12) Max Uplift 1=-21(LC 12), 2=-70(LC 12) Max Grav 1=264(LC 1), 2=176(LC 1), 3=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 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=4ft; Cat. W11; Exp B, Encl., GCpi=0.18, MFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-7-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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(s) 1, 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 co es. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 A&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 0 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. 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 cry Ply Park Sq Hms/Margate II 1966A-TRAY T13325001 PKS19666-T J7 JACK 12 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MITek Industries, Inc. Fin Feb 23 13:04:45 2018 Page 1 I D:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-30_ZftGS7aznfkB?sxV_r58baN6oew6cDx?JnUziFEm 1-0-0 - 7-0-0 2x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.12 4-7 679 240 TCDL 10.0 Lumber COL 1.25 BC 0.54 Vert(CT) 0.24 4-7 348 180 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 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=183/Mechanical, 2=34210-7-8, 4=90/Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-73(LC 12), 2=-59(LC 12) Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4 Scale = 1:22.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling 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=4ft, Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 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 coppies. Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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 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 Mirek` 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/TPI1 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 Hms/Margate II 1966A-TRAY T13325002 PKS19666-T J7T SPECIAL 6 1 Job Reference Io tipanal) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:46 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-YDYxtDH4uu5eHumBQf1 DOIgjWnU8NMZmRblsKwziFEl 1-0-0 2-7-8 4-9-9 7-0-0 1-0-0 2-7-8 2-2-1 2-2-7 wld 2x4 = 1.5x4 Scale = 1:22.9 LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 1 Plate Grip DOL 1.25 TCDL 10.0 1 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frPI2014 CS1. TC 0.88 BC 0.34 WB 0.12 Matrix -MP DEFL. in (loc) I/deft L/d Vert(LL) 0.15 8 >556 240 Vert(CT) -0.26 8 >323 180 Horz(CT) 0.13 7 n/a n/a I PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-9: 2x4 SP No.3 6-0-0 oc bracing: 2-9. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=10/Mechanical, 2=343/0-7-8, 7=269/Mechanical Max Horz 2=118(LC 12) Max Uplift 5=-17(LC 3), 2=57(1-C 12), 7=-54(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=362/181 BOT CHORD 3-7=331/392 WEBS 4-7=457/387 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=oft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-1 1-4 zone;C-C for members and forces & IVI for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 100 lb uplift at joint(s) 5, 2, 7. 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. Alban) PE No.393 0 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. 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 Hms/Margate II 1966A-TRAY T13325003 PKS1966B-T KJ5 JACK 2 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:46 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-YDYxtDH4uu5eHumBQfl DOlgpVnV7NMKmRblsKwziFEl 1-0-0 7-0-14 14-4 7-0-14 Scale = 1:17.5 12 6 1x4 11 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 0.50 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 25 lb FT = 20% 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 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=110/Mechanical, 5=31/Mechanical, 6=507/0-6-7 Max Horz 6=116(LC 8) Max Uplift 4=-67(LC 5), 6=204(LC 8) Max Grav 4=11O(LC 1). 5=80(LC 3), 6=507(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=370/221 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=4ft, Cat. ll; Exp B, Part. Encl., GCpi=0.55; MWFRS (directional), cantilever left exposed Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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(s) 4 except Qt=lb) 6=204. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 27 lb up at 1-6-12, 3 lb down and 27 lb up at 1-6-12, and 3 lb down and 58 Ib up at 4-4-12, and 3 lb down and 58 lb up at 4-4-12 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 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: 1-4=60, 5-7=-20 Concentrated Loads (lb) Vert: 12=4(F=2, B=2) 13=-10(F=-5, B=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 electronic copies. Thomas A. Alban) PE No.393 0 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4T3 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 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 MiTek" 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 ANSIITPI1 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 russ Type Qty Ply I Park Sq Hms/Margate II 1966A-TRAY T13325004 PKS1966B-T KJ5A CK1 J- 1 Job Reference (optional) Mid - Florida Lumber, Bartow, FL. 1- 4-4 1- 4-4 1151- 111111.i LOADING ( psf) 1 SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 10.0 1 Lumber DOL 1.25 BC 0.60 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=183/Mechanical, 2=371/0-11-6, 4=95/Mechanical Max Horz 2=89(LC 8) Max Uplift 3=-62(LC 8), 2=85(1_C 8) Max Grav 3=183(LC 1), 2=371(LC 1), 4=130(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 8. 130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13*04:47 2018 Page 1 I D:rFfnwM3 Wq?GifrcO Mh4ZDxyq_6K-OP5J4ZI ifC DVv2L OzMYSwWDvTBmM6gcvgFUQsMziF Ek 6- 10-9 7-0-1146- 10-9 0-2-5 Scale = 1:16.8 DEFL. in (loc) I/deft L/d PLATES GRIP Vert( LL) -0.11 4-7 >782 240 MT20 244/190 Vert( CT) -0.25 4-7 >340 180 Horz( CT) 0.01 2 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling 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=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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(s) 3, 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1- 6-12, 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 43 lb up at 4-4-12, and 3 lb down and 43 lb up at 4-4-12 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 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, 4-5=-20 Concentrated Loads (lb) Vert: 10=4(F=2, B=2) 11=-10(F=-5, B=5) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 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, 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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.393 0 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 f, IN Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-TRAY T13325005 PKS1966B-T KJ7 JACK 4 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Feb 23 13:04:48 2018 Page 1 I D:rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-UbfhHuJKPVLM WCvaX43hTjmARb85rC D2wEzOoziFEj 1-5-0 5-1-3 9-9-4 9-10-,13 1-5-0 i 5-1-3 4-8-1 0-1 9 d 2x4 = 1x4 II -... 5 Scale = 1:22.7 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 I CSI. DEFL. in (loc) I/deft L/d TC 0.41 Vert(LL) -0.04 6-7 >999 240 BC 0.50 Vert(CT) -0.08 6-7 >999 180 WB 0.36 Horz(CT) 0.01 5 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% 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 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=513/0-10-10, 5=327/Mechanical Max Horz 2=118(LC 8) Max Uplift 4=-57(LC 8), 2=109(1_C 8), 5=-47(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=790/97 BOT CHORD 2-7=-154/711, 6-7=-154/711 WEBS 3-7=0/284, 3-6=-774/168 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=4ft, Cat. ll; Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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(s) 4, 5 except Gt=lb) 2=109. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-1, 3 lb down and 11 lb up at 1-6-1, 3 lb down and 43 lb up at 4-4-0, 3 lb down and 43 lb up at 4-4-0, and 29 Ito down and 70 lb up at 7-1-15, and 29 lb down and 70 lb up at 7-1-15 on top chord, and 2 lb up at 1-6-1, 2 Ib up at 1-6-1, 5 lb down at 4-4-0, 5 lb down at This item has been4-4-0, and 22 lb down at 7-1-15, and 22 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. electronically signed and 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by Albanl, Thomas, PE using a Digital Signature. LOAD CASE(S) Standard Printed copies of this1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not consideredUniformLoads (plf) Vert: 1-4=60, 5-8=-20 signed and sealed and the Concentrated Loads (lb) signature must be verified Vert: 13=-59(F=-29, B=-29) 14=4(F=2, 8=2) 15=-10(F=-5, B=-5) 16=-37(F=18, B=18) on any electronic copies. Thomas A. Albanl PE No.393 0 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 verify the applicability of design parameters and property incorporate this design into the overall i•Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ 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, 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 t 4 . t Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11s' For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of theroutput. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS Cab 4 O ° '•' yf'a O U a _ a_ u U O a. C7-8 C6-7 CS-6 OF BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERWLETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 BCSI. 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. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY C C 41'- 0" T_ 0„ U M N CJ5 Q J7 HHL U I I VQ C') Q N QmmCJ3 Q w = OCO ~ Lo MUQ2CJ3 CJ5 J7 RT J7 I VT I J7 PT J7 CJ5 U CJ3 N J7Tof RT RT— U r J U 5'- co U m v CJ3A J 5 J5 J5 J5 J 4'- 8" J7 (7) U L U FT1 Q Q w = ZT 0 CJ3A Q r CJ5 CJ3 v v J6 L D1 TP 1 r CJ3 U N C r- 0° S/B 6'- 0^ NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. 53'- 8" v s• 4'- 8" L A w Q C`) 8- 4525 3IYTM: J L 2 - HUS26 FLR. HGRS MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 1966- B Park Square LEn RDRSS: 12" TRAY CLG. VEL. Margate II - B luismR P KS 1966 B-T " N/A i i0-4-1 I. RECORD COPY m 3 City of Sanford Building and Fire Prevention Product Approval 1 8- 452 Permit # 5 Project Location Address Sp ation Form SANFORD RTM 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.org. 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/Sidelite 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 Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hung 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 Florida Approval # including 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 Underlayments InterWrap, Inc Rhino Roof Undedayments 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 up 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 Signatu Applicant's Name Please Print) June 2014 Florida Building Code Online PaQe 1 of') VA BCIS Home Loe In ! User Registration Hot Topks Submit Surcharge Slats 6 Facts Publications FBC Stay SCIS Site Map ( Linis Search b Prodt Approvaldn r a-mUSERPublic User Product Approval Menu > Produa or Aoolication Search > Aoolication List > Application Detail rye: t 4 FL n FL8871-R6 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 rickv,,@rA,bidgconsultants.com Authorized Signature Vivian Wright rickA,@rwbidgconsultants.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 J. King, P.E. R Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL6871 RS COI f b) Certificate of Indeoendence.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 Eouiv (b) Eauivalencv of Standards.odf Year 1996 1999 2003 1998 20DO 1995 1994 https:lli>,-Nvr.floridabuilding. oralprlpr_app_dtl. aspx?parain=wGEVXQurtDgt ,3Ij Wa1;2nHx... 1 /2 6/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/17/2017 Date Validated 10/17/20i7 Date Pending FBC Approval 10/19/2017 Date Approved 12/12/2017 Summary of Products 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 RS II (b) Inst 8871.1.gdf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 8871.1 for Design Pressure Ratings by Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL6871 R8 AE (b) Eval 8871 1 odf specific Model and for any other additional use limitations and installation instructions. Created by Independent Third Party: Yes 6871.2 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 Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 8871.2 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. FLS871 R3 Ir (b) Inst 8871.2.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL8871 R8 AE (b) Eval 8871.2.odf Created by Independent Third Party: Yes i 8871.3 c. "ClassicCraft" or "ClassicCraft 13'6 x 6'0 "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 Impact Resistant: Yes Design Pressure: N/A Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Other: See INST 8671.3 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. (For FiberClassic and FL8871 R8 AE (b) Eval 8871.3.odf Created by Independent Third Party: Yes Smooth5tar sidelites, this product approval requires the use of "I" 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) 16st 8871.4 odf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.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.) 6871.5 I e. "FiberClassic" or "SmoothStar" x 8'0 "Impact" Opaque Fiberglass Single Door (X) - 13'0 Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) inst 8871.5.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 6871.5 for Design Pressure Ratings by FL8671 RS AE (b) Eval 8871.5.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. https://v,,%v N,.floridabuilding. org/pr/pr_app_dtl.aspx?param=\rGEVXQ«tDgty3I. Wak2nHr... 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 F18871 R8 II (b) Inst 8871.6.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 8871.6 for Design Pressure Ratings by FL8S71 R8 AE (b) Eval 6871.6.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.) 6871.7 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.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 8871.7 for Design Pressure Ratings by specific Model and for any other additional use limitations FLSS71 R8 AE (b) Eval 8871.7.Ddf Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" 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'D "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 FL8871 R8 II (b) Inst 6871.S.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 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 6'0 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 SS71.9.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 8871.9 for Desion Pressure Ratings by FL6871 R8 AE (b) Eval 8871.9.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.) Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 650-487-1524 The State of Florida is an AA/EEO employer. Coovricht 2D07-2oi3 State of Florida.:: Priva- Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records. If you do not scant your e-mail address released in response to a public -records request, do not-sead ele :conic 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 provide 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: C ed1, :Ca,d Safe https://,A1 N,,r.floridabuI. ing.org/pr/pr_app dtl.aspx?param=\ GEVXQN-tDgty3Ij'A7ak2nHr... 1/26/2018 o'. FIS r' r i 1 rc IM, 1 II! Y•(<, Xf r' ` 3 .n. Sr br tih j. •r t4rcn. SMOOTH STAIR & FIBER CLASSIC FiBERGL,ASS SiNG'LE WP,ACT" DOOR w/ "NON -IMPACT" SIDELITE iiVSWiNG / OUTSWING GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 61h Edilion )2017) Florida Building Code (FBC) structural requirements including ilia "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as Ilsled and spaced cis shovm on daloils. Anchor embedment to base moleriof shall be beyond wall dressing or stucco. 3. When used In the "HVIiZ- ilia opaque door complies vdfh Section 1626 of the Florida Building Code and does not require an impacl resistant covering. The non-impott sfdelile must be protected with an impact resistant covering complying with Section 1626 of ilia FBC. 4. When used In areas outside of the "HVHZ" requiring wind borne debris protection. Ilia opaque door complies lvllh FBC Sections 1609.1.2 & R301.2.1.2 and does not require an Impact resistant covering. The opaque door meals missile level Wand includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 11,07.1.2.2 & R301.2.1,2.1. Tho non•impact sfdeliles must be protected w1h on impact resistant covering complying with FBC Sections 1667.1.2 & R301,2.1.2. 5. For 2x slud framing construcllon, anchoring of these units shall be ilia same as that shown for 2x buck masonry construction. 6. Site conditions Ilia[ deviate from the details of flits drawing require ludher engineering analysis by a licensed engineer or registered archilect. 7. Oulswing configurations using coastal sill Item 114 under active door, and au sills used under ilia sfdeliles, meet water inliltralion requirements for "HVHZ". 8. Inswing configurations and oulswing conBgurolions using sill item 05 under the door do not meet the water infiltration requirements for the "HVIiZ" and sholl be installed only 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 OP CONTENTS SHEER! DESCRIPTION 1 Typicol elevations, design pressures & general notes 2 Door panel details (Smooth star) - 3 Door panel details (Fiber classic) 4 Sidelile panel delalls _ 5 Hadzonlal cross sections ` 6 vertical crass sections 7 Vedicalcross sections B Buck anri frame anchoring -2X buck masonry construction Frame anchoring - iX buck masonry conslmclion _ 9 16Components & Gl_ozing delnlls - I j Biu of Mgierlals n n7tJ 54.75" MAX. O.A. FRAME WIDTII 37'75 MAX. _ 1550"MAX. N' z FRAME WIDTIi FRAML- WIDiH 36.)0 MAX, _ 13.75"MAX. PANEL WIDTH~ I PANELWIDTI-I vtwryltr IsFi O or v U w 5 wO f d b ry O rn P i J, OVERALL '' DESIGN PRESSURE FSF)', DOOR TYPE ,: WING FRAME n.-: t[)IMCNSION' PO51T7VC NCG ITIVE(i INSWING 54. 75" x 93.00" 60.0 60.0 SMOOTH STAROUTSWING 54. 75" x 96.50" 65.0 65.0 FIRER INSWING 4. 75" x 98.00" 60.0 60,0 CLASSIC OUTSWI140 54. 75" x 96.50" 65.0 65.0 See Sheet 10 for design pressure timilallons. m N P•, 'U " ri le: <C n U* e O at07 U N-• i U x 7 U E m ` m° U° oa in" In ( L Oz° C rJ SCAIet N. T,s, uwo.IN: DWS cue, er, LFS erNWINe NO.! FI.-8871. 6 weer _L OF 111 L DETAIL A -A J D,001 PANEL 40 sulooll) 000000000000000000000.0 000000000000000 0.00000 00000000000000a_ 000000000000000000000000000000000000000000000 0000 - 00000 0000000000000000000000 000000000000000 0.. . . o o o o 0 o 0 00000000 DETAILA-A Ponel reinforcement INTERIOR HORIZONTAL CROSS SECTION x 6: z C) P N, Z 0 M z00n Z. J oj zE cC; 0 (L o oo c ozEc cIJ n 0 7s0, 4.02" I'd TYP, 4 CORNERS OF PANEL EXTERIOR INTERIOR of 0 0 O. Q(o)c Mykq 4NINGESTILE 45 )-'-OToM lAll 28,867 OPEN AREA MAX. t 2 VERTICAL CROSS SECTION' 1\i BY.. DWS BY, LFS VING no.: . FL-8B71.6 OF U, 5 EXTERIOR Zvi z Z z b Jill N INTERIOR I z ci a -Z wC. 1 HORIZONTAL CROSS SECTION 6 oz A JT. b. 0 ADT 0 1.53, IYP, 4 13 CORNERS OF PANEL n EXTERIOR INTERIOR Q:co DETAIL A -A 8_ppO PANEL fa fn V, 00000000 Fji T 0000000 61 000000000000000000000000000000 67) 66 2s 0000000 000000— 00000000 Q -5: 0000000oc0000000000000 00000000 00000 Jo, tz00 -.00-01E 1 640000000 HINGE SDLE BOTTOM RAIL 65 000 0 z 0000000 28.86% OPEN I 00000000 AREA MAX. DATE: 05122108 SCALE N.T.S. O VERTICAL CROSS SECTION00000000 Dwo, BY: DWS 11K. UY: Lrs I)ETAILA-A DruwING 140, - — Panel reinforcement FL-8871.6 JSHEET 3 or 11 I 0 4 /O4O` 4 58 6.49" MAX. D.L.O. -- 71 71 71 / a ' 4 72 EXTERIOR 58 72 _ Uc * qT o o- 3J—u 13.%S'MAX. 57 57 p : m PANEL — 56 6g 48 Nil zZ 47`0' d WIDTH I— YI . _ •. .yy: d i of m576747 ry 1` ` o n m zL.....•1•N G1 Q69 49 ~ v a x z d N o Em ?m a INTERIORG1 ` 26 nr: C mM 9 o t m 23 h Y a dam x ' L auwu o c Z 0 4 1 HORIZONTAL CROSS SECTION o O(Classic craTl&rustic) 4 G2 3 / d 4 EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIORN — 6.5T' MAX. D.L.O. z oa7268 G2 G2 6f) 72 A MI 67 EXTERIOR 67 64 wa N w 26 wuun a230O STDElREPANEL a) a En - INTERIOR 1.53" -- in 2 2 HORIZONTAL CROSS SECTION 4 (Fiber classic) o 0 SOP RAIL w gw o I sideule a o 48 — 6.71" MAX. D.LO. 48 N a72 47 EXTERIOR 47 72 0 0 0 0 I IU IJ 12 p '4 rj STELE 1 Sidelile 49 J M N ^ ZG3INTERIORG349once:OS/22/DQ z2323WE: N.T.S. HORIZONTAL CROSS SECTION 73 73 73 Wo , Dws 4 m ISmooth star) ow. or: LFS 3 UMWIrlG No.: U 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION FL—s871.6 m QqBOTTOM RAIL 73 Sidoilla Classic craft & usllc) (Fiber classic) q (Smooth story a sileEY 4 or1 0 d 6 b 7 7 a C `N:ul v aO;r 7 Z kl.:0`N Om z 30t z 5 INTERIOR 7D ro 9 cw 5 — v -E GEOTi.i O JLL n EXTERIOR o z M 0 o 1-1/4"MIN. q0 r C,N EMB.(TYP.) d a 4 HORIZONTAL CROSS SECTION w vw zo E 5 51iownw/IX sub -buck t 2 L o D 3 3 4 D g B 6 6 7 7 g a a 6 5 6 5 L O.t5" 6 b 7 7 0.15" L C'SINK L C'SINK — r (TYP.) ITYP.) ^••. i v 9 g g y ?` U o 1 t1 70 a ? o ut 10 10 INTERIOR `• o o von a•ritlllAtl Ur! r / O L INTERIOR \ i `ylggtl R o n' u L i \ c2 Q O_ _O N O ] EXTERIOR 7D r n w z 0 M M ^ 05/22/08ly1240EXTERIORq016NC mm G L C 11 E SCALE. N.T.S. 1-1/4 MIN. 60 60 _1.114"MIN. on•G.eY-. DINS m' EMB. ITYP.) EMB. (TYP.I Cra, e,•; LFS 3 l_ HORIZONTAL CROSS SECTION 2l HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION OMMING NO.t 5 Oulswingshown-Inswng 5 Ou]swing shown-Inswng 5 Outswingshown-insuring FL-8871.E a also approved also approved also approved SNEEE 5 OF1'. Q EXTERIORINTERIOR VERTICAL CROSS SECTION 6 Oulswingshown- inswing also approved EXTERIOR INTERIOR 1 41 VERTICAL CROSS SECTION JInswing configuration seegeneralnotessheetI for " HVHZ" water infiltration requirements a da d w EXTERIOR • //-- INTERIOR OVERTICAL CROSS SECTION Shownw/ IX sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION JInswing configuration seegeneralnotessheetI for " HVHZ" woler Infiltration requirements INTERIOR i 4A,: m EXTNk 1\\` o n °0 z6 11111 \1 ,, U N •• Z U 41 40 `^ inµ 'mana' t60 oZ v 0 Z p O Q6 m wc. 5 N o VERTICAL CROSS SECTION zm cai 6 Oulswing configuralion K see general notes sheet 1 I a for " HVHZ" water infiltration o requirements a INTERIOR EXTERIOR 61 VERTICAL CROSS SECTION Outswing uiallon seegeneralnotessheetI for " HVHT' water infiltration requirements E: N.T.S. BY.. DINS er: LFS vnlc 140.: FL- 8871.E T 6 OF I I p. M ?o9a 0U EXTERIOR U INTERIOR 1 VERTICAL CROSS SECTION 7 Oufswing shown - Inswing also approved EXTERIOR INTERIOR I 4 VERTICAL CROSS SECTION 7 Insvnng conligurallon EXTERIOR // INTERIOR VERTICAL CROSS SECTION 7 Shown w/IX sub -buck EXTERIOR INTERIOR VERTICAL CROSS SECTION 7 Inswing confguralion m u rr-- u Mco J INTERIOR EXTERIa", Pt 2 o °n °z UN •• NI y' = o Z. 0 nl D a h VIM J O L v. ° v. •. o o v Ito m U F a VERTICAL CROSS SECTION of7JOulswingconfigurallon a INTERIOR EXTERIOR Z a I iNQ D 7 1r q b VERTICAL CROSS SECTION 7 Oulswingconligurolion 0 DATE. 05/22/08 SDAlE. N.T.S. DWS u cNx. BY. LFS 3 DRAWING NO.; FL-8871.6 SHEET 7 OF I i MASON OPENIN 2X BUCK 4" B '1 I --1 1-- 4„ D II RY 1 TYP. HEAD & I I G JAMBS II MULLION II SNOWN FOR I I RCPERENCE ONLY II II yu II d II I I FF I I I I II BUCK ANCHORING r I 0 CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the corners may be adjusted to maintain the min. edge distance to rnorfarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarlofnts, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor fable: HINGEJAMB ANCHOR ANCHOR ii. MIM' MIN,tLEARANC MIN,CL:RARANCE MDEDMENi TD MASONRY ADJACENT ;. ITW TAPCON® 1/4" 1-1/4" 2" 4" ELCO ULTRACONG 1/4" 1.1/4" 1" 4" WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 518" edge distance, I" end dKlance. & I" o.c. spacing of wood screws to prevent the spliliing of wood. O\`` lll rA•r'' i it s 0 1 =:y Z PV R V L Z O 2 U TYP. HEAD& ed MASONRY JAMBS N o i o ] a in L4 Ln OPENING m 9, cwE 0: O FRAMES o° io N NO L Zv o 2XBUCK MULLION o z Zd i I F it w Uzi 0 N1_ TYP. SILL TYP. SILL o O a I m a xx4a>- FRAME ANCHORtNG STRIKEJAMB Masonry 2X buck conslructlon HINGE DETAIL LATCH A DEADROLT DETAIL Scar: N.T.S. M. UY: DINS WK. BY.. LI'S DMWMO NO.: FL-8871.6 SHEET 8 OF 11 THIS ANCHOR REQ'D WHEN 4•. 3 YI TAPCON MIN MIN CLEARANCE MIN,CLCAf ANCE LYRE EMBEDMENTZE TO MASONRY iO ApJACENi ;. EDGE. ANCHOR':.;; 5.77' L 00 1 THRESHOLD Inswing udjuslabie 4.57" 1 m L 4 THRESHOLD Oulswing toad., L S.B5" 14114.R 171 2 TfIRE5fI0LDInssvingadjustable 5.75" L E; 5 TI"ESf OLD Oulswing slondord 2.14"' Y8 INSWING SIDELITESpacer I /? GLASS 3/4" THK. BITE ^I F- GLASS 1 /8" TEMP. AIR SPACE I /8"'LEMP. SWIGGLE GLAZING 24 SPACER GI GLAZING DETAIL 3/4" huulaled glass 5.8T' J THRESHOLDInsvnngsetl-adjust I— 5.83" V•i b 6 TFIRESIOID Inswing MAX. DESIG14 PRESSURE _ +/- 50 PSF] M 21 INSWING SIDE.UTESpacer g2 GLAZING DETAIL1Insvloledglass 1"THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. GLAZING 2.12" --{ 22 OIEIININGSIDELWESpacer 7/16" GLASS BITE G3 GLAZING DETAIL 1/1 msulolad gloss 1 /2" THK. GLASS 1 /8" TEMP. AIR SPACE 1/8"TEMP. DAM 05122108 25"STEEL scut: N.T.S. INTERCEPT Dwc, sT : UWSSPACER CIDL BY: LFS 3 DMYIDm FL-6871.6 SHEET _10. DF. 11 e 1 p1 rl U 7 z 4; `O & rrrrr P m z1111 o nn r u N .: m z zuNuEmm Na man,. LL E ozE oQ9wJ0. o QN J a` g w w o o m o a a t2arnm U V h 1 UN UN v Ln o z n. t>o Co N W oQoo k m I-j n o 0 a vaa n ux b N N 1UNQ joGN0 ] NOTE: WOOD DOOR COMPONENTS: PINE (SG>= 0.42) µn ry o T z a DATE: 5122 06 i scmz N.T-S. n DWO. BY: I)ws m CHK. BY: LFS ; K OWING NO.: m FL-6671.6 0 SHEET 11 OF 11 H BILL Of MATERIALS ' 17FM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS 8 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072"THK. (SMOOTH STAR Fy = 6,000 PSI MIN. FIBERGLASS C MAX. 1 /4"SHIM SPACE WOOD 42 TOP RAIL (SMOOTH STAR) COMP, D I%4" X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR) WOODJLVL E MASONRY -3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWOLOCKCONFORMINGTOASTMC90 CONCRETE 44 I TINGE STILE (SMOOTH STAR) WOOD 45 B01TOM RAIL (SMOOTH STAR COMP. F 1 /4" X 2-3/4"PFIi ITW CONCRETE SCREW STEEL 4G PANEL REINFORCEMENT 0.023" TFIK. (SMOOTFI STAR) STEEL H 3/16" X 3-1lA" PFtI ITW CONCRCTE SCREW STEEL 47 FOAM CORE POLYURETHANE I 1/4" X 2-1/4" PFH ITW CONCRETE SCREW STEEL 4B SIDELITE SKIN (SMOOThI STAR) FIBERGLASS J 1 /4" X 3-3/4"PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME SMOOTH STAR PVC K 1/4" X 1-3/4" PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L 4110 X 2-1 Florida Building Code Online Page 1 of') 7. v' r: A 'xa'h73x +.. '`' 4 p 'ice .}.' t - 1 s ,,zt e '• .•+f#e"._ayi t , shrr. LDS (; -:"LiI ,' BCIS Home j Log In User Registration Hot Topics ! Submit Surcharge Stats E Facts i Publications FBC Staff i SC1S Site Map Lints i Search i a3 n Product Approval USER: Public User Product Agproyal Menu > Product or Application S=arch > AgpliCPticn Lis > Application Detail FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinoer bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer r Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas 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 FL15332 R4 COI FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A.440 2008 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https:ll,A,"T.floridabuilding.oralpr/pr_app_dtl.aspx?paraln= ,GEVXQ«-tDgtH8 :-) 72gvdNT71d... 2/ 1 /2018 Florida Building Code Online Page 2 of 3 Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 Date Approved 10/10/2017 Summary of Products FL # I Model, Number or Name I Description 1S332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"r.80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5332 R4 11 08-00500E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5332 R4 iI 08-00498E.L)df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.odf PRESSURE RATINGS Created by Independent Third Party: Yes i 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5332 R4 II 08-02248C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 51296BC.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 11 08-02249C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512069C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED Y.XY, 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5332 R4 II 06-02250C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL1S332 R4 AE 51297DC.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00499E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE S10806D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 RIES 420 REINFORCEDALUMINUM SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R4 II 08-OOS01E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports https:/iz;,Nkr",.floridabuildin-. or,/pr/pr_app_dtl. aspx?param=N,GEZT'Qu tDgtH8 5 72gvd A7Id... 2/ 1 /2018 Florida Building Code Online Paae 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL 5-3D R4 A= ' 10808D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 430/44D ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No F1_15332 R4 II 08-00502E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLi5332 R4 AE 510809D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 R4 II 08-00503E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R4 AE 510810D.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 2601 BI S[ E R d T it h s Ft 32109 Phone: 8SO-4S7-1-824 The Sate of Florida is an AA/EEO employer. Convriaht 2007-2013 Sta-. of Florida :: Privacy Statement :: Acces,ibilt, Statement :: Refund S otament Under Florida law, email addresses are public records. If you do not v:ant your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, conteQ the office by phone or by traditional mail. If you have any questions, please contact 650.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effetive October 1, 2012, licensees licensed under Chaptar 455, F.S. must provide the Department with an email address If they have one.. The emals 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 dick here . Product Approval LEE1.—E tie U-6d1i. LC_Td' Safe httpsJh7,r\Nrw.floridabuildincr.org/pr/pr_app_dtl.asp?param=rGEVXQ-,NtDgtH8572q-fdNVId... 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 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. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMIRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5, FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING 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 INSTALLA71ON DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. 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 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—T5 .048" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO, XX, XP, PX, XIP, FIX I TABLE OF CONTENTS 1 SHEET NO.1 DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATIC REVISIONS I REV I DESCnivnoN I DATE I APPROVED 1 A ADDED FLANGE AND FIN INSTALLATION 1 12 10 13 R.L. B REVISED INSTALLATION DETAILS OB/03/1S R.L. C REVISED INSTALLATION DETAILS I 06/21/17 R.L. MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" NOTES DRAWN: DWG NO. REV V.L. 08-02249 C NTS I DATE 10/30/13 I SHEET 1 OF 10 L. ROBERTO LOMDS P.E. 1432 WOOOFORO RO LEWISVILLE. NG 27023 434-660A609 rllomasnlrlomaspe.00m SIGNED: 0612112017 P, l lL v, •G E N S'giP 7Af, TATE OF ; tv n.'[ORIlDt- ss ONAIIII 1E G` Luis R. Lomas P.E. FL No.: 62514 I FI HI G" MAX - 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED I- ( 17" MAX ,) O.C. 6" MAX 17" MAX O.C. I6" T- AX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DCSIGN PRESSURC RATING IMPACT RATING 35.OPSF NONE SEE CHARTS Ni AND k2 FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE: 48 1,2" x 95' Z MAXIMUMD.L.O.:44518"x90518" HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99.04.145) AT 38 3/4" ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-TG REIN FOR C EMENT (668) AT ALL PANEL INTERLOCKS CHART t7I WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. crr NnTr o .cNrrT r Design pressure chart (psq Frame Single Panel and Tnlal FrRrre W1dlh In) Height 30.0 30.0 42.0 48.0 60.U0 72.00 84.00 96.00 In) Pas Neg Pas Neg Pas Neg Pas Neg 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40,0 42.0 88.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 92.0 40.0 1 52.4 40.0 45,4 40.0 40.6 37.1 37.1 96.0 140.0 49.8 40.0 43.1 38.4 38.4 35.0 35.0 CHART M2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chatt(psn Frame Single Panel and Total Frame Width In) Height 30.0 1 36.0 42.0 40.0 GIi 60.00 72.00 84.00 96.00 Poo Neg Pos Neg Pas Neg 84.0 58.4 58.4 50.9 5D.9 45.7 45.7 08.0 55.2 55.2 48.0 48.0 43.0 43.0 M42.042.0 92.0 52.4 52.4 45.4 45.4 40.6 40.69fi.049.8 49.8 43.1 43.1 38.A 38.4 CI TART N3 Number of anchor l ocotions regolrerl Frame Single Panel and Toll Fralre V dth (in) Height 30.0 1 36.0 42.0 48.0 in) 60.0 1 72.0 84.0 96.0 HAS Jamb HAS Jamb HAS Jamb HAS Ja nib 84.0 4 6 5 6 6 6 88.0 4 6 5 6 6 6 92.0 4 6 5 6 iE' 6 6 96.0 4 6 5 6 6 6 REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" ELEVATION DnnwH: Dwc No. R V.L. 08-02249 SCALE NTS JDAIT 10/30/13 I 1HEET2 OF 10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 4346079.0009 rlMmaetu lrlomacpa.r.'orn SIGNED: 0612112017 l t0 i OENSF; q t+ No 6b1 K3 1 st+t Y- 0 PAT- OF r d • f- I R10H••` Luis R. Lomas P.E. FL No.: 62514 ti FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — I L 17" MAX I I O.C. 6" MAX 17" MAX O.C. 6" T— AX 1ME GHT 6" MAX 6" MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT -ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED f35.OPSF NONE SEE CHARTS #1 AND A2 SHEET 2 FOR OTHER UNITS RATINGS HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99-04-145) AT 38 3/4' ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS REV DESCRIPTION DATE MPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. NOTES: 1. NIAXIMUM PANEL SIZE: 48 112' x 95' 2. MAXIMUM D. L.O.: 44 5/8' x 90 5/8' CHART A'4 Number of a ncbor loca rlons required Fralm Single Panel and Total Unit Widlh (in) Height 30.0 36.0 42.0 48.0 1n) 60.0 72.0 84.0 96.0 HdS Jamb H&S I Janlb NdS Jamb ids Jamb 84.0 4 6 5 6 G 1 L3 6 6 88.0 4 G 5 6 6 6 6 G 92.0 4 6 5 6 G G 6 fi 96.0 4 6 5 6 6 6 G 6 MI WINDOWS AND DOORS LLC 65D WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FIN ELEVATION DRAWN! OWD No.R V.L. 08-02249 scA E NTS °ATE 10730/13 sHE-3 OF 10 L. ROBERT'O LOMAS P.F.. 1432 WOODFORD RD LEWISVILLE. NC 27023 434-608-0609 rilonia@lrfon;agpe.com SIGNED: 0612112017 i I)J' 51 • * = STATE IO iS Al i iS NA"Ea\\O Luis R. Lomas P.E. FL No.; 52514 1/2" MIN. EDGE DISTANCE WOOD FRAMING — 1 3/ E MIN. EMBEDMENT OR 2X BUCK BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X DUC1C INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHCRS TO DE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT SIN. cwc vIoTANCE 1 3/8" MIN. EMBEDMENT 1 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 09/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. INTERIOR N1121-111 u JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X DUCK INSTALLATION SIGNED: 0612112017 MI WINDOWS AND WEST RDEDOORSREETLLC 5\9IILf/// GRATZ. PA 17030 L ENS 9J SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" k•' Orb 51 E eT FRAME INSTALLATION DETAILS 7D STATE OF DRAWII: DWG 110. pEV DB sDEE249 C N SCALE DATENTS 10/30/13 4 OF 10 L. ROBE-RTO LOMAS R.E. 1432 WOODFORD RD LEWISVILLE, NO 2702.3 Luis R. Lomas P.E. FL No.: 6251443.1-699-0609 d)0nS@IdOmaspe.— REVISIONS 1 1/2" MIN 1" MIN. REV DESCRIPTION DATE APPROVED SEPARATION EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. D REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. a. "• 1 1/4" MIN. 1 1/4" MIN. CONCRETE/ EMBEDMENT EMBEDMENT MASONRY BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL tx BUCK 1/4" MAX. I^ SHIM SPACE TO BE MV. INTERIOR PROPERLY EEDGE DIS SEE NOTE 3 SHEET 1 d3/16" TAPCON MI III f''' SEPA Il f' EXTERIOR INTERIOR" SILL TO BE SET IN A BED OF APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/16" TAPCON CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAILCONCRETEIMASONRY OPTIONAL 1X QUCK INSTALLATION MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 NOTES: 4, 1 1/4" MIN 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, e" 4 + EMBEDMENT NOT SHOWN FOR CLARITY. a. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a'' , , 1 a DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED.' 06/21/2017 MI WINDOWS AND LLC 2 7/8" MIN_ 1" MIN. 650 WEST MARKET STREET i\RII I SEPARATION EDGE DISTANCE GRATZ, PA 17030 V W .'\[,ENS .'ytpF• VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER 6 CONCRETE/MASONRY INSTALLATION 96" X 96" FRAME INSTALLATION DETAILS o , TAT OF DRAWN: Dw'D NO. REV LORIOP ': V,L. 08-02249 CEaG\ SCALE NTS DATE 10/30/13 SHEET6 OF 10 1111111\\\\ L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 LLIS R. Lomas P.E. 434-668-0609 rllDmas Tlr/omRspo.corn FL N.62514 METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE 1/4" MAX. N r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE 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 WITI4 ASTM E2 f 12 i 1/2" MII EDGE DISW I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS ftEV1510N5 REV DUCRIPnuN DAIS MPRDVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.l. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. e ivama JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" X 96" FRAME INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-02249 SCALE NTS DATE 10/30/13 1 SHEET OF 10 L. ROBERTO LOMAS P.E. f432 WOODFORD RD LEWISVILLE, NC 27023 434-6960609 Abmnsolda.-pe.cro,e SIGNED: 06/2112017 i OENsFgs R = * a?,51 •• r ff'fS TTATjrE OF?q; to RVD Luls R. Lomas P.E. FL No.: 62514 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R-L. 1 /4" MAX. SHIM SPACE 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACEFFINTERIOP10WOOD SCREWS1/2INTERIOR EDGE DISTANCEEXTERIORc TO BE SET IN OF DVED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. RENT CVVG UIJ IHIVI.0 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD -1 SCREWS n 11 1 H—3^-• l EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 06/211PO17 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 fit• Rio, 6-5SERIES420SGDREINFORCEDWITHOUTADAPTER 96" X 96"- STATEFLANGEINSTALLATIONDETAILS OFt,*,.Cl: c` ZOR104' DRAWN: OWO NO. REV V.L. 08-02249 C i/5 • .. - G\C OIIIAI11\\ \ scALE NTS — 10/30/13 s"EET7 OF 10 Luis R. Las P LomasP.E. L. ROOERTO LOMAS P.E. 1432WOODFOI30RDLF. WISVILLE,N027013 434- 688-0609 rllomasnlrtomatp6. FL No 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLAR17 J' 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE INITH ASTM E2112 M 1/2" MIN. EDGE DISTANI 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 /A" IAAV REVISIONS REV oEscnirmoN DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 05/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 06/2112017 MI WINDOWS AND DOORS LLC L11111117/, 650 WEST REET RATZ.MPAK17 30ET SERIES 420 SGD REINFORCED WITHOUT ADAPTER i1D 61 96" X 961, FLANGE INSTALLATION DETAILS 1S7ATE OF OMWN: OYR: N0. REV ,' - t OR1OP',`' lss ONAitE G\\ OB C NTS DmE 10/30/13 sOEEr89 OF 10 L. ROBERTO LOMAS G.E. LU15 R. Lomas P.E. 1432 W000FORO RO LEWISVILLE, NG 27023r404-600-0609 tllomas@blomasM.com FL No.: 62514 REVISIONS 1 1/2" MIN. 1" MIN. RE+ DESCRIPTION 047E SEPARATION EDGE DISTANCE Ar,mVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS O8/03/15 R.L. q • • + •• C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1 /4" MIN, a• . ', EMBEDMENT a; 1 1/4" MIN. CONCRETE/ MASONRY L 1/4' MAX. EMBEDMENT BY OTHERS r SHIM SPACE OPTIONAL 1/4" MAX. 1X BUCK LLi I SHIM SPACE PROPERLY SECURED MSEE INTERIOR ESHEETNOTE3 1 DIST d3/16" TAPCON 1pp11 - 3" EXTERIOR INTERIOR MIN. SEPARATION SILL TO BE SET IN A BED OF 3/16" TAPCON EXTERIOR APPROVED SEALANT 3/16" TAPCON CONCRETE/MASONRY JAMB INSTALLATION DETAILLBYOTHERS CONCRETE/MASONRYINS TALLATION MASONRY/ OPTIONAL 1X BUCK CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 NOTES: 4. 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, p. 1 1 /4" MIN. NO f SHOINN FOR CLARITY. EMBEDMENT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE n DESIGNED IN ACCORDANCE WITH ASTM E2112 Q.+ SIGNED: 06/21/2017 MI WINDOWS AND DOORS LLC 1 1111tbIr/ 2 7/8" MIN._ 1" MIN. 650 WEST MARKET STREET 5 R• Loy i SEPARATION EDGE DISTANCE GRATZ, PA '17030 1\v •GENSF 9J VERTICALCROSSSECTIONSERIES420SGDREINFORCEDWITHOUTADAPTERhy?61 CONCRETE/MASONRYINSTALLATION 96" X 96" 4 — 4S TAT FLANGEINSTALLATIONDETAILS', OFF DRAWN: DWG NO. REV tf •: <ORIa''•\'t tr3• NA L. 08 SOEE249 C i`aC9\\ DATE NTS10/30/13 9 OF 10 lill L. noDEnTO Lows P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 fLuis R. Lomas asP.E.P434. 600-0609 rIWmO.@IAumaapn.com FL No.: WOOD FRAMING I _ 1/4" MAX BY OTHERS I SHIM SPACE 1 1/4" MIN. EMBEDMENT APPROVED J SEALANT BEHIND FIN fi WOOD SCREW 7/16" MIN EDGE DISTANCE APPROVED SEALANT BEHIND FIN B WOOD SCREW 7/16" MIN EDGE DISTANCE]-j EXTERIOR INTERIOR iiu EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS INTERIOR TRIM REVISIONS REV DESCRIPTION DATE MPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 5/6" MIN. EDGE DIST. a TRIM ° 1 1/4" MIN. INTERIOR A EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP -'e 1X BUCK TO BE PROPERLY SECURED TAPCONAPCO EXTERIOR PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. METAL STRUCTURE 1/2" MIN. EDGE DISTANCE BY OTHERS EDGE DISTANCE TRIM INTERIOR 1 /4" MAX. \ 1 3/8" MIN. SHIM SPACE EMBEDMENT HOOK STRIP 10 SELF DRILLING HOOK STRIP - SCREW 10 WOOD PANEL a SCREW EXTERIOR 8 INTERLOCK EXTERIOR ` PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR METAL STRUCTURE HOOK STRIP INSTALLATION SIGNED: 0612112017 2X BUCKIWOOD FRAMING LLJJ I I I I MI 650DOWT MARKETSDOOREETLLC GRATZ, PA 17030 R I ILrti SERIES 420 SGD REINFORCED WITHOUT ADAPTERVERTICALCROSSSECTION b 51 iF= WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS4-9, NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY/ 2O ERHOW N OR CLARITY. T SEALANT BY OTHERS TO BE 96" X 96" NAILFIN & HOOK IMSTALLATION DETAILS TAT R1aP.•\` j1E G DRAWN: DWC NO. O6 02249 REV C SCALE NTS DATE 10 30 SHEET 1 D OF 10 DESIGNED IN ACCORDANCE WITH ASTM E2112 Luis R. Lomas P.E. FL No.: 62514 13 L. ROBERTO LOMAS P.C. 1432WOpOFORDRDLEWI.SVILLENC27023 434-SBB-0609 BI°mas(_nwl°mnapn.com Florida Building Code Ordine Page 1 of 6 1. ,:. e.. «,''"^_ e... .,, .5' `F`- : `3'i....`` ,c r.3s.;. +.- ate.,--•..—e----++• ,—^ w _. BCiS Home ;Log In User Registration Hot Topics I Submit SurCharoe S[ats E Facts ; Publimtions fbC Star: BCLS Site Map Links Search Product Approval i USER: Public Userd-b r Product approval Menu > Product or Application Search > Application List > Application Detail 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 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 reapply 11/28/17 Clopay Building Products Company 6585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterf'ield@clopay.com Scott Hamilton shamilton@clopay.com Exterior Doors Sectional Exterior Door Assemblies Certification Mark or Listing Intertek Testing Services NA, Inc. Gary Pfuehler W Validation Checklist - Hardcopy Received Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 200S ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Florida Licensed Professional Engineer or Architect FL15279 R5 Eouiv 20170809 - FBC - DASMA 108 eouiv.odf FLIS279 P,S Ecluiv 20170809 - FBC - D.ASMA 115 eouiv.pdf Method 1 Option A 06/10/2017 11/29/2017 hops://vAr\,-v.floridabuildincr. org/pr/pr_app_dtl.aspx?param=v,GEVXQ A tDgv3vVVKJZ 1 Q... 2/1 /2018 Florida Buildina Code. Online Page 2 of 6 Date Pending FBC Approval Date Approved 12/OS/2017 Summary of Products Go to Page U o 0 0 Page l/8Cry d FL # I Model, Number or Name Description 15279.1 001 W3-09 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.) Single -Car (up to 9'0" wide) 64, 6S, 62G, 62LG, 64G, SDP38, WINDCODE(D \W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL15279 R5 C CAC Letter with proof of contract and proof of inspection.Ddf Impact Resistant: N/A F1_15279 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 FLIS279 RS 11 101655-Revl2.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC), Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GDSSP, Gallery/Artistry/Expressions: 1-3/6" Double -skin Insulated GRISP, GDILP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE& W3 Garage Door 6132, SFC38, MFC38 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.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC 1W3 Listing Intertek.odf 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 FL15279 R5 Ir 103952-Rev01.pdf windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne Verified By: Intertek Testing Services NA, Inc, 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 FLi5?79 R5 C CAC Letter with [)roof of contract and oroof of insoection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing 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 windborne debris regions. The product without glazing DOES FL15279 R5 II 104175-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: i 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, WINDCODE© W3 Garage Door SFL38, SRP38, 134,. 135, 136, 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 DdfApprovedforuseoutsideHVHZ: Yes impact Resistant: N/A FL15279 RS C CAC 1W3 Listing Intertek.pdf Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product Quality Assurance Contract Expiration Date 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 11 101820-Revl3.odf windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.5 https://iu-,Nr.floridabuildulg.orc,/pr/pr_app_dtl.asps;?param=ivGEVXQvrtDgv3yVVKJZIQ... 2/l/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, GRSLP, AR15P, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, EDILP, 41.32, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODEQ W3 Garage 6132, SFC36, MFC38 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). 15279.6 006 W3-16 DSIU-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 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). 15279.7 007 W3-16 PAN-21F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 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). 15279.8 008 W4-09 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 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 raindborne 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 CAC Letter with proof of contract and proof of inspection.pdf FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104028-Rev01.pdf 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) WINDCODE(D W3 Garage Door Certification Agency Certificate FLIS279 RS C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104168-Rev0l.odf 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) WINDCODEO W3 Garage Door Certification Agency Certificate FLIS279 RS C CAC Letter with oroof of contract and proof of insDection.pdf FLIS279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Erpiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 101308-Rev12.pdf 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.) Single -Car (up to 9'D" wide) WINDCODEp W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insoection.pdf FL15279 R5 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 IT 101652-B-Revll.pdf 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-11`471: 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) WINDCODE© W4 Garage Door HDGC, 6202, SFC68, MM Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 P5 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FL15?79 RS C CAC W4 Listing rntertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions FL15279 R5 II 103969-B-P.ev02.Ddf https:;%i"7->..floridabuilding.org/pr/pr_app_dtl.aspx?param=-,AGEVXQ«;tDgv35=VVKJZIQ... 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 W41-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. 9201, 9203, HDP20, HDPF20, interior skin 27 ge, min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE© W4 Garage Door 8201,8203 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). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinsnection.ndf FL15279 R5 C CAC V%14 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104183-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279,11 Oil W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINIDCODE® W4 Garage Door 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 windbo ne 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 CAC Letter with proof of contract and proof of inspection.pdf FL15279 R5 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104456-Rev0i.odf 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, WINDCODE(p W4 Garage Door 42B, 48B, 555, 4RST, 6RST, 4RSF, 6RSF, 2RST, GDSS, GDSSV, GRSS, GRSSV, ARSS, ARSSV, EDSS, 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-21`441: G4S, G54, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED41_V, SS4, SL4, AR4S, 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 FLIS279 R5 C CAC Letter with proof of contract and Droof of inspection.Ddf FL15279 R5 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 300159-B-Rev16.c)df 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) WINDCODEm W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with Droof of contract and proof orins oection.pdf FL15279 R5 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date OS/ 21/2028 Installation Instructions FL15279 RS II 103486-B-Revf18.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-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'O"wide) WINDCODE@ W4 Garage Door https:// N,%,r",.floridabuilding.ora/pr/pr_app_dtl.aspx?parain=«,GEVXQti,tDgv35,VVKJZIQ... 2/1/2018 Florida Building Code Online Page 5 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-IF171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 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: +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-11`471: GD2SP, GR2SP, GD21_P, GR2LP, AR2SP, AR2LP, ED2SP, ED21_P, 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 reaions. 15279.17 017 W4-16 DSIEO-11`479: Coachman/Settle rs/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 reaions. 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 oroof of contract and oroof of insoection.odf FL15279 RS C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103549-RevO5.Ddf 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) WINDCODEp W4 Garage Door Certification Agency Certificate FLIS279 R5 C CAC Letter with proof of contract and proof of insoection.pdf FLIS279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date O5/21/2028 Installation Instructions FLIS279 R5 II 101481-B-Revi3.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 (97' up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with oroof of contract and proof of inspection. pdf FLIS279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 11 104029-6-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) WINDCODE(g) W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with oroof of contract and oroof of inspection.Ddf FL15279 R5 C CAC W4 Ligtino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103046-Rev07.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Double -skin Insulated PUR (exterior -skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof of inspectign.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FF15279 R5 C CAC W4 Listing intertek.odf Design Pressure: +25.5 PSF/-25.5 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 104169-Rev0l.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: https://N r\-\v.floridabuildu1Q.org/pr/pr_app_dtl.aspx?param=wGEVXQ AtDgv33,NTVKJZ1Q... 2/1/2018 Florida Building Code Online Page 6 of 6 15279.19 019 W4-16 DSIUO-1K479: Canyon I Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" 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). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinsoection.odF FL15279 R5 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 1044S7-Rev02 Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.20 020 W4 16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, ARSSV,EDSS,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 Q it Certification Agency Certificate F1_15279 R5 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 101711-6-RevIS.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back tvext 49 0 Page l/ 8 0 d Contact Us :: 2501 Blair Stone Road Tallah-soo FL 32399 Phone: e50-457-1624 The State of Florida is an AgVFO employer. Cogvrioht 2007-2013 State of Florida.:: Privacy Statement :: Aczssibility 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 tl is 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 dets ine if you are a licensee under Chapter 455, F.S., please did: here . Product Approval Accepts: MAY° a'M C L 4 and Safe T trc E ;. 7rf On https:/hu«'z>, floiidabuildina.ora/pr/pr_app_dtl.aspx?param=-",GEVXQN--tDgv3yVVKJZIQ... 2/1/2018 UR mm ImSE' PASSED PANT EllnI MARS IADELS t5 GA 23 W INS IJ1rAY aDSs. Ova:v, RT• mns cnssv N7LI¢s ARTISTRY' µSS ARSSV mom• TµNINR: IRJSE' EDSS D]SV MUR IEZUK sE rlmrs a IT O-DARS MAR VSDTR 1i1 'TorTTI 6 I rl1lBrse' 1'J• f0 B'R' O n IeI e' Tu uom rmywmm MIS ISLE TARE MR Erg. AnWIED n/ tOp-L-tm TIOP a BOI Nm UIER E AM R31'E Wm CEI ) A 0 I I I Idi-v 1'1111 I I I . INA III I I I INk I I I III SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETNLS. MAX. STANDARD SIZE IS 42-1/2%16'. IMPACT RESISTANT GLAZING IS 21-5/8-A14-1/8". v AnrA IRO ROWr SD we MF 1Alo Nvsla SNIP LAP JOINTS. - ranrrasm.Mn IDGrSTR KN19 L__._ A OPIVWL OUISAE u Inc PImRONUPf1Wl1. Mnc IIOfA n1OD1 - 1e'-a• L1.A,'SC• slim RNSED-IW1EL VM "'CAMWE wl1 w Sne nsvA APIRS RNSm_'x 6 ALSO Arl'PO+ID. 114,8/D- SHEETEGLSCREns r11'A/' SEIPAl,'e10 SOREW] 1a o,_nm Inure 1n OA tmn11QANV-U AL EEtiL11: sAM t. SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. ESIGN ENGINEER: MART( WESTERFIELD. P.E. T.ORIDA P.E.#484D5. AC P.E. 123832, IEWS P.E. 191513 If DENSITY POLYSTTRENE FOAM INSULATION 1-5/10 THICK WITH VINYL RNRCELL BACKER (INSULATED MODELS ONLY) 25 CA. MIN. CALV. STEEL SKIN WITH A WED -ON PRIMER, AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. ulnun er er>P uscrtn°'n e D iow'rm' irONn^, nnareol evsaxR wor. oA ne .Imoumnw, wme.n coot 1 m w 102) n[II11 YmRO KtbeU]N2WIOnpOr 0HE ]) N4ftJF AIWEHal 1) TCSRNO AI /CCCIxNIICE 1111N Nm IOfL eRC-nrtrnc eNLtAArxAu m A DUNIIm ovv nnrEesnwa unr ornP, 1^ y Ate 19 1T 110DG RUN RV IS]CHT et' 11' ts' w 1D' ac uaDlG 0 p y MPC: PAN— DATE- 1/3/ 9, Iding Products MASON,UOPT 450w11 DRnvN DY. JAC n qn (513) 770-4800 UECEED IT, chpay colPoloua,l An alDnl. R.»Ina. MIA J90VGALL 1522 0 DESCRIP110N S. COMBINED CLU 55 EMBOSS DOORS. MODEL SECTION A - A (SIDE VIEWt 1 I— Z' THICK 3' TALL U-BAR 20 GA. GALV. STEEL MIN. YEILD STRENGTH: 5O KSI i_1 3" 1-7/ 8" L= T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14x5/ 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'x3/4' SELF TAPPING SCREWS. 'SEE VIEW V. 3' TALL x 20 Gh GALV. STEEL U-BATS 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'x3 4' SELF TAPPING SCREWS PER Sil OCA710N. 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) 814x5/8' SHEET METAL SCREWS. ALUMINUM EXTRUSION h VINYL WMHERSIRIP. DESIGN LOADS: + 24.0 PSF k -24.5 PST, TEST LOADS: +36.0 PSF Me -37.0 PSF VDm[DAD RAIM NNL DIXR SIZEI W 4 16.0'W X 16'0'H DESCRIPTIRA CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16-W +24/- 24.5 PSF B DRAWING NUMBER, VEW 101711 IBC nuts x. w r.1 w Ix: xe w 29 an Ns c L.snug.e)eransNL,nmD_Enel•[.motvtlls); SHEET LLF'Al BIA. 9T — T3, n lO a. 19 ]/n'.] W SI, EMS T 24 (RI I. I RMLR D.U. MASnER REDI DU SEAL 1RST, 1F. ARTr 6MST eR3F B SCTEM] W.Y eE CDUORIZOW (BM RWT DHO Mm) m PR0.10E h RDS119'R' N In'6' S 9 1g11MNn 9NFACE IIOfnLONTAI JNRB9 W NOT 11VNSrpi IND. UJES In. DBB 1E, DEE ]S. ]SS IF9 TO IE'D' ] D MWTT PNEL. TE'6' 1 19' B IZ '••'••••' 'NP' ATTPFUIIFNt fG-tlo mnnf on i0IX1 P9 NM. Ca1HAEIELDl1LR111 II' i0 IS'9' 9 11 ]/n•.]• SIMT Al— OOl.T9 ON ]Q' RNIERS (2.M - unk DXKX Q. MODEL 1F IS FLUSN S B' 10 ASIIERS INCWOID M I WINE NICII016. ME SEC'iION . ¢L• OR1/1'ED TNCON SC ). I- . Sin:RS (9,000 PSI UN. roNCDETE) On O• MRMfE INUSE' oond, PANEL WHOP (C-90 RDCR), I. O.D. MISIRJR ROAIPNc Nnl TA -E AENEOSfIEIOPtUEIIUfIIISICOVNfA6'IRM ((nVf NOT REWIpFII)) m PIIPADE A R1FJ1 1®.S 2S GA 0 MOM NOUNRWn 9UFACE IIOI WAL 1M1 W IROT TMN9TFA IND. F5 AY a", I IRNtV. mMO .u.m tnND(n RA W.q DEPTRI m M IN Trf..-In1. h IICF], 0610N wLLERT' rdl7S l91]SV PDDPEtMOWi MAT .W BE EMPIORD m APPROvE ALRSAMIE FMEKRS NLMES AA]S AR]SV NIO/m m ODNRDN Row AAHSTRt' suetWOE1-1V EDSS FD]SV nrM nF LW Irc On¢Ac SINRT PANEL STOP UOIADINO M DODD NGTNlE11 (TO SVR) Inn YEllOM PIK MUD n0 OL NN. OJLV. Mo. ORn DRE 20 W MV. STEEL NIETL ME tAICIaTs rAENE. 10 Sn-0 Mmi ONE a/1511-n 0' UD SCRFIY D` to M. w V. NMOF_ FMI PER amv. ` / IIINOE 0M MIFD m liTtit9 iO' l0 DDNN PDDNDR MDII (S1 III.D/n• SIM IMPACT RESISTANT ASSEMBLY DETAILS rA F1 i (oA PER HOLIER) METAL CAE 9 DRAWING 10171 1 -A t2 - IWvm—TRKIJTrf Km4mTo rDiL<nNm m DIDD r9r F3WRlE((44) rRm roNE t/RoO/e N)Mi.lH _nJ pl4.n/e• SIrtiT t E S " Nm (4) SECTION B-B QMPACT-RESISTANT GLAZING OPTION) DRTt15 I/4• w. nnnn 1/1 "]p• sur trPnNc m+Ew9' 10 D. SNOM 5T01 SM. ROLLER M. SIFL. OR NYLDD TIRE JN LODEd7llB OR p'IIRYL 0[COMMf —PL]— UImD . IRGI BWA THE MNM1N III4RT. RZSIISDR IIIIM[ NU TIfJ.DQ BFLOIuIM 1Tlont rrrAx DS1QJ Rn m of TI DR: SUPPoRMIO f REE*,D 1. R ME 91Nt1 BE TIERnwNAMnAtt`O—OWCE Mn. OrLVREt f r 0— C90 iDR1 on LNGI r tlSiEn ON THE DRA"DU. DtCMML9RKorcXII6:rAEDI MaxEX. txrlMM), BD' KT IE]FRM OI Tn-P6EMIT[L'llpl PpLT9lMlpiG IIETNRTI ASTDMR m RViIE Mnl sA10 MI. tln) w . J/t• PN1 IiFM MnINS Halw1 rMNE nnmin STANDARD ASSEMBLY DETAILS I) RAIAIING 101711-B3 SECTION B—B (NON —IMPACT RESISTANT GLAZING OPTION) rMOrn IMLIE RTMI V.Y. COADNO ON OMIDE SURFACE NOTE TMT moor TMNIE IS IWNOIYEn TIM nmecr- RrnsrNA nwic _ aAaND UM REENNEA Dv3/ 1' PeN IIFAD.9l71EW. STANDARD ASSEiJBLY CONSTRUCTIQN: OrMOM1 SSD. MA OR I/R' A. ", LAE9 AVMMIE Of" DOML ACRAJC OLAEnI s PV.SHOlS1E cm OR WCDE Cr ArmQWD CC2 PIA<DC M ACCDRLMIICE Wool IOC/FBO 2n09. DIEEMIRS MOOR A DMLY IPMAU.iD N COM II—E 1 r m SECTION NESTS ME Yarn, LDM D—RIEMEAR9 OF ME RfMRM RUIIDINO CODE OR tnFINA11MO1 OVWRIO CODE BUT LTFiI19E REST NE RI — PEOSTADT REOUKU— TOR MIMOCR E DEBRIS REDIONS REF. pwPlul 1e rMOAK). wK MForERnE1.D, JJQM TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT TI1E WIND LOAD RATING OF THIS DOOR. IORiOMAL 1MCK SUPPORT - DOOM MGRALLE.R (m 9Un) e' iNL gX)AS ADD U.. I] PA CAMD ly DADBM CNET. lHR TOP BRACKET m" jAs1vMD m troop MUD'MRI DOUBLE)IORIZON(N. 1]) 9/te'.1-e/e' wooD W swEMs. T71ACK DQ. IIflLE tiA!'ft I WHr1QW IIFAnROOM OPRON 2' Mv. STIEL 1NCK ti. uN. nvcK nnclDE9s:.Deo' SI TO, z-r/z 104 6LLv. SREL n1AGN DMLI u 1, 8[5• (D) TIVCk 6NLXETs PEA 9 MAD ffiIUI]M mM'M X-- XAym dgDlfh Kul= ALL DQ NOLDLiMJ]L SU DID BBjT-y1 ItllBoroA< O+iR e' TDOOR NSTANFfI (m etgO 11 UK NI TMCE DUMN JU.G AIID 10)'TAACK MA&eT Nor m EELEEDM0.0. ti F 1• ROL run D OYM I2'-O' 10W, — k EnDII I SVD. NOT C PI E%CPEpCIED NV 9PApNO PRRYIDIM. WI-W RCIORT roll MOM DUAL V DOG. 3-1/2' DESIGN LOADS: + 24.0 PSF & - 24.5 PSF TEST LOADS: +36.0 PSF & - 37.0 PSF Florida Building Code Online Page 1 of 4 y? '•'"°",y '$.. a ^'r rt' '..= y. 4 a. t as j t `;4 `-i' ONO-- IFT BC1S Home Log In ; User Registration i Hot Topic j Submit Surcharge Stars & Faas Publications FBC Staff BCIS Site Map i Linhs'; Search j d r Product Approval l' USER: Public User Product Approval Menu > Produ_t or Application Search > Ar)olicallon List > Application Detail l q _ 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 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.5.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 01/15/2018 Date Validated 01/15/2018 Date Pending FBC Approval Date Approved 01/21/2018 Year 2011 2008 2011 https://wi>,%.floridabuilding. org/pr/pr_app_dtl.aspx?param=v,7GEVXQv"rtDgtCUGgvj Qiz6B... 2/1 /2018 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, (dumber 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 - 185 SH (Fin) Impact Approved for use outside HVHZ: Yes 4 .Ddf Impact Resistant: Yes FL17499 R3 C CAC MI Windgivs - 185 SH (Fin) Impact (5) Done.DdfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Fiance) imoact bedded in Pecora 896 sealant, f 3 df FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02545B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513321E-3.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x72 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-P.0 185 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).DdF Design Pressure: +50/-60 FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).Ddf Other: R-PG60 FL17499 R3 C CAC MI Windows - 185 SH (Fiance) 10 df Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R3 II 08-02549B.adf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513327B-4.ndf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FL17499 R3 C CAC .APC(1--363)E1729.01-109-47-RO 165 Approved for use outside HVHZ: Yes SH (FLG waiver).Ddf Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).Ddf Design Pressure: +50/-60 FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).Ddf Other: R-PG60x FL17499 R3 C CAC MI Windows - 165 SH (Fiance) 11 of Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 11 08-02550B.ndf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5133288-5.pdf Created by Independent Third Party: Yes 17499.4 185 SH 36x71 Fin, Finiess, Flange Frame IG Single Hung Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-67 Other., R-PG60; 042522).pdf Quality Assurance Contract Expiration Date 04/25/2022 Installation Instructions FL17499 R3 iI 08-03163.Ddf 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 1 185 SH 152x72 Fn/Flange Frame IG/SG Impact Single Hung Limits of Use Approved for use in HVHZ: No Certification Agency Certificate F1-17499 R3 C CAC MI Windows - 165 SH (Fin) Impact Approved for use outside HVHZ: Yes 2). df Impact Resistant: Yes F117499 R3 C CAC MI Windows - 185 SH (Fin) Impact https://wT Nr, ,.floridabuilding. oralprlpr_app_dtl.aspx?param=),rGEVXQN 7tDgtCUGg-,-j Qiz6B... 2/ l/2018 Florida Building Code Online Page 3 of 4 Design Pressure: +55/-55 3).Ddf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 285 SH (Flanoe) Impact bedded in Pecora 896 sealant 2).Dd, FL17499 R3 C CAC MI Windows - 185 SH (Flanae) Impact 5), df Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R3 II 08-02544B-1.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513320B-l.pdf Created by Independent Third Party: Yes 17499.6 18S 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-R0 185 SH(FLG waiver)- SIG 1-8A 52 1-SX64 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No Design Pressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9h)df FL17499 R3 C CAC MI Windows - 185 SH (Fiance) (9).pdfOther: R-PG60 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R3 II 08-02546B-2.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513322B-2.1)df Created by Independent Third Party: Yes 17499.7 181 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 - 185 SH TriDle (Fin) ClIpdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC Mi Windows - 185 SH Triple (Fin) 4).odfDesignPressure: +50/-50 Other: R-PG50* FL17499 R3 C CAC MI Windowa,s - 185 SH Triple (Fiance) 31.pdf FL17499 R3 C CAC MI Windows - 185 SH TriDle (Flanoe) 4 .odr Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02-46B.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513324B-6.Ddf Created by Independent Third Party: Yes 17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windovds - , 85 SH Twin (Fin) 3 . dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 4).DdfDesignPressure: +45/-45 Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin Flanoe l.odf FL17499 R3 C CAC MI Windows - 185 SH Twin (Flanoe) 4 . df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02547B-7.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513323B-7.odf Created by Independent Third Party: Yes Back Next Contact Us:: 2601 Blair Stone Road, Tallahassee FL 32?99 Phooe: E50-457-1824 The State of Florida is an AA EEO employer. Copvrioht 2007-2013 State of Florida :: Piivary Statement :: Accessibility Statement;; Ref—d Statement https:/hNnNw.floridabuildinc,.ora/pr/pr_app_dtl.aspx?param rGEVXQ- tDgtCUGgvjQiz6B... 2/1I2018 Florida Building Code Online Page 4 of 4 Under Florida law, emait 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 mall to this entity. Instead, conaG the office by phone or by traditional mail. If you have any questions, please contact 250.467.1??5. `Pursuant to Section 455.275{i}, 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 emalls 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: R§ E Safe. https:ll Nr\.iA,.floridabuildinQ. org/prlpi_app_dtl. aspx?param=ti,,IGEVXQ«,tDgtCUGgvjQiz6B... 2/1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILD1140 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, 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS 15 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. INHERE 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 15 PROVIDED. S. 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. IT. 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 15 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 I DE5CRIP710N I DATE I APPROVED REMSED 8 REVISED GLASS ANCHOR SPACING k CHARTS 00/02/17 I 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 A140 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 57RENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 0. 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=33KS1/FU=52KS1 OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM I TABLE OF CONTENTS 1 SHEET NO. I DESCRIPTION i I NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS 11 COMPONENTS SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET 5 tb4fr r GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT Tlry NOTES A, 57AT OF r/•' c4] ,1OPDRAWNNO.: 08o25 9 B sI1•G\`'\,` S10rjANTS Luis R. Lomas P.E. sc E 12/29/14 scET4OF 71 L. RODERTO LOMAS R.E. 1432WOODFORORDLEWlSVI1,LE. NC27023 434.688. 0609 rHom 80gf'I.'wpe.c ' FL No.: 62514 52" MAX FRAME WIDTH -- 52" MAX FRAME WIDTH — 2° MAX —FF 16" MAX Q.C. — — 2" MAX 2" MAX 16" MAX Q.C. — I 2" MAX 1 16" MAX Q.C. 72 1 MAX FRAME HEIGHT I 16" MAX O/ O.C. / 72" — MAX FRAME HEIGHT 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE -&FINLESS INSTALLATION FLANGE&FINLESS INSTALLATION SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #) FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACTRATING 100.0PSF NONE NOTES: 1. MAXIMUM SASH SIZE: 51" X 36". 2. MAXIMUM SA51-I D.L.O.: 47 5/8" X 32 1/2". 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2 HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS REVISIONS REV UESCRIPTION UATE APPRWEO A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. D REVISED GLASS 10/02./17 R.L. CHART # I Number of anchor locatlons required Frame Frame VVIdth (in) Height 18.00 24.00 30.00 36.00 42.00 40.00 52.00 in) Head Jamb Head Jamb Head Jamb Head Jamb Head JaOrb Head Jamb Head Jamb 24.00 2 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.Otl 2 5 3 5 3 5 3 5 4 5 4 5 4 5 Gfi.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 1 2 16 3 G 1 3 1 6 3 6 4 i 6 4 6 4 1 G 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 & FINLESS ELEVATIONS DRAWN: DWG N0. N.G. OB-02549 SCALE NTS JDAIE 12/29/14 SIIEET2 OF 11 L. RODERTOLOMAS P.E. 1432 WOODFORD RD LE W!&VILLE, NC 27023 434-688-0609. rllomacnlAomaspe.com SIGNED: 1211412017 b\\\,S1l I !i rp /! fi 4XOENS'gs Y lD 251 •• it 7a , STATOf Rev % a' FS :' f 0 RIOP •"`, e 10NAj1EN Luis R. Lomas P.E. FL No.: 62514 7 N FR HE 52" MAX FRAME WIDTH — 2" 1MAX 1-•--1- 10" MAX O.C. —I Flo" MAX-{ O.C. I 2" AX 1M E GHT 52" MAX FRAME WIDTH 1— 10" MAX -O.C. 2" MAX 2" MAX -- 2" 10" MAX O.C. I 72" MAX FIR HE N REVISIONS REV OESP.RIPTION UATE APPROVED A REVISED ANCHOR 5PACINO & CHARTS 07/11/16 R.L. 2" MAX 8 REVISED GLASS 10/02/17 R.L. CHART 712 Number of anchor locations required Frame Frame Width lin) Height 18,00 24.00 30.00 36.00 4200. 48.00 52.00 in) H& S Jamb H& S Jamb H& S Jamb H& S Jamb H& S Jamb H& S Jamb H& S 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 5 7 5 7 G 7 6 7 66.00 3 8 3 6 4 8 5 8 5 8 6 1 8 6 8 72.00 3 8 3 8 4 8 5 8 5 8 6 6 6 8 185ALUMINUM SINGLE HUNG WINDOW 185ALUMINUIM SINGLE HUNG WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART N2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART M2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.0PSF NONE SIGNED: 1211412017 NOTES: 1. MAXIMUM SASH SIZE: 51" X 36". 2. MAXIMUM SASH O.L.O.: 47 5/8" Y, 32 1/2". 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2". MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 0\1f11111/1"/ 9 LOQ 7/ 5 XGCNS I9s 0 51 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON=IMPACT HARDWARE SCHEDULE 2 METAL SWEEP LOCK AT8" FROM EACH END INTERIOR MEETING RAIL 2) BLOCK AND TACKLE BALANCE AT JAMBS FIN ELEVATIONS 70 , STATE OF Lug U' (()R`ti7P Xi/Js/pllf Luis R. Lomas P,E. FL No.: 62514 DRAYl N DWG 00. 08 REy B SCALE NTS DArE 12/29/14 SHEET 39 OF 1 1 L. R08ERTDLDMAS1432 WOOUI'OND RD LEWI6V/fLE,.LF.NC 2J023 434- 688-0609 78nmas@Irlomaspe.com WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT 1/2" MIN EDGE DISTANCE 1 1/MIN. III i CMNEDMENT 1/4- MAX.. SHIM SPACE 10 WOOD SCREW INTERIOR EXTERIOR 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 IAISTALLA77ON NOTES: f. INTERIOR AND EXTERIOR FINISHES, DY OTI IERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO DE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV OESCRIRTION tlATE Apmave0 A REVISED ANCHOR SPACING & CHARTS D7/11/16 R.L. 0 REVISED GLASS 10/02/17 1 R.L. 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 165 ALUMINUM SINGLE HUNG WINDOW 57" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DRAVIN: DWG NO, N.G. 06-02549 SCALE NTS I DATE 12/29/14 1SHEET4 OF 11 I., ROPERTO LOMAS P.E. 1432 WOODFORD RD LEWISWLLE. NC 27023 43e-668-0609 '1f ma c*lo spe "' SIGNED: 1211412017 5 v'\OE,NS S?TA E OF W rpw REV .; oRroP•.., Ss( QNA 44 aG\`. Luis R. Lomas P.E. FL No.: 62514 MC 1 STRUCTU BY OTHE APPROVED SEALANT I 2" MIN EDGE DISTANCE r 1/4" MAX. SHIM SPACE r Ir iel `- #10 SMS OR SELF DRILLING SCREW INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT MET STRUCTU BY OTHE 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 CLARITYY, 2. PERIMETER AND JOINT SEALANT BY.OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 RVASKINS REV DESCRIPTVN U41E APPROVED A REVISED ANC11011 SPACING & CHARTS 8 REVISED GLASS 10/02/17 1 R.L. 1/4" MAX. 514IM SPACE 10 SMS OR INTERIORSELFDRILLING SCREWS I T2 s TRrm n MIN. EDGE DISTANCE EXTERIOR METAL STRUCTURE BACKER RODBYOTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1211412017 MI WINDOWSD RLLC I IL0650WESTMAETSTREETS19 GRATZ, PA 17030-0370 CENS'.9; F ':U k la, fi-51 6*tSERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS r7 , STAT OF t u J/l Fs, 40R1DP"' DRAWN: OWG NO, REV OS B SCALE —' SOE9NTS12/29/14 5OF 11 Luis R. Lomas P.E. L. RODERTO LOMAS P.E. 1432 WOODFORD RDLEWISVILLE, NC27023 404- 688-0600 rllomas Iriomaspe.com FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY I BY OTHERS na . OPTIONAL IX BUCK SEE NOTES 3 — 7 51- IEET 1 \ 1/ 4" MAX. BACKER ROD SHIM SPACE APPROVED L 19111 \ SEALANT3/ 16" TAPCON INTERIOR v EXTERIOR 1 1/4" 'MIN. EMBEDMENT 1 1/4" MIN. EMBEDMENT CONCRETE/ MASONRY BY OTHERS — SILL TO BE SET w BACKER ROD IN A BED OF APPROVED APPROVED SEALANT STRUCTURAL SEALA14T OPTIONAL IX BUCK i/4" MAX. SEE NOTE 3 — 7 SHIM SPACE SHEET t DTI _ CONCRETE/ MASONRY BY OTHERS a a" • '" , d VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION 3/ 16" TAPCON RFVISIONS REV DESCWTION DATE ArrROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. D REVISED GLASS 10/02/17 R.L. 1/ 4" MAX. SHIM SPACE INTERIOR dgllhdrq pl!SEALANT 2 1/2"MIN. EDGE DISTANCEEXTERIOR ROD OVED OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOIMN 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 GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DRAWN: DW0 NO, N. G. 08-02549 SEALS NT$ O IE 12/29/14 SNEE 6 OF 11 L. RODERTO LOMAS PE. 1432 WOODFORD RD LEWISVILLC, NC 27023 434. 6DR-009 Alamasrhlomaspe.cenr SIGNED: 1211412017 1R I IL ^o4 ire ., 1g4p 5 1r STATE 0 "' O ft Rev i F40 VO • ' Luis R. Lomas P.E. Ft. No.: 62514 1/2" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD - A APPROVEDQ+ 1/4" MAX. SEALANT pl SHIM SPACE BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 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. A PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E-2112 1 1/4" MIIJ. EMBEDMENT 1 1/2" MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIUWS REV DESCRIPTION DATE APRROVEO A REVISED ANCHOR SPACING N CHARTS 07/I1/iB R.L. 6 REVISED GIJ55 1 10/07/17 1 R.L. 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR DACKER 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 1 B5 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS DRAWN: OwD N0. pELr N.G. 08-02549 B SCALE NTS DATE 12/29/14 1 SHEET OF 11 L. ROBFRTO LOMAS P.E. 1432 N'OOOFORD RD LEWISVILLE, NC 27923 434GeROG09 rllomas(a'Ilrbmame.r."m SIGNED: 12/14/2017 o ng,nif/i _ y70., STATE OF 0.cA` F R o e G\: 2/MINA lliti\ Luis R. Lomas P.E. FL No.: 62514 MIN. ELDGE"'DISTANCE CONCRETE/MASONRY — BY OTHERS a' A - OPTIONAL 1X BUCK ' ' a sae <": a. 1 1/4" MIN. SEE NOTES 3 — 7 . EMBEDMENT SHEET 1 -- I 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT i III III R 3/16" TAPCON INTERIOR l EXTERIOR RENSIUNs RE`/ DE5CRIPTION DAIE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 13 REVISED GLASS 10/02/17 R.L. 1 1/4" MIN. _ EMUEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 — 7 a SHEET 1 3/ 1 G" TAPCON 1/4" MAX. SHIM SPACE e ° INTERIOR IMI(irm 2 —I 2 1 MIN. N. EDGE DISTANCE I eL EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSI ALLA T10N SILL TO BE SET BACKER ROD IN A BED OF APPROVED NOTES: APPROVED STRUCTURAL 1. INTERIORAND EXTERIOR FINISHES, 13YOTHERS, SEALANTT SEALANT O P. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OPTIONAL 1X BUCK 1/4" MAX. DESIGNED lNACCORDANCE WITH ASTME21f2 SEE NOTE 3 — 7 L SHIM SPACE SIGNED: 12/I4/2017 SHEET 1 T MI WINDOWS AND DOORS, LLC 0 jk1LIIrI/j7 650 WEST R. L?77i CONCRETE/MASONRY a MARKET STREET GRATZ, PA 17030-0370 5 v •' JGENs"p BYOTHERSA. SERIES 185 ALUMINUM SINGLE HUNG WINDOW OyG25) 52" X 72" NON —IMPACT v P (hc ae' .. a.. FINLESS INSTALLATION DETAILS STATE OF -I DRAWN: DWG ND. REv 5i;. .:z ORM";'`' VERTICAL CROSS SECTION 08 B S/0NA .'1 \' ' CONCRCTE/ MASONR Y INSTALLATION SCALE NTS oA1E 12/29/ 14 soEEsgg OF 1 1 L. ROBERTO LOMAS P.E. F432WOODFORDROLEWISVILLC. NC27023 Luis R. Lomas P.E. 404- 688.0609 rll —0610—sPn.m. FL No.: 62514 APPROVED SEALANT BEHIND FIN 7/16" MIN EDGE DISTANCE INTERIOR x0 I L EXTERIOR 7/16" MIN EDGE DISTANCE APPROVED SEALANT DEI-1114D FIN 1. 1 /4" MIN. EMBEDMENT 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 g APPROVED SEALANT BEHIND FIN 7/16" MIN EDGE DISTANCE 1 /4" MAX I SHIM SPACE 8 WOOD SCREW INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X DUCK INSTALLATION REMSIORS DESCRIPTION DATE APPROVED REVISED ANCHOR SPACING & CHARTS 07/il/16 R.L. REVISED GLASS 10/02/17 1 R.L. NOTES: 1 /4" MAX 1. INTERIOR AND EXTERIOR FINISI4CS, BY OTIiERS, SHIM SPACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 1211412017 MI WINDOWSD LLC 1 II WOOD 650 WWEST MA ET STREET GRATZ. PA 17030-0370 L palS NS' FRAMING BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 51 1.* = 52" X 72" NON -IMPACT. FIN INSTALLATION DETAILS 1 , STATE OF ; w` DRAWN: DWC hA. REVORIbP. SCALE DntE D8 50 E549 B I,NG\ NTS 12/29/14 10 OF 11 if L.ROBERTOLOMASP.E 1432 WOODFORD RD LEWISVILLE, NC 27023 LalS R. Lomas P.E. A31 608-0609 rllomat(WITiomacpecom FL PLO.' 62514 METAL STRUCTURE BY OTHERS APPROVED SEALANT BACKEI APP' SE STRUT BY 0' EXTERIOR 1/2" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE 1, , .,,CIS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE IIVSTALLA77ON NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTA4 E2112 SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE REVISIONS DEICRIPTIO14 GATE APPROVED REVISED ANCHDR SPACING & CHARTS 07/11/16 R.L. REVISED GLASS 10/02/17 R.L. 1 /4" MAX. SHIM SPACE 1D SMS OR INTERIOR SELF DRILLING SCREWS 1/2" MIN. I f EDGE J ® DISTANCE 1 `T EXTERIOR METAL BACKER ROD STRUCTURE k APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1211412017 D LLCMIWIN650DWE RE 041,,'/ T MA ETDOORS, TR TSTREET GRATZ, PA 17030-0370 J\ i r••VGENS Fr• 0y 6 51 *= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT b iI/t esl,Ll+i• _ FINLESS INSTALLATION DETAILS 1 STATE OF ; ry id•< s :i OR1 p. • G` 011MVN: Ot4G NO. REV 08 B S/o1111110\\\\` Luis R. Lomas P.E. FL No.: 62514 SCSCALENTS DALE 12/29/14 SHE598OF 11 L. ROBERTO LOMAS P.F. 1432 WOODFORD RD LE WIS VILLE, NC 27023 434. 608-0609 dt—SCIN—Aspex— 23/16 13/16' FLANGE FRAME PIEAD CM-18501 ALUMINUM 6063-T5.050` ]NICK 2 5/ 16" —I LL FLANGE FRAME SILL CM-18502 ALUMINUM 6063-T5.055" THICK I 1 1 3 p LOCK RAIL/STILE CM-18505 ALUMINUM 6063-T5.062" THICK 1" GLAZING BEAD CM-18535 RIGID PVC.050" THICK 77. 3/16" FLANGE FRAME JAMB CM-18503 ALUMINUM 6063-TS .050" THICIC FINLESS FRAME SILL CM-18554 ALUMINUM 6063-T5.055" THICK l 1 7/16" 2 5/16" L v SASH BOTTOM RAIL CM-18555 ALUMINUM 6063-T5.050" THICK I1 3/8" 15/16° SASH STILE CM-18507 ALUMINUM 6063-75.050"THICK 5Et:p FINLESS FRAMF HF_AD CM-18553 ALUMINUM 6063-T5.050"THICK FINLESS FRAME JAMB Cho-18513 ALUMINUM 6063-T5.050" THICK 2 5/ 1 6" — 7. 3/16 , I33/4" L 5 116" FIN FRAME SILL FIN FRAME HEAD Cho-f8509 CM-18508 ALUMINUM G063-T5.055"THICK ALUMINUM 6063-T5.050"THICK L MEETING RAIL CM-18504 ALUMINUM 6063-T5.055" THICK 2 3/8" r 2 3/16" a FIN FRAME JAMB CM-105to ALUMINUM 6063-T5.050"THICK REVISIO14S I REV I DESCRIPTION I DATE I APPROVED h D REVISED GU 5 ANCHOR SPACING R CIAARTS 07/11/17 R.L. REVISED 5/8" — 1/8" ANN. -- — 1/8" ANN. 1/8" ANN. 090 PVB BY KURARAY METAL REINFORCED BUTYL SPACER EXTERIOR INTERIOR 1 /2" BITE C 5 SILICONE T-_J¢ SEALANT SETTING BLOCK -- l GLAZING DETAIL 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: DWC NO. N.G. OB-02549 SCALE NTS I DATE 12 /29/14 SHEET 11 OF 11 L. 1308FRTO LOMAS P.E. 1432 WOODFORD RD LE WIS VILLE. NC 27023 434-688.0609 rllomaz@Irlomnspn.,cdn SIGNED: 1211412017 Luis R. Lomas P.E. FL NO.: 62514 Florida Building Code Online Page 1 of') r ys.-.YS.:+.r h,4..tc 'S` - &" Y,-?,. _f"¢"„ - r` i' a-k ` " s ye =.s....:.-<.'+..,. Fs,` F.,a-- 'j` ':u-^«fir . a's'a';.. i'e 's'."'....s,.s :.L •++ ..; '.' aQS Home Log In User Registration Hot Topic ; Submit Surcharge Stats & Facts ; Publications i FBc Staff 3 505 Site Map Links Search db° X Product Approval USER: Public User Product Aooroval Menu > Product or Application Sc_arch > Aonlication Lis T > Application Detail i FL r 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 MI Windows and Doors Address/Phone/Email 650 Vilest Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Sionature Brent Sitlinoer bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 2i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2011 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/31/2017 Date Validated 12/31/2017 Date Pending FBC Approval Date Approved 01/04/2018 https:/hNv, r.floridabuildin1-1 Apr/pr_app_dtl.aspx?param=wGEVXQu tDgtH8572gvdNT71... 1/31/2018 Florida Building Code Online Page 2 of 3 Summary of Products FL 9? Mpdel, Number or Name Description 15349.1 185 PIN 173 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.Ddf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contrail Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FLI5349 R9 II 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62S14 Created by Independent Third Party: Yes Evaluation Reports FLI5349 R9 AE 5131248.odf Created by Independent Third Party: Yes I 15349.2 185 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 15350.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +55/-55 01/24/2021 Installation Instructions Other. R-PG55 FL15349 R9 II 08-07949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLI5349 R9 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 165 PW Impact 72 x 72 Insulated Laminated Glass _ Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI5349 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/-SS Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLI5349 R9 II 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 67514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass was bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513782.Ddf Created by Independent Third Party: Yes I 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.Ddf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLI5349 R9 II 08-01614B.Ddf 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.odf 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-1-055, 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 895 silicone with 5/8" glass bite. Evaluation Reports 17115349 R9 AE 5122776.odf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallaha«ee FL 32399 Phone: 650-487-1624 The State of Florida is an AA/EEO employer. Coovrinht 2007-2013 State of Florida.:: Privacy Statemen[ :: Accessibility statement :: Refund Statemen[ https://w-N>,-\7,-.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ«-tDgtH8572gvdWl... 1/31 /2018 Florida Building Code Online Page 3 of 3 Under Florida law, email addresses are public records. if you do not want your e-mail address released In response to a publitrrecords 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 co:rttaC 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective O tober 1, 2012, licensees licensed under Chapter 455, F.S. mast 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 hire . Product Appro val Accepts: El 0 Cr.`ed. Cad Safe https://m7ckw.floiidabuildinc,.orj/pr/pr_app_dtl.aspx?parain=urGEVXQ tDgtH8 72gvd 7... 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. 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. 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 SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITI4 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 DUCK 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 OESCRIPnON GATE APPROVED REVISED INSTALLATION DETAIW O6/" Ti R.L. REVISED NAME AND ADDRESS 10/27/16 1 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=D.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 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS NO. DESCRIPTION 1 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WINDOWS ANDDOORS, LLC 1 I+L650W. GRATZ, PA 17030 E NG S*. D 61SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT 1y• ri NOTES yyo STATE OF u 0,n•,:L j, FS, . C 0 R\Qp; •,e?\. DnnwN: DwD NO. nEv D8 B NAl1 SCALE DATE SHEETNITS09/03/14 17 OF 12 LU15 R. Lomas P.E. L. ROBERTO LOMAS P.C. 14,12 WOODFORD RV LE WISVILLC, NC 27028 434-688 0609 dasfT iommomnepo—ti FL No.: 62514 72 1/2" MAX FRAME WIDTH — 6" MAX — I r 16'f MAX O.C. —I I— 6" MAX b _ 18" MAX D.C. 71 1/2" MAX FRAME — HEIGHT REFER TO CHARTS SERIES 165ALUMINUM FIXED WINDOW 1 FOR NUMBERR OF # 2 EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — 18" MAX O.C. — 6" MAX I 71 1/2" 113 MAX MAX O.C. FRAME HEIGHT j REFER TO CHARTS SERIES 165 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 ExrcnronVIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT nATING 160.OPSF NONE REVISIONS REV DESCRIPTION NOTES: A REVISED INSTALLATION DETAILS_ 1. MAXIMUMD.L.O.: 69314"X68314" 8 REVISED NAME AND ADDRESS r NenTEI DATE APPROVED 06/01/15 R.L. 10/27/16 R.L. Number of anchors required (without rigid fillers) Frame Frame width (in) Height 24. 00 1 30.00 36.00 41.00 48.00 54.00 60.00 6.00 T2.50 OR1 HAS Prmbl HAS J.mb HAS Jivmb HAS amh HAS a106 1,ASJ amb HAS 4, 14A5 amb HAS amb 14.00 2 2 2 2 3 2 J 2 3 2 4 2 A 2 4 1 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.OD 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 G 3 G J 54.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 60.Ou 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 1 5 66.00 2 4 2 4 3 5 3 5 J 6 4 6 1 6 6 6 7 6 71.50 2 2 5 3 5 3 6 3 6 4 7 5 7 6 7 7 7 r. 4ART e2 F. o®©o 000 o 0©©0©0©®©® 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: OWD NO. J.L. OS-02357 SCALE NTS DATE 09/03/14 1 S"EET2 OF 12 L. ROBERTO LO61AS P.F_. 143P. WOODrORD RO LEWISVILI.E. NO 27023 434-608-0509 INomaPCTOfema.Pe. com SIGNED: 1111512016 G E N G" d, s((TAT OF k B SS/0NAj1E G\ Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6" MAX — 72 1/2' MAX FRAME WIUIH — I I— 18" MAX O.C. —I b -MAX 18" MAX O.C. 1/2" 1AX AMIGHGHT G" 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 — I 1B" MAX O.C. —I 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT I 11 REFER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 314"X 68 3/4" REVISIONS REV DESCRIPTION DnTE APPROVED A REVISED INSTALLATION DETAILS 06/01 /15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. 014ARF NJ rr r rr riri rr rr rr r r SEE SWEET 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: DWG NO, J.L. 08-02357 SCALE NTS DATE 09/03/1 d SHEET 3 OF 12 L. ROQERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC27OW3 434-60G-OG09 rlfomRs lrlomnspe.ccm SIGNED: 1111512016 V ! IL bd11z D 66 1 rat , TAT E OF Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN, EDGE DISTANCE 1 1/4" MIN. r EMBEDMENT 1/4" MAX. BACKER ROD _ SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR fr— INTERIOR 10 WOOD SCREW BACKER ROD RIGID FILLER APPROVED 1/4" MAX. SEALANT t1#141 SHIM SPACE WOOD FRAMING __l 1 1/4" MIN. OR 2X BUCK BY OTHERS EMBEDMENT I 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X DUCK INSTALLATION 1 1/4" MIN, 1/4" MAX. EMBEDMENT SHIM SPACE l— EDGEE MIN. DDISTANCE NAL INTO -BLOB 10 woo" — P SCREW 1111111\iT WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X DUCK, INSTALLATION REVISIONS REV DESCRIPTION DATE AMROVED 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL STRUCTURE EDGE DISTANCEr7r 13 REVISED NAME AND ADDRESS 10/27/15 R.L. BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD L.. APPROVED SEALANT 10 SMS DR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED rj[ SEALANT 1 Ij - I r 1/4 MAX. U SHIM SPACE METAL-" NOTES: BY OTHERS 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOINN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO DE EDGE DISTANCE DESIGNED INACCORDANCEWITH ASTME2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE 3/ 4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS J iinanr METAL EXTERIOR STRUCTURE BACKER R00 BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W, MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWN: DWD N0. R J. L. OB-02357 SCALE NTS DATE 09/03/14 1 SNEET4 OF 12 L. ROPERTOIAMAS P.E. I43P WOODFORD RD LEWISVILLE. NC 27023 e34- 1700-0609 rlmmas( Irmma oe. om SIGNED: 1111512016 iLIb7j7 i yu , S TAT OF NAL1E Luis R. Lomas P.E. FL No.: 62514 REVISIONS APPROVED 2 1/2" MIN. REV tlESCRIPTION A REVISED INSIALLAIION DETAILS L L 06/01/15 R.L. EDGE DISTANCE- 6 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY a-- . BY OTHERS ". a • • 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK — " EMBEDMENT SEE NOTES 3 — 7 SHEET 1 BACKER ROD — 1/4" MAX. I CONCRETE/MASONRY BY OTHERS 1/4' MAX. APPROVED f i SHIM SPACE SHIM SPACE SEALANT I OPTIONAL 1X BUCK r" SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCDN INTERIOR 3/16" TAPCDN BACKER ROD t{ipb>hltgb APPROVED SEALANTOPTIONALEt1/4MAX. 2 1/2" SEE 1X BUCK NOTE 3 — 7 _..__. SHIM SPACE MINEDGE° SHEET i DISTANCE EXTERIOR L BACKER RODCONCRETE/MASONRY BY OTHERS a 1 1/4" MIN. APPROVED EMBEDMENT SSEAIANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWSDOORS, LLC SDMARKET GRATZ, PA 17030 v •VG ENSF 9s y NOTES: 1. INTERIOR AND EXTERIOR rINISHES', BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT J k• lDy 51 *:7- a ofq(K' eslel,Trf,= NOTSHOWNFORCLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS 2. PERIMETER AND JOI NT SF_AI_ANT HY OTHERS TO HE A , STATE OF DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: OWC N0. REV 08 SDE2357 B/A7S QNA 11tG\\\\ SCALEoM1TENTS09/03/14 5 OF 12 III, L. ROOFATO LOMAS P.E. 17J2WOODFORORDLEWISVILLE,, NC2i02.3 L01s R. Lomas P.E. 434- 608-0609 r11 m sn6Pomaspe.—n FL No. 6251d WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALAN"I" WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. r EMBEDMENT 1/4„ MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 111D WOOD SCREW RIGID FILLER 1/4" MAX. I SHIM SPACE 1 1/4" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X DUCK INSTALLATION 1 1/4" MIN. EMBEDMENT T— 1/2' MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE T— RIGID FILLER INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X DUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4 MIN EDGE DISTANCE p7 1/4" MAX. 1 N r SHIM SPACE RIGID FILLER 1110 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. SHIM SPACE d 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 1 SMS OR SELF DRILLING SCREWS nma J METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV bESCRIPTION bA1E APPROVED A REVISED INSTALLATION DETAILS 06/01/1S R.L. 8 REVISED NAME AND ADDRESS 10/27/16 1 R.L. NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SlIOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT DY OTHERS TO DE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN: DWG N0. REV J.L. 08-02357 B SCALE NTS I DATE 09/03/14 1 s"r.ET6 OF 12 L. P013F.RTO LOMAS RE 1432 IVOOOFOHO RO LEWISVILLE. NO 27023 434,688 0609 rll—soldomaspe.com SIGNED: 1111512016 ILI0ll EN&' Ipf ID,G2g1 D, rg' AT Tr-fv 1 75- C), STAT OF assa0R 1 Luis R. Lomas P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS rsE sIDNs REV UESCRIP1UN VATE APPROVED 2 1/2" MIN. A REVISED INSIALLAPON DETAILS 06/D1/15 R.L. EDGE DISTANCE 0 REVISED NAME AND ADDRESS 10/27/16 P.L. 1 1/4" MIN. w' 1 1/4" MIN. EMBEDMENT EMBEDMENT CONCRETE/MASONRY 1/4" MAX, BY OTHERS 1/4" MAX. SHIM SPACE SHIM SPACE OPTIONAL 1 X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET i RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON autnua uu _:: r RIGID FILLER 4'__L 1/4" MAX. 2 1/2" SHIM SPACE MIN EDGEpISTANCEEXTERIOR BACKER ROD c" 1 1/4" MIN. & APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL CONCRETEiMASONRYINSTALLATION n 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: L. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 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 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRMN: OWC NO. RE\ J.L. 08-02357 B SCALE NTS I DATE 09/03/14 SHEET OF 12 L ROOEnrO LOMAS P.E. 1432 WOODFORD RO LEWISVILLE, NO 27023 434.508 0609 dlomns0;do ape .. SIGNED: 11/15/2016 11 11.1L I0/// v, •G E N SF.'9J+'% A STAT VO-FFI ej Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1 /2" MIN. EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/1" MAX. SHIM SPACE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & IAPPROVEDSEALANT 1/4" MAX. BEHIND FLANGE 1 r---- l SHIM ISPACELWOODFRAMING 1/4' MIN. OR 2X BUCK EMBEDMENTBYOTHERS 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 M C jEDGEDIS'fANINTERIOR 10 WOOD - - 1 11 SCREWWOOD FRAMING - • pmnnn 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 1/ 4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & p RIGID FILLER APPROVED SEALANT C6 BEHINDFLANGE1/ 4" MAX. r SHIM SPACE METAL ti Qs c STRUCTURE BY OTI-JERS 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I 1/ 4" MAX. SHIM SPACE 3/ 4" MIN. , INTERIOR EDGE DISTANCE 1 10 SIAS OR - SELF DRILLING SCREWS vrcnnn METAL -- EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REMSIONS REV UESCRIPIION QAiE APPROVED A REVISED INSTALLATION DETAILS 06/01/IG R.L. R REVISED NAME AND ADDRESS 10/77/16 1 R.L. 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 MI WINDOWS AND DOORS, LLC 65D W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN: DWG tJO, q[y J. L. 08-02.357 B SCALE NT$ I DALE 09/03/ 14 SHEET 6 OF 12 L. ROBERTO LOMAS P.F.. 143P WOODFORD RO LEWISVILLF-, NC 27023 434 688-0009 tlb—C)Adc-npamc SIGNED: 1111512016 9 IL l0 51 ••*= rr AT ILL : III Luis R. Lomas P.E. FL No.: 62514 REVIS10M5 REV DESCRIPTION DAIE APPROVED 2 1/2" MIN • - A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY 4' BY OTHERS a _ _ • e 1 1/4" MIN. _ 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK •° a' e EMBEDMENT SEE NOTES 3 - 7 rSHEET1 v' v CONCRETE/MASONRY BACKER ROD & ¢aI 1/4" MAX. BY OTHERS _ 1/4" MAX. APPROVED SEALANT SHIM SPACE I SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16° TAPCON EXTERIOR INTERIOR 3/1G" TAPCON INTERIOR BACKER ROD & 3/16" TAPCON ' APPROVED SEALANT:dIAlRitilanp 1 l -- - BEHIND FLANGE ° 2 1/2" OPTIONAL IX DUCK 1/4" MAX. I ° 7SEENOTE3 - ; -- l SHIM SPACE MIN. --- m JI EDGE nfm SHECT 1 DISTANCE EXTERIOR CONCRETE/ MASONRY v BACKER ROD & BY OTHERS APPROVED • 1APPROVED SEALANT 1 1/4" MIN. BEHIND FLANGE aEMBEDMENTJAMB INSTALLATION DETAIL e°•. ° L' CONCRETEiMASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONGRET& MASONRY INSTALLATION SIGNED: 11115512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. \\5.R Ld'i GRATZ, PA 17030ZZ y •\GBNSF?' NOTES: SERIES 165 ALUMINUM FIXED WINDOW `1k• o fi 6 = 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 73" X 72" NON -IMPACT •'- " NOT SHOWN FOR CLARITY. OF 2.PERIMETERANDJOINTSEALANTBYOT14ERSTOBE FLANGE INSTALLATION DETAILS WITHOUT FILLERS OF ram,. S TAT DESIGNED INACCORDANCE WITH ASTMC2117. DRAVIN: DWCNO. kEV "/'T •i + Op;• 0B SCALE NTS Dn1E 09/03/14 02357 B OF 12 / ONAlilt 1rGaG\\\\~ L. RODERTO LOMAS P.E. Luis R. Lomas P.E. 149214DOOPORO RD LEWLSVILLE, NC 27023 FL No.: 62514 434-600-0009rllwnas(LnlrlRnlaepe.rom WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. F EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 1/10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX. BEHIND FLANGE T---- SHIM SPACE WOOD FRAMING OR 2X BUCK 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 T— _ 1 RIGID FILLER 1/2_" MIN. p EDGE DISTANC II INTERIORI 10 WOOD f \ llil/111 1111-- SCREW WOOD FRAMING n mmw 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 1/4" MAX, SHIM SPACE GID FILLER 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 1110 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE _ 1/4" MAX. SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN _IEDGEDISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE 1 I RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 7" ] 10 SMS OR - SELF DRILLING SCREWS ninni METAL ter EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVEDAREVISEDINSTALLATIONDETAILSDG/O1/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: Y. INTERIOR AND EXTERIOR FINISHES, OYOTHERS, NOT SH06VN FOR CLARITY. 2. PERIMETER AND JOINT SCALANT OY 0771ERS TO DE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111,512016 MI WINDOWS DOORS, LLC 11LIo650 . MARKET GRATZ, PA 17030 SSR OENS.9s% SERIES 185 ALUMINUM FIXED WINDOW k• {J0 61 *= 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TAT OF ; tEr DRUM: DVIG NO.filljP 08- 02357. SCALE NTS I DATE 09/03/ 14 1 SEET 10 OF 12 L. ROSERTO LOMAS P.E. 1432 WOODFORD RD LEWI,SVILLE, NC 27023 LD15 R. Las Lomas PP.E. 434-600. 0609 dlomns(o trlomnspe.com FL No REVISIONS 2 1/2" MIN. REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 05/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS e' 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK °" a EMBEDMENT SEE NOTES 3 — 7 SI-IEET i CONCRETE/MASONRY v BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 < RIGID FILLERSHEET1 3/16" TAPCON e EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE RIGID FILLER 4AA uu OPTIONAL 1 X DUCK SEE NOTE 3 — 7 I 1/4" MAX. 2 1/2" " SHIM SPACE DIGS "" lmm SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS a 1 1/4" MIN. APPROVED SEALANT 4 A. EMBEDMENT BEHIND FLANGE a.. JAMB INSTALLATION DETAIL n 1' CONCRETE/MASONRYINSTALLATION e _ 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION SIGNED: 11/1512016 MI WINDO WW AN DOORS, LLC L'' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, ET ST. S1RI! NOT SHOWN FOR CLARITY. GRATZ. PA 17030' G NSF: 2. PERIMETER AND JOINT SEALANT BYOTHERS TO E SERIES 185 ALUMINUM FIXED WINDOW DESIGNEDINACCORDANCEWITHASTME211273" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS A ; STAT OF DRAWN: DWG NO. REV iQR1U•a•\ 08 57 8 SS pNA 50E7SCALEun1ENTS09/03/14 11 OF 12 1111E G\ L. ROBERTO LOMASP.E I431 WOODFORD RD LEWISKLE, NG27023 LUI$ R. Lomas P.E. 434- 600-0609 dlomas@lrlomRspe.com FL No.: 62514 APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT jf6 WOOD WOOD SCREW FRAMING BY OTHERS 1n m luxa><• 1/4" MAX. u.0 SHIM SPACE WOOD FRAMING I 1/4" MAX 3/8" MIN BY OTHERS SHIM SPACE EDGE DISTANCE y6 WOOD SCREW INTERIOR INTERIOR I1 EXTERIOR v, 1/4" MAX C SHIM SPACE lfllllll ldlllh 3/8" MIN J EDGE DISTANCE / 6 WOOD — WOOD SCREW I FRAMING APPROVED IF _ 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT T—— I APPROVED ,iiu—»nr SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION HCOSIVNS UESG111PIIVN UATE AFPROVEO REVISED INSTALLATION DETAILS OG/01/15 R.L. REVISED NAME AND ADDRESS 10/77/16 R.L. NOTES: 1. IN7'F_ RIOR AND EXTERIOR FINISHES, DY OTHF_ RS, NOT SHOWN FOR CLARITY, 2. PERIMF. TF_R ARID JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 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: -0 N0. J.L. 08-02357 SCALE HTS I DA'E 09/03/14 1 SHEET 12 OF 12 L. ROBERTO LOMAS P.F. 74321V000FORD RD LEWISVILLE. NC 27023 434-BOB.0609 ,Ilomas[n+llomacpn.cnm SIGNED: 1111512016 5 1R I IL b41 i v••\`( EF1`gF (p l 'Low b TAT OF ; w E c`SSz O R1 C\Gt Luis R. Lomas P.E. FLNo.: 62514 Florida Builduicy Code Online Page 1 of 3 aCIS Home a Log In User Registration Hot Topics Submit Surname Stats & Facts i Publications ; FK Sat BCIS Site Map Links Search j r ! 'f Product Approval USER: Public Userd, b 0,*, Product Approval ^renu > Product or Appli_ation Search > Application List. > Application Detail r y FL # FL15353-R3 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 Category Subcategory Compliance Method MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Mullions Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1-2 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 Duality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R3 COI FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA450 2010 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://«,wZA,.floridabuildi a.orQ/pr/pr_app_dtl.aspx?parazn=wGEVXQ«rtDgtH8572gvd)X/IS... 2/1/2018 Florida Building Code Online Page 2 of 3 Date Submitted 10/1612017 Date Validated 10/23/2017 Date Pending FBC Approval 10/26/2017 Date Approved 12/12/2017 Summary of Products FL # I Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No F1-15353 R3 iI 06-0144S8.od 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 span: 104-1/4". FL15353 R3 AE 512072B.iodf Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of use Installation Instructions Approved for use in HVHZ: No FL15353 R3 H 08-01439B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Design Pressure: N/A Created by Independent Third Party: Yes Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.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 FLI 353 R3 iI 06 014498.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Design Pressure: N/A Created by Independent Third Party: Yes Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE S12073B.cdf span: 156-3/8" Created by Independent Third Party: Yes i 15353.4 S765 I Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No F L15353 R3 H 08-01440B.gdf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLIS353 R3 AE 512064B.odf span: 83". Created by Independent Third Party: Yes 153S3.5 I CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II OS-01442B.odf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion length - 83". Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R3 AE 512066B.odf Created by Independent Third Party: Yes 15353.6 I CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL153S3 R3" II 08-01451B.odf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size - 52-1/8" x 84". Max mullion Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLiS353 R3 AE 512075B.odf 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 Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size - 52-1/8" x 84". Max mullion span - 104-1/4". FL15353 R3 II 06-01452B.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R3 AE 512076B.odf Created by Independent Third Party: Yes 15353.8 I CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 06-01443B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https:/hA v.floridabuildina.orQ/pr/pr_app_dtl.aspx?param=«-GEVXQ-4,tDgtH85 72gvd\VIS... 2/1 /2018 Florida Building Code Online Page 3 of 3 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 5120678.odf span - 83" Created by Independent Third Party: Yes i 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No 71-15353 R3 II 08-01453B.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 512077B.odf span - 156-3/8" Created by Independent Third Party: Yes l 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 06-01444B.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 5120688.1)df span: 83" Created by Independent Third Party: Yes i 15353.11 CM78534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 Ii 08-01454B.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 512078B.odf span: 156-3/8"• Created by Independent Third Party: Yes Sack Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: E50-4S7-1E24 The State of Florida is an WEED employer. Copyright 2007.20' 3 Sta e of Florida :: Privacy Statement :: Accessibility Slateenent :: 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 E50.487,1395. `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 emaiis 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: Cre Caro Safe https://«N,\Nr.flondabuildinc,.org/pr/pr_app_dtl.aspx?param=jvGE Q A tDgtH8572gvd'A 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 Cd=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 MULLION, 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. 5) 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) OETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE 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 IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. I'RIBUTARY WIDTH W1 (Z z REVISIONS DESCRIPTION DATE APPROVEO REVISED INSTALLATION DETAILS 05/10/15 R.L. REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L. 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 DRILLING 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 TO BE CORROSION RESISTANT. 5) 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=D.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 0. METAL STRUCTURE -STEEL 180A (.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 41 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: DWG NO. V.L. 08-01439 SCALE NTS DATE 01/11/12 1 SNEET1 OF 4 L. ROBERTO LOADS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-6410-0609 rllomaSCDMomaspexam SIGNED: 1011312017 Luis R. Lomas P.E. FL No.: 62514 107 3/8" COMBINED WIDTH W1 -I W2 -. 3" 8 I FRAME HEIGHT WINDOW WINDOW MULLION SPA 107 3/8" COMBINED WIDTH 107 3/8" COMBINED WIDTH W1-I W2-r 8 FRAME WINDOW HEIGHT WINDOW MULLION SPAN) 1 J 83" WINDOW J FRAME HEIGHT/ IN I ININDO K MULLION SPAN) A IrW2- tWl107 COMBINEDDWIDTH Design pressure rating (Os0 Mullion span fin) Tributary width (in) 18. 13 25.50 36.00 42.00 48.001 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 50.6 43.7 33.0 29.6 27.4 26.3 72. 00 44.9 32.7 24.4 21.8 19.9 19.0 84. 00 28.1 2D.3 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS W CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" COMBINED WIDTH w1-- I W2- 8F 4DOW FRAMEWINDOW HEIGHT MULLION SPA' 107 3/8" COMBINED WIDTH r- w2 wtWINDOW l J FRAME HEIGHT WINDOW WIND-OR MULLION SPAN) Wi II- W2 - 107 COMBINEDDWIDTH REVISIONS I REV I DESCRIPTION I DATE I APPROVED A I REVISED INSTALLATION DETAILS 106/10/15 R.L. I 8 REVISED. ANCHORING NOTES & INSTL OE(. 06/07/17 R.L. 107 3/ 8" COMBINED WIDTH w1 w2 83" L/ WINDOW l J FRAME HEIGHT WINDOWG WINDOW MULLION d SPAN) W1 W2 - I 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 1073/8" AS SHOWN HEREIN. Design pressure rating (psf) With rebar Mullion span ( in) Tri butary width 10.13 2S.50 36.00 42.00 in 48. 00 152.13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120,0 120.0 120.0 1201). 120.0 120.0 49.63 120.0 08.3 81.2 76.9 75,2 75.1 62.00 95.2 70.0 53.3 48.1 44.8 43.4 6&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 64.00 37.7.. 27.3 20.1 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. MI WINDOWS AND DOORS, LLC 65D WEST MARKET, STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DVfD N0.- REV V.L. OB-01439 B SCALE NTS DATE 01 / 1 1 / 12 1 5HEr-r 2 OF 4 L. ROBE14TO LOMAS P.E. N32 WOODFORD RO LEWISVILLE. ND 27023 434-688- 0609 rflomas(alrloRraspe.com SIGNED: 10/ 13/2017 J\ 4r• 9 i ENSF rP10.6251 * r STAT OF Lug its lc< O R1aP •G. III Luis R. Lomas P.E. FL No.: 62514 1" MIN r EDGE DISTANCE MASONRY/CONCRETE BY (OTHERS a' 1 1/4" MIN. EMBEDMENT 1/4" ELCO ULTRACON TAPCON ECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP µrD WOOD SCREW I 1 3/8" MIN. EMBEDMENT r WOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IIJ MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. REVISIONS ` DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/10/15 R.L. REVISED ANCHORING NOTES do INSTIL DET, 06/07/17 F.L. 22 S OR ZILLING METAL 1/2" MIN. STRUCTURE EDGE BY OTHERS DISTANCE VERTICAL L CROSS SECTION METAL INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS DRAIYN; D'NG NO. V.L. 08-01439 SCALE NTS I DATE 01/11/12 1 SHEET3 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 434.600-0609 rll0nlaS@Irl0r"a5p0xWIj SIGNED: 1011312017 1-111 -\0 E N ?79cP: l0„ 6RIO,; p. TAT •Q REV '"fi 401140P• N. B sS10NA `1E\\G` Luis R. Lomas P.E. FL No.: 62514 I-- 2.110" 'I 1 5" SECT5764 MULLION ALUMINUM 6005-T5.125" THICK I I-- 0.688" 7 RF-iB5 2 REBAR 16 GA (.062) GALVANIZED STEEL NOTES: 1. CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 2. FOR WOOD & METAL INSTALLATION USE ALL FOUR ANCHOR LOCATIONS. 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4" SEPARATION BETWEEN ANCHORS. 3.261 I 1t375" 0.625" 1 {- J_ 3.250" 0.8- 143—" Lc)- 4.000" MT000022 CLIP 16GA-(.063") GALVANIZED STEEL SEE NOTE 2 & 3, THIS SHEET. 3.750". 2.189" -- 1.0 0" 0,375" 0.843" IIL( _ I— I 1.562" 2X 00.210" 1.56 1 SECT5796 CLIP FOR WOOD FRAMING INSTALLATION AL LIMINUM 6063-T5.125" THICK REVISIONS DESCRIPT1011 OATS AIPRWED REVISED INSTALLATION DETAILS D6/10/15 f1.L. REVISED ANCHORING_ NOTES & INSTL DET. 05/07/17 R.L. 3.750" 1,000 0,375" 1 0.42 2,032" 2.875" L 0.1143" f L SECT5796 CLIP 2x 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125"THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN COMPONENTS DRAVIN: DWG NO. V.L. 108-01439 SCALE NTS IDATE 01/11/12 1 $1IEET4 OF 4 L. ROEERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 434-606-0609 r1lomas@1donlaspax-, SIGNED. 1011312017 64, 6aj1 it a , STAT OF .w` 0 /SS ONA 11,\\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Cade Online Page 1 of 2 SM Home ? Log In User Registration 1 Hot Topics i Submit Surcharge 2S[a[s & Facts PubGca[ions f pBC Staff BCIS Site Map Links i Searcti bI,Product Approval USER: Public Userr Product Aooroval N-u > Product or ADDlicatlon Search > Appli anon List > Application Detail x F FL # FL12194-R6 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 1 Product Manufacturer Aluminum Coils, Inc. Address, Phone/Email 5001 Vilest Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Gareth Rahman grahman@aluminumcoilsinc.con Paul Frost 5001 Vilest Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Category Panel Walls Subcategory Soffits 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 PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12i94 R6 COI ALCi500;.3 2017 =BC Evaluation Report 04T4 Somts final.adf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 2009 Equivalence of Product Standards Certified By Sections from the Code https://vm,v.flondabuil ding.orQ/pr/pr_app_dtLaspa?param=wGEVXQw-tUqu1:24AUC%2fE... 2/1 /2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 09/06/2017 09/06/2017 09/13/2017 12/12/2017 12/15/2017 FL # 1 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 ALC15001.3 2017 FSC Evaluation Report 04 T4 Soffits final pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Design Pressure: +80/-90 Other: See Evaluation Report for limits of use. Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: Yes Evaluation Reports FL12194 R6 AE ALCIS001.3 2017 FBC Evaluation P.eport Q4 T4Soffits final.pdf Created by Independent Third Party: Yes Bad Nezt Contact Us :: 2601 Stair Stone Road Tallahassee FL 32399 Pho— 850-487-1524 The State of Florida is an AA/EEO employer. Coovnoht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statemeni 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, effecttve October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address tf 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: MI t,rt^0= c:Td Safi https:/lNvv,rxA=.floridabuildi-ig. oralpr/pr_app_dtl.aspx?param=wGEVXQz=tDquk24AUC%2fE... 2/1 /2 018 N a TECHT" 1CAL SEPWICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 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 ElL Reoort 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 (rST5878) 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 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. i- TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 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" 44 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in hin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. ZZIIZ11` 111ZZ 116" FULL VEIJT 16" CENTER VEIN 113' SOLID FAWEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit 1panels 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 in21,in.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12, FULL VE1JT 12" CENTERyEN rT 12" SOLID PANEL ALC15001. 3 FL12194-R6 Page 2 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. ' CREEK s 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, e Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. No 74021 r STATE OF <+ r , Z CERTIFICATION OF INDEPENDENCE 2017.09.01 10:06:18 0400 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. ta 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: ALC15001.3 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. Fash'mer Fastener Location Location l 1 FL12194-RG 1 of 8 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. r U. CREEK TECHNICAL.SERVICEs, LLC d. 16" Q4 Soffit— B-inch o.c. Fastener Fastener Location Fastener ALUMINUM COILS, INC Soffits Appendix A Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with 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-#I Approved Systems for 24-inch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 Max: 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 1 G-inch 0072-inch diax min3/1G- inch head dia. trim nail 40.0 24-inch D.C. D.C. spaced 36- inch o.c. 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 12F-2 Max. Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 24- inch o.c, and securing each panel lap head dia. trip nail spaced 48- 64.2 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 0.072- inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. panel and securingeachpanell lap pheaddia, trip nail spaced 48- 64.2 inch D. C. ALC15001.3 FL12194-RG . Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule G1G20-3. 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. 11 CHEEK TECHNICAL SERVICES, L.LC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel. Wall Connection Eave Connection System Panel MDP No. Width pst) 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 lorry x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 1G-inch pattern spaced 24- screw spaced 1G-inch D.C. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch D.C. connecting soffit to J-channel Inch D.C. Approved Systems for 16-inch overhang with F-Channel Wall Connection Have Connection' System Panel MOP No. Width pso 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 diameter •- finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch D.C. 4-inch o.c, and securing each inch head spaced panel lap 12-inch D.C. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch D.C.and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch D.C. panel lap inch head spaced 12-Inch D.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 16F-3 16-Inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/16-inch head dia. trim nail 25.6 inch D.C. D.C. spaced 36-inch D.C. Three (3) min. 314-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F 4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch D.C. crown staple spaced.8-inch D.C.inch head dia. trip nail spaced 48-inch D.C. ALC15001.3 FL12194-136 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 duality 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, LI,C ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso 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- 43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Max. aThree (3) 18 g.1/3-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-Inch 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 pso Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 16-inch Wood crown staples in diarnond pattern Wood One (1) min 314-inch x 1/4-inch long x 0.072-inch dia. x 23.5 spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 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. r"'M 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 psfl Substrate F-Channel Attachment Batten Panel Attachmentm Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-fnch 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. 1l4- One (1) min. 1.75-inch x 24F-1 Max. Wood inch crown x 1-inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801-9012-inch diamond pattern 1) min. 2.25- inch x 7d ring One (1) min, 1.75-inch leg staple spaced 8- inch o.c. 3/16-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 24F-2 Max. Wood inch x 11 ga. smooth shank anchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 80/ 12-inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch leg staple spaced 8- 3/16-in h head spaced 76.6 16-inch o.c. inch ringshank x 0.072-inch diameter inch o.c. 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. 5/B- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8 finishing nail with min. spaced 8-inch o.c. p 1 7d x 2.25- O One 1 min. 1.75-inchO Inch o.c. 3/16-inch head spaced 76.6 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. i A QREEK rECI-iNICAL ruCRVICr_S, 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 psi) Substrate 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- One (1) min. 1.75-Inch x Max. inch crown x 1-inch rafter with oon 16-inch o.c. securing inch crown x.1-inch 0.072-inch diameter 24F-4 16 inch Wood leg staples in min. 2.2n each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern ininx 7d tiny inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. 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 1G inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with ruin. 801-60 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. ALC15001. 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. CHEEK e 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 iPs Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x1-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) min. 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-I11ch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-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 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 otherproductattributesthatarenotspecificallyaddressedherein. E CREEKALUMINUM COILS, INC tk Soffits TECHNICAL SERVICES, LLC Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pat) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap 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-nailed12-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 24J-1 Max. rafter with one x 1-inch leg into the end of the batten or two (2) lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 6012-inch 1) min. 2:25- inch x 7d ring staples in diamond pattern spacedl6- min. 2.25-inch x 7d One (1) min. 1.75- leg staple spaced 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 ballen/rafler 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 No.2 SYP Three (3) 18 nail straight -nailed female lock or 18 (1ga. /,- One. ) anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch 24J- 2 Max: rafter with one x 1-inch le 9 into the end of the securing each panel leg staple spaced x p.072-inch diameter 16- inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8- inch o.c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- min. hank 2. 25-inch x 7d ring shank nails toe- One (1) min. 1.75- securing each panel 3/16-inch head spaced 16-inch o.c. shanknail24- inch o.c. inch o.c. nailed on either side inch x 0.072-inch lap of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c, 24- inch o.c. ALC15001. 3 FL12194-RG Page 8 of 8 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 SOFFIT STAPLE 3 XlDIAMOND OPEN RAFTER IIDETAILDUOtj PATTERN CROWN. STAPLES' USING A DIAMOND t. eervccnj PATTERN FACIA BOARD Srvrces FASCIA .CAP 12 F-2 3/4" X 1/4" CROWNJTRIMNAILFACIA 8" 1 BOARD 1"-3/4"TRIM NAIL STAPLE ON CENTER PINSTALLEDF" CHANNEL CAN BE WITH THE PLANTED 5.5. dF3" FASCIA CAP NAILING FLANGE UP ORO.C. 3/d` x 1/4DOWNCROWNSTAPLE 5OFFIT—max. 12-inch spanWOODS SUBSTRATE SOFFIT FASCIA - DETAIL ALC15001.3 FL12194-R6 Page 2 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. i vk3aa° ALUMINUM COILS, INC P CREEK Soffits t TrcHNICAL SERVICES, ILLC 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. Installation Detail Kin. p/k;" haxrl d7.al. n;'43.1. wl.Lh mi.n. J'Sl sa,7egFment(for wood sul')el:):r'LR) or mi. n. 4 b41- 11a T-,,,,J1 or v.d, n,11 t.1i'11 m'lu >r;" rin jt3g orn"1i Lif t conct et:e. cif: block SUb3Lra L?), Epacerl CIS noted FASCIA SLIP BOARD FASCIA TRIM 12F-1 & SOFFIT (OVERHANG. WIDTH VARIES) 12F-3 -"F CHANNEL I:IrXSd, C;!riC1'aCa or falockk Wall STAPLE SOFFIT TO FASCIA BOARD #T50 4- IM 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4"--J PAINTED S,S. 1 /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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throutihout 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, aw 4; CREEK1?, 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 J-CHANNFL 1-3/4" TRIM NAIL -I ccr We I Lo naECiL PAINTED S.S. 413" with one-tli !Id O.C. diameter screw, 15" O.C. SOFFIT--n+-ax. 12-inch stun WOOD OR BLOCK' SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B. aye ncrvEcr+ SOFFIT STAPLEJSYN'I.CS 1, DIAMOND PATTERN f DETAILII FACIA, BOARD sTnr rs FASCIA CAP 3/4" X 1/4" CROWN -FACIA BOARD Ft" ON CENTER, 1-3%4' TRIM NAIL PAINTED S.S, FASCIA CAP 3/4" x 1 / } GROWN STAPLE SOFFIT---' SOFFIT & FASCIA 0 ETAI L ALC15001.3 FL12194-RG Page 3 of 12 This evaluation report is provided for Slate 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. I i TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J" TRIM iIAR,. / ,,--FASCIA BOARD PAIDTEO S. FASCIA GAP 5pFFR OPCII RAFTER T'z}' CROWN STAPLE FASCIA. BOARD - Id OA `B' INdll 1617-1 . SOFFIT & FASCIA 1GF-5 CAP; REFER FIT & FASCIA MAX, 16' ALC15001.3 FL12194-RG 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. raKm, CREEK TECHNICAL SCRVICES. LLC System No. Installation Detail M1a. 3/0" head dia. nail with min., engagament(for wor,.a 'mbslrare). or 1: 0.09V' e7.iai.: T-hail or, stub .nail with man. '5/S ongogemnnt(for' concreta ' ci. .h.l,oc): aubstra ,h) ; opmrad a,i noted above FASCIA SLIP BOARD FASCIA TRIM i SOFFIT (OVERHANG WIDTH VARIES) 1 GF-3 F CHANNEL Or Dlock 'Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE W, O.C. FASCIA LIP 1/4"_r PAINTED 5.5: 1 3/4" TRIM NAIL MIN. 5 NAILS PER '12' PIECE SOFFIT & FASCIA ar_TAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for State or 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. ra r-a CREEK TECHNICAL SERVICES, LL,C ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENRAFTERrsTAPUS 3/4" x 1/4" ; DIAMOND PATTERN USING NASr DETAI DIAMOND Ill' I w 3 e' ncrvexr rL srAPU: PATTERN FACIA IGOARD ` r FASCIA CAP 16 F-4 3/ 4" X 1//4" CROWN 1- 3/4" TRIM NAIL / FACIA (70Af2U J STAPLE "0" ON CENTER 1 " CFIANNEL CAN DE 1.-- 3/4" TRIM NAIL PAINTED S,S. INSTALLED WI'7Ii THE' FAINTED S.S. 4fi" NAILING FLANGE UP OR O.C: DOWN SOFFIT- rna.:. 16-illCh at>an WOOD SUBSTRATE. FASCIA CAP 3/ 4" X 1 /4" CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL 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 specincally addressed herein. ALUMINUM COILS, INC1111ACREEK . Soffits TECHNICAL SERVICES, LLC Appendix B System No. installation Detail 17 USING A 1PATTERN: GF- 2 & SOFFI 1 GF-G DIAMOND F" CH. SUBSi OPER RAFTER FASCIA BOARD. FASCIA CAP; REFER TO SOFFIT 6 FASCIA DETAIL SOFFIT: MAX. 16" SPAN 1J" T PAI SOFFIT & FASCIA DETAIL SOFFIT STAPLE DIAMOND PATTERN FASCIA BOARD FASCIA CAP 1- 4* CROWN STAPLE ALC15001. 3 FL12194-RG ! Page 7 of 12 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. t tau" CREEK TGCIiNICAL_ SF-RVICF-B, LLC ALUMINUM COILS, INC Soffits Appendix Q System No, Installation Detail OPEN RAFTER u;.E- \ SOFFIT STAPLE JtlIST ; DIAMOND PATTERN I I DETAIL FACIA BOARD 1 _.1/0' WNEEN/ STNUS 3/44" X 1/4" CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN FASCIA CAP _ 1GJ-1 r 3/4" X 1/4" CROWN FACIA HOARD J-CHANNEL 1-3/4" TRIM NAIL STAPLE '$" ON CENTER. 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.S. 48' O.C. FASCIA CM 3/4" X 1/4" CROWN STAPLE S(1F1 IT—ma.x. 1.G-inch st7 n 5orl Tr WOOD OR BLOCK 0_FFIT & FASCIA SUBSTRATE D ETAI L ALC15001.3 FL12194-RG 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. ALUMINUM COILS, INCCREEK° Soffits TECHNICAf_ SERVICES, LLC Appendix B System No. Installation Detail I2- TRIM NAIL FASCIA BOARD PAINTED. S,S, I"yJ" CROWN I \ . STAPLES-`*-f —FASCIA CAP USING A DIAMOND 5OKFIT PATTERN; REFER TO \\1"91" CROWN STAPLE SOFFIT. STAPLE DIAMOND PATTERN DETAIL I =" TRIM HAIL--- AILFASCIA 60ARD t PAINTED S.S. SOFFIT & FASCIA 24F- 1 & DETAIL 24F- 4 I"x;' CROWN STAPLE FASCIA CAN REFER r s.. To SOFFIT b FASCIA \ DETAIL / \` I ! 0 Nominal 1"a2" SYP3IR BatlRnAnchoredtoSOFFIT; nAx, 24" f-CIIANNEL Flatters vilh one 7d Ring Shank Rail at Every Railer W000 SUBSTRATE—W-- SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-136 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule G1G20-3. 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. ALUMINUM COILS, INCCREEK - Soffits TECHNICAL SERVICES, LLC Appendix B System No. Installation Detail I I" TRIF1 NAIL I FASCIA ROARO PAINTtO S,S. 1-1" SlIU07H SHANK FASCIA CHAP ROOF NAILS--' 5UFfl7 CROWN STAPLE 1 TRIM NAIL '` FASCIA BOARD t'hMTEO S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 r•r• caowN STAPLE FASCIA CAPE REFER TO SOFFIT E, FASCIA DETAIL Raminal 1`x2" SYP F-CHANNEL Gallen Anchored to SOFFIT;.hAX. 24" Rafters 0h ane ld Ring Shank Nail al every Rafter WOOD SUOSTRATE 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. 1i CREEK TECHNICAL SERVICES, L.LC ALUMINUM COILS, INC Soffits Appendix B Systern No. Installation Detail I P" TRIM NAZI I ,--FASCIA BOARD PANITED 5,5. bbb 146A i" T-NAILS `— rASCIA CAP sorwr ti , i-----r'4' CROWN STAPLE t TRIM NAIL FASCIA DtlhAD PAINTED S.S. SOFFIT R FASCIA 24F-3 & DETAIL 24F-6 I"XI. CROWN STAPLE FASCIA CAP, REFER TO SOFFIT E FASCIA DETAIL Nominal V.2" SYP Batten Andmred in SOFFIT: MAX. 24" F-CIIANNEI `— Rallcrs v;lh one 1d Ring Shank Nail at every Railer 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. nr+r'• ALUMINUM COILS, INC r "d3r CREEK Soffits a 'TECHNICAL SERVICES, L,LC Appendix B System No. Installation Detail 1 2' TRIM HAIL . FASCIA BOARD PAINTED S.S, I^xSTAPLES USING A DIAMOND- ter --FASCIA CAP SOFTIT PATTERN: REFER TO SOPFIT STAPLE DIAMOND PATTERIf CANTILEYERED RAFTER I - """ 1-x CROWN STAPLE J.. DETAIL FASCIA' 9OARD SOFFIT & FASCIA 1TRIAt T" MNPAINTEDS. S. DETAIL 24J-1 3 24J-2 I-- f._........_- L_. r•ki' CROWN STAPLE r— FASCIACAP: REFER TO SOFFIT b FASCIA DETAIL Nandn. 1 P c 2" SYIA bnilens scnbborl hetwean roflers And SOFFIT; MAX, 24" 1-CI( ANNEL ser( I with one (1I7d ring Shank null sfWgitl-nailed thmuOh Tin rafter Into Iha end WOOD SUBSTRATE of the h0en or two (2) 7d rinq elrsnk nafls toe -nailed on ailher Side of the WWII nt the haUnn:nRar lnle8eclion 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 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. x. rye C R. EF,KfyS c TECHNICAL SERVICE'S. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix 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. Wit is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. B. 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 titan either 4% of the least horizontal dimension or 3-ft. ALC15001.3 FL12194-R6 1 of 4 This evaluation report is provided for Slate 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. ii ALUMINUM COILS, INCCHEEK Soffits TECHNICAL SrRVICES, L.LC Appendix C 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 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 28.6 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 1 -20.5 24.0 27.8 32.0 36.4 41.1 1 -46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 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 M8 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 36.4Positive Loads) 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 5 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 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 1 15.4 17.8 20.5 23.3 26.3 1 29.6 32.9 36.4 ALC15001.3 f=L12194-R6 Page 2 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. CREEKE TECHNICAL. SERVICES, L.LC ALUMINUM COILS, INC Soffits Appendix C 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 1 -33.6 39.4 45.7 52.5 59.7 67.4 1 -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 1 17A 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) L 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 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 1 17.4 1 20.5 23.7 1 27.2 31.0 1 35.0 1 39.2 43.7 48.4 ALC15001.3 FL12194-R5 Page 3 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. I CREEKt^9, (Q°j' ALUMINUM COILS, INC Soffits TECHNICAL. SERVICES. LLC Appendix C 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 4 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 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 Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39A 45.3 52.0 59.2 66.8 74.9 83.4 92.4 5 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 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 1 -38.9 45.7 53.0 60.8 69.2 78.1 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 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29,4 33.4 37.8 42.3 47.2 52.2 Enclosed 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Positive 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 561 Loads) 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 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18,8 22.1 25.6 29.4 33.4 37.8 42.3 1 47.2 52.2 50 19.6 23.0 1 26.7 1 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-RG Page 4 of 4 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 318" F-Channel 3/8" 3/4" —= 318" J-Channel 1/B" HEM 1 5/8" Tf 3/4" 3/8- ALC 15001.3 FL12194-R6 ISOMETRIC VIFW . Rio ru—nc 15011ETRIC VIEW 9/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D 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 t s iu TECHNICAL SERVICES, LLC Fascia 1/8" HEM 1 T 5 3/4" L...... ... . 7/8" ALUMINUM COILS, INC Soffits Appendix D G"FASCIA ISOMETRIC VIEW 7" BLANK 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. ALUMINUM COILS, INC tx4 CREEK ( Soffits TECI-INICAL SERVICES, LLC Appendix D 12" T4 Soffit 3 1/6" 7/8" 3 1/8" 3 1/8" 1/2" 1/2" 1/2" 1/8" 1/B" 3/6" 13,75" BLANK 3/8" PROFILE 1.175 REF 4.SR'T'i'7 O'nS'nr CJC O ao do 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. l CREEK TECHNICAL SERVICES, LLC i 16" Q4 Soffit 1t3"' BLANK: 3 / 6: PROFILE T'. P ...._..__ 0.115^ n:o LJ LJ W ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12104-R6 Page 3 of 4 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. Florida Building Code Online Page I of 2 BCIS Home i Log In 1 User Registration j Hot Topis Submit Surcharge Stats & FaCS i Publications i FBC Staff BCIS Site Map Links Search i d-ba I ° ProductApproval tj'# USER: Public User 4 Product Aporoval Menu > Produrt or Application Search > Application List > Application Detail FL FL17147-R2 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 AddressJPhone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Huber Engineered Woods LLC 10925 David Taylor Drive Suite 300 Charlotte, NC 28262 704) 548-5442 kurt.koch@huber.com Kurt Koch kurt.koch@huber.com Ken W. Hix 1446 Hwy 334 Commerce, GA 30530 706) 336-3041 ken.hix@huber.com Walker Campbell 1446 Hwy 334 Commerce, GA 30530 704) 562-1053 walker.campbell@huber.com Structural Components Products Introduced as a Result of New Technology Evaluation Report from a Product Evaluation Entity . IAPMO Uniform Evaluation Services LLC. PFS Corporation 10/01/2018 IAPMO Uniform ES FL17147 R2 COI Certificate of Independence for Evaluation.odi Standard Year ICC-Evaluation Service AC310 2015 Approved Evaluation Entity https://Nki-,,r.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=-"TGEVXQz,,tDgvCo')EapiIlBdS... 2/1/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option C 10/20/2017 10/20/2017 10/25/2017 FL # I Model, Number or Name Description 17147.1 I ZIP System (R) Wall Sheathing ZIP System (R) Wall Sheathing Limits of Use Installation Instructions Approved for use in HVHZ: No FL17147 R2 II ZIP Sheathing Install Manual-2013.pdf Verified By: ICC Evaluation Service, LLCApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: limited to structural aspects of panel FL17147 R2 AE ESP-1474 f2Lodf FL17147 R2 AE ESR1474.odf 17147.2 ZIP System (R) Wall Sheathing Combination Wall Sheathing and Water Resistive Barrier Limits of Use Installation Instructions Approved for use in HVHZ: No F1_17147 R2 IT FL17147 ZIP Sheathing Install Manual - 2013.12dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Verified By: IAPMO Uniform Evaluation Services LLC, Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17147 R2 AE E1553 R0544 Huber Engineered Woods LLC.odf Ba:Y. Nezt Contact Us ;: 250, Blair Stone Road, Tallahassee FL 32399 Phone: E50-487-1824 The State of Florida is an AVEEO 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 B50.4S7.1395. Pursuant to Sew ion 455.275(i), 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 emais 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: crec t card. S15fe https://u,N,\v.floridabuildinc,. orcy/pr/pr_app_dtl.aspx?param=wGEVXQ NrtDq-,rCo3EapiIlBdS... 2/1 /2018 ZIP Systemc-'Roof & Wall Sheathing INSTALLATION, Contents 02 ZIP SystemO, Sheathing Installation On Roofs 03 ZIP System'" Tape Installation - Roof Panel Seams 04 ZIP System" Tape Installation - Roof Panel Seams (continued) 05 Roof Covering Installation Instructions 06 ZIP System Roof & Wall Sheathing Installation 07 ZIP System" Tape Installation - Panel Seams ATTENTION: This installation guide is intended to provide general information for,the designer and end user. The following guidelines will help you safely and properly install the ZIP System' Roof & wall wall sheathing. We urge you, and anyone installing this product, to read these guidelines in order to minimize any risk of safety hazards and to prevent voiding any applicable warranties. This manual is a general installation guide and does not cover every installation condition. Proper installation shall be deemed to mean the most restrictive requirement specified by Huber Engineered Woods (HEIV), local building code, engineer or architect of record or other authority having jurisdiction. You are fully and solely responsible for all safety requirements and code compliance. For additional information contact Huber Engineered Woods LLC. ZIP System' Roof & Wall Sheathing Safety Guidelines Follow all OSHA regulations and any other safety guidelines and safety practices during installation and construction. Use approved safety belts and/or harnesses or other fall protection equipment Install ZIP System panels and tape only in dry conditions and on dry surfaces_ Do not install in rain, snow, frost or other slippery conditions. Wear rubber -soled or other high -traction footwear while installing ZIP System sheathing in a roof application. Do not wear footwear with carom soles or heels. Ensure the roofing surface is free from oil, chemicals, sawdust, dirt, tools, electric cords, air hoses, clothing and anything else that might create a tripping hazard. Install. temporary toe boards along the ZIP System sheathing roof surface. What Is ZIP Systems Roof & Wall Sheathing? ZIP System Roof & Wall sheathing is code -recognized as a wood structural panel, roofing underlayment (ICC-ES ESR-1473), water -resistive barrier and air barrier (ICC-ES ESR-1474). ZIP System Roof & Wall sheathing has a built-in moisture barrier that lets you say good-bye to building paper or housewrap on the walls and felt paper on the roof.' Simply install the panels, tape the seams, and you have a structural wall sheathing, water - resistive barrier and air barrier or a structural roof sheathing and roofing underlayment all from one product. FASTER. TIGHTER. ENERGY EFFICIENT. 08 ZIP System' Roof & Wall Sheathing - Window Installation Flanged Windows & Brick Mould Windows 00 ZIP Systems Roof & Wall Sheathing - Window Installation Brick Mould Windows (continued) 10 ZIP System', Roof & Wall Sheathing - Penetration Openings 11 ZIP System' Roof & Wall Sheathing Installation Details 12 ZIP Systems Roof & Wall Sheathing Installation Details (continued) ZIP System Roof & wall sheathing can be used with a range of exterior claddinas and roof coverings. Approved wall -coverings- include -brick, vinyl, stone, wood fiber cement, wood and cedar shakes, traditional hard coat stucco and specified drainable EIFS applications, however it is not recommended for use with adhesively attached EIFS. Approved roof coverings include asphalt -fiberglass shingles, metal tiles and panels, clay and concrete tiles, slate and slate -type shingles and wood shakes and shingles. Follow all cladding and roof covering manufacturers installation instructions. ZIP System Roof & Wall sheathing can be used on buildings of Type III (Roof Applications ONLY) and Type V construction and construction permitted under the IRC. ZIP System' Roof & Wall Sheathing Includes: ZIP System sheathing panels with built-in moisture barrier with preprinted fastening and tape guides ZIP System tape Storage and Handling Set panel stack on three supports (stickers) to keep off the ground. Outdoors, cover panels loosely with waterproof protective material. Anchor covers on top of the stack, but keep away from sides and bottom to assure good air circulation. In high moisture environments, out banding on the panel stack to prevent edge damage. ZIP System' Roof & Wall Sheathing Notes and Limitations: Do not use on roofs with slopes less than 2/12. Do not use abutted against general stone or masonry without providing a minimum of a 1/2" gap. Do not install ZIP System tape in temperatures less than 20' F ZIP System products are not recommended for manufactured housing applications that are built under a federal building code administered by the U.S. Department of Housing and Urban Development (HUD). Do not use panel edge clips (H Clips) with ZIP System Robf &NJaltsheathing without expressed written approval from Huber Engineered Woods. — Do not use ZIP System Tape to permanently sea[ around circular roof projections (plumbing vents, pipes, curved walls, etc.) J Contents (continued) Wall Coverings ZIP System Roof, & Wall sheathing should be covered with the finished roof covering or exterior cladding within 180 days of installation. Finished roof and exterior cladding products should be installed per the manufacturer's installation instructions. Per the recommendation of the Western Red Cedar Lumber Association and the U.S. Forest Products Laboratory, wood siding should be primed before installation. When original roofing or claddings are removed and replaced on existing ZIP System sheathing, the roof or wall should be covered with an additional roofing underlayment or water resistive barrier prior to installation of the new finished roofing or cladding. Note: In cladding systems requiring multiple layers of water -resistive barriers, like traditional hard -coat stucco, ZIP System sheathing is intended only to replace the first layer. Wet Bloven Cellulose Insulation In addition to following manufacturer installation instructions, we recommend a maximum moisture content of the cellulose of less than 25% measured at the inside surface of the ZIP System panel before closing the wall cavity. Secondary Coatings Do not apply secondary coatings or treatments to ZIP System Roof & Wall sheathing panels with the exception of the following: HEW approved fire resistant coatings. Fire resistant coatings must be tested and approved by HEW for use with ZIP System panels. Feld applied water-soluble borate insecticide or fungicide treatments applied to the non overlay side of the panel. See technical tip, 'Termite Treatments on ZIP System Roof & Wall Sheathing," on zipsystem.com for more information. Permeable laminated radiant barrier foil or paint For a radiant barrier foil or coating to be considered permeable, it must have an applied permeance of five perms or greater as tested by the ASTM E 96 wet cup standard. For a radiant foil, the permeance evaluation would include any adhesive and/or backer used to laminate a foil. For a radiant painUcoating, the permeance evaluation should be conducted at the applied thickness of the painticoating. ZIP System Roof and Wall sheathing replacesonly the first layer in mult' underlaymmnt systems. Edge support is not required by code with 1,2 f32/15 span rated) and 5?61.40.120 span ratedl performance category sheathing 9 the framing does not exceed 24" o.c. and the total load does not exceed 93 psi for V2 and 15E psl fgr 518 performance categaries. This is based on V160 deflection criteria for total load. ZIP System Roof & Wall Sheathing Installation Manual ZIP System" Sheathing Installation on Roofs Overview: ZIP System Roof & Wall sheathing is composed of 21P System panels and ZIP System seam sealing tape. ZIP Systems Roof & Wall Sheathing panels should be fully installed before the seam sealing tape is applied. In general, the ZIP System roof sheathing panels should be installed from the lowest point on the roof to the highest It is at the discretion of the installer whether to apply tape from the top down or from the bottom up. However, working from the highest sections of the roof and working down will minimize foot traffic on the tape. The following installation steps are presented as guidelines and a general outline of the installation process. These are manufacturer installation recommendations — please visit zipsystem.com for a library of flashing and installation details. You are fully and solely responsible for all safety requirements. Good construction and safety practices should be followed at all times. Step 1. Ensure that the panel surface is dry and clean of any nails, sawdust, or other debris or protrusions prior to installing or walking on the panels. After ensuring compliance with all OSHA and local code safety guidelines, install ZIP System sheathing panels with the moisture barrier surface facing outside. The long edge (8') should be oriented perpendicular to the framing members, and panels should be installed with the 4' edge seams staggered a minimum of 24": 1 /8" spacing between square edges of all adjacent panels is recommended, in accordance with industry standards for wood sheathing. [Tongue & Groove panels are designed to self -space and do not require manual spacing on the 8' edges.) Step 2. Ensure that ZIP System panels span at least three framing members and a framing member supports the entire 4' edge of the panels. Fasten the ZIP System Roof & Wall sheathing panel to the framing members with code approved fasteners spaced at the appropriate edge and intermediate spacing. It is the responsibility of the general contractor to verify proper fastener type and spacing prior to installation. Apply the fasteners 3/8" from the panel ends and corners. An ideal installation would be where fastener heads are flush with the panel surface. However, due to variations in materials and limitations on equipment, this may be difficult to achieve in some situations.. It is not required to tape over overdriven fasteners unless the fastener head creates a hole through the entire. Panel thickness. Please see the technical tip, "Overdriven Fasteners in ZIP System Roof and Wall Sheathing," for more information. Step 3. Install temporary toe boards as necessary when applying the ZIP System sheathing panels up the slope of the roof planes. 8' Panel Edges 1/8' The unique edge profile is desioned to accommodate incremental pariel expansion and does not require manual gapping along the 8' edges. 4' Panel Edges Maintain 1.8° space where 4' edges meet. Unique edge profile is on 8' edges only. ZIP System" Tape Installation - boot Panel Seams Apply ZIP System tape after all ZIP System Roof & Wall sheathing panels are fully fastened to roof -framing members. Only ZIP System tape should be used to seal the seams of ZIP System panels. Ensure that the panel surfaces are dry and free of any nails, sawdust and other debris, or protrusions. Avoid stepping on tape in high temperature environments. ZIP System tape is a contact tape that requires pressure for an adequate seal. Step 1. Apply ZIP System tape to every vertical and horizontal panel seam. It is at the discretion of the installer whether to apply tape from the top down or from the bottom up. However, working from the highest sections of the roof and working down will minimize foot traffic on the tape. Ensure that the tape is centered over the seam within +/-1 /2" to provide adequate coverage and to ensure that wrinkles in the tape are minimized. Ensure that tape lengths are continuous across the S' horizontal edge of the panels. If splices are unavoidable, create an overlapping splice of at least 3". Apply moderate pressure onto the surface of the tape to ensure a secure bond between the panel and the tape. Use ZIP System tape gun or tape roller to apply pressure to the tape and smooth out any wrinkles. Take special care to remove any voids and/or trapped air at splice areas and T-joints. Step 2. For valley areas of framing, we recommend you use 6" xOde ZIP System tape. This tape is wider than panel seam tape and is designed to give you optimal protection in valley areas. Starting from the bottom and working your way up, apply one continuous piece of 6" tape so that the center of the tape is over the valley seam. Use the tape gun or tape roller to apply pressure to the tape to ensure proper contact with the panel and to eliminate any wrinkles that might have occurred in the tape. Take special care to seat tape completely into the valley. Note: It is important to pay extra attention to valley taping as water is directed toward the valleys during rain events. Self -adhering ice and water barriers may be required by code. ZIP System tape is not considered a replacement for self -adhering ice and water barriers. Therefore, when self -adhering ice and water barriers are required; they should be installed in addition to ZIP. System tape. ZIP SystemG Roof & Wall Sheathing Installation Manual M ZIP System" Tape Installation - goof Panel Seams (continued) Step 3. If 6" ZIP System tape is not available, use two continuous pieces of 3.75' ZIP System panel seam tape over the entire length of the valley seam, overlapping the pieces on the valley seam by at least 1 ". Starting from the bottom, install the first piece of tape overlapping the valley seam by at least 1". Use the tape gun or tape roller to apply pressure to the tape to ensure proper contact with the panel and to eliminate any wrinkles that might have occurred in the tape. Apply the second piece of tape, overlapping the first piece in the valley seam by 1 ". Repeat use of the tape gun or roller to make sure the tape is adequately adhered and tightly pressed into the valley seam. Note: It is important to pay extra attention to valley taping as water is directed toward the valleys during rain events. Self -adhering ice and water barriers may be required by code. ZIP System tape is not considered a replacement for self -adhering ice and water barriers. Therefore, when self -adhering ice and water barriers are required, they should be installed in addition to ZIP System tape. Step 4. To provide temporary weather protection to roof/wall intersections of dormers or other wood -sheathed projections, apply 2" of the tape width up the vertical projection from where it intersects with the roof. The remaining tape width can be adhered to the ZIP System roof sheathing panels. Use the tape gun or tape roller to apply pressure to the tape and smooth out any wrinkles. Step 5. Install ZIP System tape over hips and ridges by centering the tape over the peak seam. Apply tape in sufficient length to completely extend the length of the hip or ridge. Starting from the lowest point of the hip and working up, press tape into place keeping tape centered over the hip. Apply moderate pressure onto the surface of the tape to ensure a secure bond between the. panel and the tape. Cut ridge tape as required for ventilation prior to installing ridge vent. Step 6. Tape over toe board nail holes once the toe boards are removed, working from the highest toe boards to the lowest. Rrst piece Of tap. 1' overlap second piece of tape Roof Covering Installation instructions ZIP System Roof & VVall sheathing is a code recognized sheathing and underlayment and is approved for use with the following roof coverings: Asphalt -fiberglass Shingles Metal Roofs (shingles and panels) Clay Tile Concrete Tile Slate and Slate -type Shingles Wood Shingles Wood Shakes When installing roof coverings, follow applicable codes and manufacturer's suggested instructions. Some roof coverings require a slip -sheet in addition to conventional underlayment. Where slip -sheets are required, they should be installed over ZIP System sheathing panels. Note: Visit zipsystem.com for updates and installation details. Asphalt -fiberglass Shingles Apply asphalt shingles directly to ZIP System sheathing. For roofs with a slope of 2112 or greater but less than 4A 2, additional underlayment may be required. Install asphalt -fiberglass shingles according to applicable codes and manufacturer's installation instructions. Metal Roof Coverings Metal roof coverings may be applied to ZIP System sheathing provided that the roof covering manufacturer's installation instructions and applicable codes are followed. Fasteners used to secure the ZIP'System Roof & Wall sheathing panels to supporting framing must be compatible with the specific metal roof covering used. Galvanized fasteners shall be used with galvanized roof coverings, aluminum -zinc coated fasteners shall be used with aluminum -zinc coated roof coverings and 300 series stainless steel fasteners shall be used with copper roofs. Stainless steel fasteners are acceptable with all metal roof types. In addition, metal roof flashing shall also be made of a material compatible with the specific metal roof covering used. Apply metal shingles on roofs with slopes of 3/12 or greater. Clay and Concrete Tile Roof Coverings ZIP System Roof & Wall sheathing is intended to replace the first layer in a two -layer or multi -layer underlayment system. When installing clay or concrete tile roof coverings, follow the installation recommendations of FRSAITRI 07320. Install the roofs according to applicable codes and manufacturer's installation instructions. Slate and Slate -type Shingles Apply slate and slate -type shingles on roofs with slopes of 4/12 or greater. Install slate and slate -type shingles according to applicable codes and manufacturer's installation instructions. Wood Shingles ZIP System Roof & Wall sheathing is intended to replace the first layer of underlayment required by the IBC and/or the IRC. Additional layers of underlayment may be required by code depending on the local climate. Apply wood shingles on roofs with slopes of 3/12 or greater. Install wood shingles according to applicable codes and manufacturer's installation instructions. Wood Shakes ZIP System Roof & Wall sheathing is intended to replace the first layer of underlayment required by the IBC and/or the IRC. Additional layers of underlayment may be required by code depending on the local climate. ZIP System roof sheathing is not to be construed as a replacement for interlayment. Apply wood shakes on roofs with slopes of 4/ 12 or greater. Install wood shakes according to applicable codes and manufacturer's installation instructions. ZIP Systems Roof & Wall Sheathing Installation manual IN ZIP System" Sheathing Installation on Walls Overview: ZIP System Roof & Wall sheathing is composed of ZIP System panels and ZIP System seam sealing tape. ZIP System!-' Roof & Wall Sheathing panels should be fully installed before.the seam sealing tape is applied. The following installation steps are presented as a general outline of the installation process. These are manufacturer installation recommendations —please visit zipsystem.com for a library of flashing and installation details. You are fully and solely responsible for all safety requirements. Good construction and safety practices should be followed at all times. Step 1. install ZIP System Roof & Wall sheathing panels positioned with the, water -resistive barrier facing outside. The panels may be installed with the long side of the panel oriented either horizontally or vertically to the framing members. Walls that are designed to resist lateral shear forces and sheathed with wood structural panels typically require solid framing or blocking behind all panel edges. If oriented horizontally, block horizontal joints if wall is designed for bracing or as a shear wall. 1/8" spacing between square edges of all adjacent panels is recommended in accordance with industry standards for wood sheathing installation. 8' Panel Edges I Panel Edges 4' Panel Edges The unique edge profile is Maintain iB" space where Maintain 1/8' space designed to accommodate 8' panel edges meet 4' where 4' edges meet. incremental panel panel edges: Unique edge Unique edge profile is on expansion and does not profile does not provide 8' edges only." require manual gapping the full 118" recommended along the 8' edges." space in this situation' Step 2. Fasten the panels to the framing members with code approved fasteners. Space fasteners 6" o.c. along supported edges and 12" o.c. at intermediate supports, unless otherwise specified by local code or the designer of record. It is the responsibility of the general contractor to verify proper fastener type and spacing prior to installation. Apply the fasteners 318" from the ends and corners. An ideal installation would be where fastener heads are flush with the panel surface. However, due to variations in materials and limitations on equipment, this may be difficult to achieve in some situations. It is not required to tape, over overdriven fasteners unless the fastener- head creates a hole through the entire panel thickness. Please see the technical tip "Overdriven Fasteners in Zip System Roof and Wall Sheathing," on zipsystem.com for more information. m ZIP System7 ' Tape Installation - Wall Panel Seams Apply ZIP System tape after all ZIP System Roof & Wall sheathing panels are fully fastened to wall -framing mambers. Only ZIP System tape should be used to seal the seams of ZIP System panels. Ensure that the panel surface is dry and free of sawdust and dirt prior to taping. ZIP System tape is a contact tape that requires pressure for an adequate seal. Step 1. Tape all seams using ZIP System tape. Ensure that the tape is centered over the seam within t/- 1/2" to provide adequate coverage and that wrinkles in tape are minimal. Use the ZIP System tape gun or roller to apply pressure to the tape and smooth out any wrinkles. Step 2. Wherever tape splices occur at a horizontal or vertical seam, create an overlapping splice of at least 3". At T-joints, the tape pieces should overlap by at least 1". Apply moderate pressure onto the surface of the tape to ensure a secure bond between the panel and the tape. Use the ZIP System tape gun or roller to apply pressure to the tape and smooth out any wrinkles. Take special care to remove any voids and/or trapped air at splice areas and T-joints: Step 3. Tape inside and outside comer seams. am i Note: Tape over any areas of the panel or tape that are damaged during construction. ZIP System- Roof & Wall Sheathing Installation Manual 08 ZIP System - Window Installation 111`41MER: The following steps represent a oaneral overoew for the proper installation of w widow flashing. Please defer to!=nsult the installation inrructlons of your window manuacturer as well as cope requirements in vairjunsdio.ion, for full installation details. Flanged Windows 1. Fasten the ZIP System sheathing to the wood frame and install ZIP System tape to all wall panel seams, as detailed in sections 02 and 03. f D 2. ZIP System tape may be used as pan flashing if installed in accordance with flanged window m installation details posted on zipsystem.com. Other adhesive -based flashing tapes (must meet, ICC-ES Acceptance Criteria for Flashing Materials- _ AC148)) maybe used as pan flashing if installed per ASTM 2112-07. Apply the flashing to cover the bottom of the opening, overhanging onto the ;m sheathing by at least 2° and extending a minimum of 6" up each jamb. _ 3. Apply sealant around inside face of mounting flange. Sealant must be gapped at the sill to permit drainage. Install and level window per mantriacturer's installation instructions. Verify sealant compatibility with window manufacturer. When using ZIP System tape as pan flashing, butyl, 100% silicone or polyurethane sealants are acceptable. Do not use latex or other Water - based sealants. 4. Cut two pieces of ZIP System tape or another adhesive -backed flashing tape (must meet [CC ES Acceptance Criteria for Flashing Materials AC148)) and apply to each of the window jamb flanges, ensuring the jamb flashincs overlap the sill flashing. Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. 5. Cut a length of ZIP System tape or another adhesive -backed flashing tape (must meet ICC- ES Acceptance Criteria for Flashing Materials AC148)) and apply to the header, ensuring that the flashing overlaps the jamb flashings.° Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. DO NOT tape bottom flange. 6. From the interior, apply low-pressure polyurethane foam (for windows) between the rough opening and the window frame. (Caulk sealant compatible with the sill flashing may be used at the sill if the opening between the sill flashing and window is too narrow to allow the use of low-pressure polyurethane foam.) When using ZIP System tape, butyl, 100% silicone or polyurethane sealants are acceptable. Do not use latex sealants with ZIP System tape. If using another flashing tape, follow the flashing manufacturers recommendation in selecting a sealant compatible with that flashing. Brick Mould Windows. QC•. 1. Fasten the ZIP System sheathing to the wood frame and install ZIP System tape to all wall panel x seams, as detailed in sections 02 and 03. F— 2. If recommended by the window manufacturer, cut a strip of wood to function as a back dam at the. 3 sill. The wood strip should have a length equal to the width of the - rough opening and a height and width of at least 1/2". Position the - block at the inside edge of the window frame. a ZIP System - Window Installation Brick Mould Windows (continued) 3. ZIP System tape may be used as pan flashing if installed in accordance with brick mould window installation details posted on zipsystem.com. Other adhesive -based flashing tapes (must meet ICC-ES Acceptance Criteria for Flashing Materials AC148)) may be used as pan flashing if installed per ASTM 2112-07. Apply the flashing to cover the bottom of the opening, overhanging onto the sheathing by at least 2" and extending a minimum of 6" up each jamb. DISCLAIMER: The folbwing steps represent a General overview for the proper installation of »nndav flashing. Please defer tol=nsult the installation instructions of your window manufacturer as well as code requiremens in your juriscklion for full installation detals. 4. For vertical jambs, cut ZIP System tape or another adhesive -backed flashing tape (must meet ICC- ES Acceptance Criteria for Flashing Materials = AC148)) and apply to each of the window jambs. — Ensure that they cover the entire inside of the rough opening as well as overlap onto the sheathing by at least 2". Flashing shall also extend above the rough opening, such that it: will project V' beyond z the exterior trim of the window. Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. 5. Apply sealant to jambs and header allowing for drainage at the sill in accordance with window manufacturers installation instructions. When using ZIP System tape,, use a butyl, polyurethane or 100% silicone sealant. Do not use latex or other water -based sealants with ZIP System tape. When using another flashing tape, follow the flashing manufac-turer's recommendations in selecting a sealant compatible with that flashing. 6. Install and level window per manufacturer's , installation instructions. 7. Cut a piece of rigid head flashing so that when installed, it is flush with the edges of the exterior moulding of the window. Apply a bead of sealant _ to the back and bottom surface of the rioid head flashing. Use sealant recommended by the flashing manufacturer. y 8. Secure the rigid head flashing to ZIP System wall sheathing. _ I I 9. Cut a length of ZIP System tape or another adhesive -backed flashing tape (must meet ICC-ES Acceptance Criteria for Flashing Materials (AC148)) - and apply to the rigid head flashing, ensuring Ni x `= that the adhesive -backed flashing overlaps the CE : I jamb flashings. I Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. 10. From the interior, aoply low-pressure polyurethane foam (for windows) between the rough opening and ) the window frame. (Caulk sealant compatible with J the sill flashing may be used at the sill if the opening'; between the sill flashing and window is too narrow L•: to allow the use of low-pressure polyurethane foam) t When using ZIP System tape, butyl, 100%silicone q f+11 i or polyurethane sealants are acceptable. Do not use latex or other water -based sealants with ZIP System tape. If using another flashing tape, follow the flashing manufacturers recommendation in selecting a sealant compatible with that flashing. ZIP Systems Roof & Wall Sheathing Installation Manual ZIP System - Penetration Openings DISCLAIMER: TheiallovAngst_psrepresentageneralovervl=_wfortheprop=_rinstallationolpen<_trationflashing.Pleasedatertolcorsuh your cods requirements in your, jurisdiclior, ;or full installation details. cNaNv ZX 5Y51. s. '.ALL SHE:.TI!LVG wos G3 LT. GA CE; AL sI / 15JHG (-'4P G'e_N1reEl- AT PAVEL EJ;=S I?:J:SL J:EP.LA^Tn-EA WIx4 aF W.H AT l T-J 75 IkST.YL 2w:!'i EIAF TAR AT AU 11D" ICE CO.b+Cks Sh=ATiP. 13 ASS P=C:EPZBI amau:eraaE JALL ASSEMSLY ZIP SYSTEMS WALL SHEATHING WOOD OR LT. GA. METAL STUDS Tr -INCH GAP RECOIAMZNDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED SY LIACHINEED PROFILED EDGES — INSTALL ZIP SYSTEI.SSTAPE OR ADHESIVE EACKED FLASH114G (MUST MEET AC746) IN SEOUENCE FROM BG-01ty SIDES, THEN TOP TO ENSURE SHINGLE LAP OF ADHESIVE BACKED FLASHING ZIP SYSTE14- TAPE (INSTALLED OVER ALL.JOII'TS IN ZIP SYSTEM V. WALL SHEATHING:. OVERLAP TAPE A IMI=UM. OF 14NCH AT AL T-JOINTS I A USE FL-PJGEC ELECTRICAL 6OY,ES OR MEMBRANE FLASHING iO PROVIDE FLANGES FOR ELECTRICAL BOXES J:JJJ Cn LT. LA_ A'_Iti rlJ0. Y-.H GAr- R='CJlAnt'1JaEn A P.ra cx_c waE:E 6a_RYS_ PP.v1^].a EY AI L!CehD PgOFlL=D E.^.G S 6 r ALLJJbfrs p.'77 S'Sicttt cRLM TMEA is I- its S.:i 2w <\ST=uc. T:.>E AT A:L F1TENri LC0.REH5 FAS:ER?P sY5TzJ.\&V::.'.,L SHE:: HIflG t HEOulHED Br JESIGI:ePJPAEL G O:l LElLwI ALL kSSEt ;SLY Zip SYSTEEl!'m WALL SHEATHING V"OOD OR LT. CA, METAL STUDS GAP REC'W.MENDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED EY MACHINED PROFILED EDGES — INST.ALL ZIP SYSTEMSEMS TAPE OR ADHESI c BACKED FLASHING :MUST IV,E_T ACi 4S) IN SEOUENCE FROM BO-01J., SIDES, THEN TOP TO EtiSURE SHINGLE LAP OF ADHESIVE EACKED FLASHNG ZIP SYS T ENE. TAPE ;INSTALLED OVER AL JOINS IN ZIP SYSTEMd- ALL SHEEATHING). CIVERLAPTAPEA L:INIMOM OF 1II4CH AT ALL T-JOINS USE FLANGEO VENT HOODS ZIP System Sheathing Installation Details on Walls — visit zipsystem.com for more details. WALL ASSEMBLY VINYLANOODIFIBER CEMENT SIDING INSTALLED IN ACCORDANCE WITH CLADDING MANUFACTURER'S INSTALLATION RECOMMENDATIONS) ZIP SYSTEMS WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED TO WALL SHEATHING WITH ZIP SYS-MJe,, TAPE OR ADHESIVE BACKED FLASHING. (MUSTMEETAC148)- CODE APPROVED FLASHING- FOUNDATION WALL I.GBEI.!DL.Y W; r_'NOODrrIBER CEMENT CD114G INSTALLED IN ACCORO! 0E M' G.ADDII:G IAANUFJ.CTURERS INSTALLATION R;CO;.11.!y NDAT IDNS( ZIP SYST EMP WALL SHEAT!UI:G OODORL%Gk METT `TUGS l 15{t:CH GAF RECo.9AEND-r AT PAI,F_L EDGES UNLESS OTHER -NI =PROiTuEO BY jl I.IACHI:JED PROFI'_ED SDGES I ZIP SYSMLHIL TAKE (11'-vTA! Ov_RALLJOINTS IN'_IPSY;-fEIJ WALL SHEATHING, ATAPE A WMM ARE-JMHYU.' 1-ZHATAITJOI:TS IFi OLI AENDSDF Ai AHPRE,DOSSUNLESSG.'Ii:Rvns= PROM— BY c IL.ACI' NED PRO. -LEE) EDGES FASTEN ZIP SYSTEtAG WALL SHEATHING PS REDURED BY DESIGt.'ER-0E-RECOP. D 01LOCAL BtJILM+6 CDDc WALL ASSEMBLY BRICK VENEER AIR SPACE ( AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEM'D WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED WITH 71P SYSTEMS TAPE OR ADHESIVE SACKED FLASHING. MUST MEET ACT48) CODE APPROVED BASE FLASHING WEEP HOLES (AS PRESCRIBED BY LOCAL BUILDING CODE) WALL A.SSEI.Q! Y BRICK VENEER FIR SPACE ( AS PRESCRIBED BY LOG-hl BUILDING CODEI 21P SYSTEW1 WALL SHE. . TKNG WOOD OR LT. GA. Id_ AL STUDS E- GAP AT PANEL UNLE!A1EIJDED 1 EDGES Ut7 ASSOTHER::1SE PROVIDED BY N.ACHINED PROFILED EDGES 7 21P SY57EIA2 TA"E ( L1ST.zLED k- O•.zR ALL JOINTS IN ZIP S1 _mA!3.. I cRLAF TA=EA MINtluUh70F 1 ` .7 ) r\ \ I - INCH ATALL T-IOIR'TB. 1 'Q I 115- INCY. GAP RECOMMENDED AT PANEL EDGES UNLESS CTHERVJISE PR•OYIDED By t MJ%CXINED PROP ED EDGES FASTEN ZIP SYSTEM& WALL SHEATHING AS REQUIRED BY DESIGNEROF-RECORD DF LOCFL BUILDING CODE I Note: For optimal air leakage reduction, all untaped edges of the panels can be caulked, gasketed or seated with a weather stripping material. ZIP System' Roof & Wall Sheathing Insi:allation Manual 12 ZIP Systern Sheathing installation Details on Walls (continued) WALL ASSEMBLY BRICK VENEER AIR SPACE (AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEMS WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED WITH ZIP SYSTEMO TAPE OR ADHESIVE BACKED FLASHING. MUST MEET AC148) CODE APPROVED FLASHING — WEEPS (AS PRESCRIBED BY LOCAL BUILDING CODE) STEEL LINTEL INSTALL WINDOW IN ACCORDANCE WITH DETAILS 24A-24D OR 25A-25D WALL BEYOND WALL ASSEMBLY CODE APPROVED CLADDING INSTALLED IN ACCORDANCE WITH CLADDING MANUFACTURER'S INSTALLATION RECOMMENDATIONS) EXTERIOR RIGID INSULATION DRAINAGE PLANE (MIN.3's") ZIP SYSTEM® WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED TO WALL SHEATHING WITH ZIP SYSTEM® TAPE ORADHESIVE BACKED FLASHING. (MUST MEET AC148) CODE APPROVED FLASHING FOUNDATION WALL BEYOND BACKDAM PER WINDOW MANUFACTURER'S INSTALLATION RECOMMENDATIONS INSTALL CODE -RECOGNIZED SILLIPAN FLASHING IN ROUGH OPENING PRIOR TO WINDOW INSTALLATION. TOP EDGE OF FLASHING TAPED WITH ZIP SYSTEMS TAPE OR ADHESIVE BACKED FLASHING. MUST MEET AC148) WEEPS (AS PRESCRIBED BY LOCAL BUILDING CODE) CODE APPROVED FLASHING WALL ASSEMBLY BRICK VENEER AIRSPACE (AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEMO WALL SHEATHING WOOD OR LT. GA. METAL STUDS Note: For optimal air leakage reduction, all untaped edges of the panels can be caulked; gasketed or sealed with a weather stripping material. i Florida Building Code Online Page 1 of') t` ECIS Home Log In User Registration Hot Topics i Submit Surcharge % Sats & Facts Publications FBC Staff SCIS Site Map Links Search Or Product Approval USER: Public User Product Aooroval Menu > Product or application Search > Application List > Application Detail 14rv+m c FL # FL7006-R10 w 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 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOOI@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOOI@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 - 717) S79-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden 2 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://Nvivzv.floridabuilding.orcr r/pr_app_dtl.aspx?param=vGEVXQwtDgse7mYBd2b3K... 2/6/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Dption 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 HDI 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 D3151 letter - (9-26- 2017) from FM.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Leer - ASTM D3e62 letter - fg-26- 2017),odfDesignPressure: N/A other: FL7006 RI0 C CAC Letter - ASTM E108 letter - (9-26- 2017).odf 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: DucT 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 346) - Shincle letter Surveillance Audit Location - (6-28-2017).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter -ASTM D3161 letter - (9-26- 2017) from FM.DdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).odf FL7006 R10 C CAr Letter - ASTM E108 letter - (9-26- 20171. od f Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II Hip and Ridge CaD Shingle Installation Lnstructions.odf FL7006 R10 II IKO-187-02-01 Letter - Instailation 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 P,10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7n06 R10 C CAC Let`-r - ASTM D3467 letter - (9-26- 2017).DdfDesignPressure: 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-187-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 RI0 II Roofing-Products-Leading-Edce-Plus- Apelicadon-EN(1).odf Verified By: DucT Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: I https://NN-wiv.floridabuildinc,.orc, r/preapp_dtl.aspx?paramwGEVXQwtDgse7mYBd2b3K... 2/6/2018 Florida Building Code Online Page 3 of 3 7006.4 Marathon Plus AR, Superglass Plus 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 RIO C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.ndf FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).odf FL7006 RIO C CAC Leger - ASTM E108 letter - (4-26- 7017).Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 RIO H IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: DUCT 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 323- Phone: 850-487--M The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statenen[ :: 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 850.467.1395.'Pursuant to action 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 em,ails 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. Cmd'; Ccrt7 Safe https://w-ww.floridabuilding-.orglpr/pr_app_dtl.aspx?param=uGE' ,,XQw-tDgse7mYBd2b3K... 2/6/2018 b .` pf' F q a ry p F ! ens FEW 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-T2b 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-Hipand Ridge 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:: Signed:\ Brad Grzybo ski D u c T.-Nquyen __ Managing Director Florida R V'g erf"'-ed-P'<ofession.I Engineer P.E. Number: 65034 Date: October 27, 2017 Date: October 27, 2017 Attachments: A) IKO Shingle Application Irstructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-1 a7-02-01 PRI ConstrucOon Materials Technoloaies, LLC. 6412 Badger Drive Tampa, FL 33610 TeC 813-621-5r Fax 813-621-5840 e-mail: materialstesting@pricmLcom WebSite: htlp:LhMvx.pricmLcom 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 1` 1^, 1• 1_1i^e". 1_12.. 1-_.. j. SEALING STRIP113, NA1L5 NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Ddve Tampa, FL33610 Tel: 813-621-5T Fax:813-621-5840 e-mail: materialstesting@pricmtcom WebSite: http://vaYw-cdcmt.com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 HKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONDUCTION 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 (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 5-7/8°. 6 3; NAILING - STEEP SLOPES APPLICATION Use six nails as shovm. NAIL LINE PP,DPER APPLICATION REQUIRES TEAT THE NAILS PENETRATE BOTH TIHE OVERLAY AND UNDERLAY PORTIONS OP THE SPINGLE PRI construction Materials Technologies, LLC. 6412BadeerDrive Tampa, FL33610 Tel: E13-o21-3777 Fax: 613-621-5840 e-ma'il:matedalstesfing@pricmt.com weIoSite: http:1AwAi.p6cmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 li4® Hip and Ridge 12 Application Instructions ASTM D3161, Class F— lK0 Hip and Ridge 12) 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. 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 5 118" (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: SHi NGLES MUST BE APPLIED PROPERLY. THEYARE 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 POORAPPLICATION 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 ALLAPPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS,AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. u1;m i TAPS; CUT PR Construction Materials Technologies, LC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-577 77 Fax: 813-621-5840 e-mail: matedaistesting@pricmt.com WebSite: hitp:;AW'w.pdcmt.cgm 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 131/4" (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, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: B13-621-5777 Fax: 81&621-5540 e-mail: mat-3dalstasfing@pn'c'mt.com WebSite: hnp:/hvanv.pricmt.com Florida Building Code Online Page 1 of 2 R g E _. "'"4`'- "•= ar1 bems_ BCIS. Home - Log In ' User Registration j Hot Topics Submit Surcharge Stats & Facts < Publications FBC Staff I BCIS. Site Map { Links Search gig Product Approval USER; Public User Product Approval Menu > Product or Anollcation Search > Application Lis[ > Application Detail FL # FL2346-R7 Application Type Revision Code Version 2017 Application Status Pending FBC Approval Comments Archived - Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext115 Steven@WarriorRooring.net Authorized Signature Steven Crew Steven@WarriorRoofjng.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Testing Lab Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Test Report PRI Construction Materials Technologies, LLC Keystone Certifications, Inc. 10/05/2021 Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received FL2346- R7 COI PRI CMT Cert of Indeoendence.p Standard Year ASTM D226 2009 ASTM D4869 2016 Approved Testing Lab FL2346 R7 Eouiv FBC 2017 Standards Eouivalencv.pdf https://wvnN,.floridabuilding.org/pr/pr_app_dtl.aspx?parain=,,NrGEVXQ AtDgtOc8bnSknRp... 2/21/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summary of Products Method 1 Option 6 01/17/2018 01/17/2018 01/17/2018 FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R7 II InstallationInstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A Other: Primary roof covering should be installed immediately after felt. Roofing felt is not intended to be an FL2346 R7 TR 1 5A Test Report pdf FL2345 R7 TR 30A Test Reaort.odf unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R7 II InstallationInstructions.pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: PRI Construction Materials Technologies, LLC Test Reports Design Pressure: N/A FL2346 R7 TR 15w Test Reportpdf Other: Primary roof covering should be installed immediately after felt. Roofing felt is not intended to be an FL2346 R7 TR Sow Test Reoort.pdf unprotected weathering surface. Back Next Contact Us :: 250, Blair Stone Road Tallahassee FL 323Q9 Phone, 850-487-1824 The State of Florida is an AA/EEO employer. _Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statem-nt 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 emaiis 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: Credit Car Safe https:/ hvuw.floridabuilding.orcr/pr/pr app_dtl.aspx?parani=wGEVXQN,,rtDgtOc8bnSknRp... 2/21/2018 f VARRIORs ROOFING MANUFACTURING P. 0. BOX 40185 e TUSCALOOSA, AL 35404 • PHONE (205) 5534734 • FAX (205) 553-1755 t 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 s FAX (770) 207-0775 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 7OM323 • FAX (717) 70MO27 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required_ Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next -course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing .felt in a. valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley to insure pro"- ter shedding. > Y _ - I I In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts urith waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. Florida Building Code Online Page 1 of 2 s ,.." `z'.--".e- ;;"--'-.x. >, ' .s` "''-.u d.=dam -? i"' - °>•f aY r" . BCIS Home 1 Lou In i User Registration Hot Topics ; Submit Surcharge ! Stats & Facts i Publications FBC Staff ; BCIS Site Map ! Links Search i I '; Product Approval t USER: Public User PrDduct Approval Menu > Product or Application Search > Application List > Application Detail R FL FL158-RID 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 CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext128 cparrinc)@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year AC1318 2014 TMS 402 2016 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 10/18/2017 littps://u aw.floridabuilding.org/pr/i3r_app_dtl.aspx?parani=NvGEVXQAtDquegl%2bT71%... 2/1/2018 Florida Building Code Online Page 2 of 2 Date Validated 11/1412017 Date Pending FBC Approval Date Approved 11/21/2017 Summary of Products FL # Model, Number or Name Description 158.1 High Strength Concrete Lintels 4, b, 8, and 12 inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL158 R10 C CAC NOA 17-0821 18.Ddf Approved for use outside HVHZ: Yes FL158 R10 C CRC NOA 17-0821.19.ddf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 09/ 11/2018 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R10 II NOA 17-0821.18 Ddf FL158 R10 II NOA 17- 0821.19.Ddf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: F.7a FEED Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-467-1824 The State of Florida is an AA/EEO employer. Copvrioht 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 mall 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 emailaddressesare public record. If you do notwish 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: Safe https://wwiv. floridabuilding.org/pr/ pr_ app_dti.aspO aram=wGEVXQvrtDquegI%2bT71%... 2/1/2018 M f.4 M I-DADE MiAMI-DADE COUNTY t',® ! . PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORYAND ECONOMIC RESOURCES (RER) 11805 SW 26 Street Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315- 2590 F (786) 315-2599 NOTICE OF ACCEPTANCE ( NOA) i*llN•.miamidade.00y/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 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 (1n Miami Dade County) and/or the AHJ (in areas other than Miami Dade Count),) 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. AIISSILE I1lIPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. 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 revises NOA # 14-0903.03 and consists of this page 1, evidence submitted pages E-1, E-2, and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. I7- 0821.18 MIAMI,DADE CO 9UNT( Expiration Date: 09/11/2018 Approi,al Bate: 09/28/2017 0j l 2 91ZoI'7 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. raining No. FB4612, titled "Precast a77d Prestressed Lintel Details'; sheet I of I, prepared by Craig Parrir7o, P.E., dated March 24, 2003 and Drawing No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated t11Iarch 24, 2003, last revision #1 dated April28, 2003 both drmi,ings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flemtr•al testing on 4 ", 6" & 12" Precast Concrete Lintels Filled and U filled .&fodels, total of (13) concrete lintel specrnrens, per ASTiYI E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed card sealed by Christopher A. Hannon, P.E. C. CAI. CULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System. lMlamial for Cast -Crete Machine Made Precast Lintels revised on Aaay 1, 2002. 2. Cast -Crete Qzrality System Manual for Prestressed Products dated 2002, 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drcm,ing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E, dated March 24 2003 and Di -roving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables"' sheets I through 3 of 3, prepared by Craig Pa]'TirrO, P.E., dated —March 24, 2003, last revision dated -42arc)r 11, 2008, B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Mia777i-Dade Coznrty Bztilding Code Compliance Off.ice. E. :MATERIAL CERTIFICATIONS 1. None. k -4, y f Celmy A. Malcar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 912-0209.12 A. DRAWINGS 1. Drcnving Aro. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated ?March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 , 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated tllarch 24, 2003, last revision dated Alarch 11, 2008, all signed and sealed by Craig Parrino, P.E., on March 22, 2012, B. TESTS 1, None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By ATian7i-Dade County Department of Permitting, Ei?vironn7ent, m7d Regulato?y A, ffair s. E. MATERIAL CERTIFICATIONS 1. Arone. F. OTHER 1, Letter from Cast -Crete Corporation, dated Februcny 03, 2012, signed and sealed by Craig Parrino, P.E.; certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1, None. B. TESTS 1 None. C. CALCULATIONS 1. .gone. D. QUALITY ASSURANCE 1. By Afianzi-Dade County Departrnerat of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. elmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date:09/28/2017 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 914-0903.03 A. DRAWINGS 1. Drmving No. FD461 Z titled "Precast and Prestressed Lintel Details'; sheet I of 1, dated 03124103 and Dra ving No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, last revision dated 06112114, all prepared, signed and sealed by Craig Parrino, P.E., on 08119.114. B. TESTS 1. None, C. CALCULATIONS 1. Calczdations for Cast -Crete Lintels, dated 0811912014, pages 14.261 through 14.236 prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino; P.E. D. QUALITY ASSURANCE 1. By A2iami-Dade Cozmty Department of Regulatory and Economic Resources (RE12). E. MATERIAL CERTIFICATIONS 1. 111One. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated 0811912014, signed and sealed by Craig Parrino, P.E., certifi4ng compliance with the Florida Building Code, 2014 Edition, 6. NEW EVIDENCE SUBMITTED A. DRANYINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By 112iami-Dade COUnty Department of Regulatory and Economic Resow-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Compliance Letter with the Florida Building Code, 2017 Edition, issued by Cast - Crete USA, Inc., dated 08108117, signed & sealed by Craig Parrino, P.E. Helmy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.18 Expiration Date: 09/11/2018 Approval Date: 09/28/2017 E-3 o HIGH STRENGTH PRECAST AND ST® ONTO PRESTRESSED CONCRETE LINTELS i 13LUEGA" W--LINIIL JZ-PRECAiJ_ro'/ ]• REE[ $-DDOR-U_LlitTEL .6!- CCA5LILLlHla a' SOIIQyMILL 3 s(e' s s/P• 79-7 vPC=_311HRUC5 y' Ir k1WAU P A 1 I'' • r unli7 ' nnl snn u xlrcouuq m 6 u tcn'ilioDue olr+ittrAclliin JYL[_B_SIIM1RVCS RRU•PS n,Rrt ti- dI it • - •Rim u li 1 A S B' 0_I,LMI S,w1U It11 L 1 / L+"PRES T 1. III7 L 3.[IH Q[URS 41 SOLID Ia!N DATA TABI_F II I% REII F R Nd—'v.L[RO7II LUl_ 3'-e' 2) j3 REBAR 3'-b- 4-6' 5-10 Q 2 4-Fb-B''"- a'- 7•-6' 2 iATeaG3AEPAR B'-6- 7 =J 9•_4rT f-jsmezn P-3 FI' PRFCAST N—LINTEL DATA TABLE 11111EL vDLUu[ Y,V, l A P[ DIIO L[IIIEII D [ OPICIOC vAidO U_t3 3'' I--00' 0,C0]2a 1044 /S RCOAR 3'-ID' 7 32 OAR J'-R' IIVA 4 4- 1 _'0."' f 4-4 7 J1 AAR J-e R R 0. 03J EOA9 /-10- 1 1 RA 4-1' II A 4 b- 10 D043 73-;' 7 35 0 Se' IDS /TTiT9lA '- ' IL32 OAR a_I 11 A 4 132 / R BAR '-10' I/3; PAP - O 1• 40059 271 B' ! RIOAI 0_eD 2,--o O ID=,§;. 0, 075 312 PS RfD fl LPL - l J -2, LD' 0 12-0' 0097 J. I R R '_ ' -/3 RLOAR J!'_R• y:_0' a ll'! ES RLB L _D• 4-. a 11-0_,. O.I9R A{] E RTR-AM1 14-A S EnIJ1 I'-0 4^0 0 I •-d' o. T a MILL)iCi -a 6i 12" PRECAST U—LINTEL DATA TABLE BI11fL nt ii LCIIOI- Y PE IOPLEI PIII li1N iiiRbP JT-II' 0:p1] IR3 mu S AFDAR3-10' 7/32 AAA 3'-I' 11/A a0 . Mv- 191 6ROW IS PIPAR4'=T6`A' a2 OAR 3-0 II/A 4 C-C' mR[D b-; 7 A1.. OAR a-D N A 4 e-O 0.070 10 3'RIGAn a-10 RAG 0=R'r'1 A 7 7— io 7 !2 OAR T=2 gaol_-4De AIDAR 9-0 jJ R A Jy-0' U IJ 459- j, RED AN 10-,10'3 E6A>1 1'-4- 0. 133 iH- IO KLDAtt Tj =E jTREW I I -D o 12-0 P. 1.0 Rb R 12-4 jTl<toAA II'-0 l-0 0 IS -A aa41 Ol 5 ATPAn fW j3 RE 13 -0 4 -0 6 14-D' 01s1 1 GtK A p e o-v IY- 43 0.1e7 0.208 B 7-RTdAR-i1'- 4' Ib RmAi r ; bAR i9=e 19-i rWWy3TMA n—O IO-D 3-0 12" PRECAST N'/ 2" RECESS DOCIR__U-LINTEU DATA—JA_BLE U 6 4,-," Ca Cf,-fu VOtYC W 11[' ts Ol AYb 01 R,4 43'-A' 4-I' 3' 0' 0.0{7 3 I119 1t- 9 REOA0. A, AA 4'- e' 4'- ID' 7d; pAR 1; — 0- 4'-0• 4'-1 ItAI, A 444' s= 1O ObeO if j5"RCRAT b'=x TBAA N A 3 75"II OA BA o 43J+LR T-7z._ Jl/.. 0' Ar.0- O-0' 9-A ErAr A-4 C.RZe_ aDIV 3 tlA1'-.10 IO'••D' J [DA r.1- O'-4' U. B fJ( MEMBER OF J LB...11_ Al'l 4 TYPE "U" TYPE " A" STIRF 6" &12RECAST, LItITELJZEINFORCING CAGE FA9RICATION M0D...EL 11 6 B- e u IDHdatR M J/, iY TAR RIYAVfI_ - uio w,.e ' igf[ M O IDw n RKNJ a 1 1 1 1 0• N'"IGif'tVP"- AR'i•°ull'ile Isiu IAI TAE:fn99 . P' m. lY.mNE4iA/IALL 11419 PROPAIETApT IRFOIUMP011 IS PROVIDED fOA PRODUCT APPROVAL IF III PROTECTED OY COMMIT LAWS MIO 01,111107 OC REPRODUCED OR OMIAl'"l[O WIII/DUf TIT[ PAIOp WRIREN CDII3EIIT CA9T-t0.ETE USA, IIIC. I. OWTOWHO RTCEU 7/ 31 VAR AETV A4101 13. //. TUN /S ]TAM 4. 3TRIFFIRO STRENOPII P MID 1; INCH TRAILS s l400 P11 01AOE SD A31V AOId - 0. NOT" ME 101AL NO —A of STIRRUPS PIQUIP[0 ARC COYIIIEO STMIl3O i. EDlltq[I[ El" I"Ell, 1'a RMD PSI FOR ALL R 1,10 AND 12 RICH TROY GCII In OP TI[ R[DnOACIND OACEI TOA FRAVPII - IR,. of PRICAll 11111CA3I 1•P . I— I. To, 4 MCII W.- On RRVJY " 4; nl1-1 TIIC P[Iil/ORCIND CAPE EADRN:11141I YOD[1 .—$ J.'R"bu STILL SnRU, B[ CU1 DACN our INN 10 OC M1DAN WIN [,IDO ; SIIARUP] FROM UCII RID. ON P AND 11 IRCN W111s. AVER MWIP010 FROM PORN. Ab6" `V t'"/'17` 7' PlLltl)IIL:i IiliVI51iI) t.r '• .•u Q,. ncm )l lyblP wilhA , 11 u i CRnild, nL R .. A11,,P1D 'Z Z 8 1. JgP]ionuc.T L:vlsan L7:TPR 114 1) Ic.0 Rs nnDRlying4cilll it, F101 d' D.4 Z jVZc/,qK111f1d114gcUdUhI y7. // Aa<h4Y,.• wnl- O.lo3_.n3 7- OF R, ; ,.c +lull [: R: ii ,1"• hil!Pllnln,D Unw _9.%.IL/ Zf"1$ D' c 7"f /. wo CNAIGPARHIND rr s• 0R1.•,G 6324 CR 579 ZONAL'0°4r FL P. ENL C ND3A475 1lnx= PRECAST AND PRESTRESSED PRESTRESSED LINTEL DETAILS II( MAI OBSUBI-14 1 DWi BY: JONAN ARNAIIO I ACA1f, A9 SNOR/1 1 cr:NeRn1 IOTEs SAFE LOADS FOR 4" SOLID LINTELS I) Moleriol.: 12) 6" a 12' Unid, at mamda6i it with 5-1/2' long nolches al The and, I. accoremdal, vertical cell minfmdnguhd grauUng, Fe 4• prerasl Baia) " 3000 psi Fc G' G. 12' ppmacad I'nlll E 60(10 ppsj 13) The Snorter sedate al rnlels msldled In Weiler canrrala mn,anry wall, ,hall I —a 'h'cR T'd GRAVITY R h RR1M UPLIFT LA7 R AL Fe grout= 31KK1 poi wilh inn,, J 8 Inch aggregate o coWng of elureo applied. In occa,dpnca with 9111 C-026 w ether approved toalln9 I eeiw:relo mn,an, umla (C11U) per Agl A C70 with minlmum net area torrii—W. atrenglAA - 1900 PSI 14) finial, lauded e{mulToneousy with varlital fgrmity or aPmO and hen:aaml lnlaraq TYPE 4S8 _ TYPE 4S8 4S8 reber per XSTM AM Glade 60 foods ah..id be checked far the eamblne loading with lho following equal on: LENGTH LENGTH mash, per ASTQ C270 lot M or S mad vertical load + Applied Imd)eninl load , .H 42") PRECAST 1180 S-G" (42') PRECAST 687 371 2) NI solo load Irhl hosed an minimum 4 inch nominal heonng, Sale varUcal food Sn10 Wearied load S 1.0 3-G- L;gepHan• Safe bads far lintel tyyppo 6U8, 12118 and 12000 IS) For composite lintel heights not Shown, use solo load from next lower helghl shown. must be rSd.,,d'by 2US If bearing Ieoglh Ie 1.- - 4'-0" (48") PRECAST 959 4'-0' (48') PRECAST 597 320 than a I/2 Inches.. 16) For lintel length, not Shaw", 'use at. loud from not longest Innpth shown, ---• 3) P-4d. fWl iamba, bad and head jokds. 17) Safa load, are superimposed all".hla loads. 4'-6" (54") PRECAST 789 4'-G' (54") PRECAST 529 258 4) Ilia number In paranlhois indicates the partial reduction for 18) Sole load, Need an Wfonol deAtgn aneysie per ACT. 530 and AG 310., grade 40 Wild added roper. 5'-10" 70" PRECAST 460 5'-10" 70" PRECAST 407 1.18 i2a1U ' T7'-d' Lintel 12F24-2n sale rdvil fond 1428Uu Is) Addlexe lateral load capacity, tan ba Dhlaib. El1 the tel. Sear a providing additional ( ) ( ) pin. Y reinlomed concrete masonry unile)RCIdU) ebave the lintel. Sea sketch heMr:----------------- w/ tor. mdaasaa 3 1420 (,a) 122e Pill 5) 141 lintel. meal or avcaed L/360 dellectiop. • 6'-6" (70") PRECAST 360 6'-G' (78") PRECAST 366 118 F)meAllan: Unlal typo 8 d: 1218 17-4 It longer F'In=1500psi meets er .steed L/180 dollealan, Be, IS Dialled Ia eondMang mrolln99 the Tlodda UulldlnST 9y: ="'i'• 7'-G" (90") PRECA260 7'-6n (90") PRECAST 280 87 Code S, ollon 1604.3.1 as affliroblt. _ 6) Shale filled linledo as enquired. %'.%•' .4. SEE SAFE LATERAL LOAD 7)4' solid fides lobo tnalahed wJ 4' dimension hmirontd and TABLES FOR LOAD. RATING 9'-4" ( 112") PRECAST 156 T-'M1' (112') PRECAST 187 55 fOR EACH ADDITIONAL 6' dknensien ver11cn1. :l;- REINFORCED CLIU (RCMU) !D'-6'(126") PRECAST 116 10'-6"(126") PRECAST 152 4.3 8) Insla! Initon/allader,al of Gntd must comply with The orahikelural ._..,'a{• FULL COURSE end/or Structural docummis. {r}.;,. t•,'2 - 4 I 5 REMR FOR G" WITELS D) Thedcalgnermayevaluateepm,alat,d lands from the ant. load lalif. by / --;.;:.- O 1 aleulalinq ilia maximum resisting moment and shear at d-awoy from the 1/2.' CLR lYP-' (2) #5 REUAI2 FOR 12" LIIIIELS f.aeal .vppml. :',`;:i 12U8 12F8 12F12 12F16 s Gij40or. GROB 10) N. R.. - Hot Rated { :Yii' ., , 11) 0allom Wald added reber to be located of the bottom of the Wall env;ly. 1- '•'•^._•.'rS.•L _ ::"r!:.,,te _ L> IA) DUCTRUVU'TD 6U8 GF8 GF12 6F16 +. • ^` :. nv aomplyianvillt llu: T'ioridr w,. .f _ •."':; A—pin N,,p .0821.I3 e'. .. . F. Iim1U1 0q-Jjc r SYPG DG61GCihI. lox :..m+a jf1 , . . r. ILtn wml aROVI /U.)tSTaLLa ).1'r L_, , 1 r • - - _ ;`;: ;- - '•._,• MieA14) rinie+il i v ' - : •r,• /:;;' = ' • •'r: i . - raWnnY I roI)ow a term enwtt ,•T•;-r; .•.' .._ ..,; ; .. 12F16-213/ 2T _ - . _ _- Hurna. S wn-1 J L a,-ey is - ":T' - • ••15 - , -. i :fir /. , ! . 1 y i, _ - +:;`i - nwnvexrn 0 Ma" At _ ii .:0.:_ 'ai'.:;..::_ ;; 7:w:_ _ ,1's•;:;,:,',- - mnvv Al tin - : r,. - _ :,,.:.. .,..,; _ f: ih`;1 - _ _ - ta)aarmoran roe' u 'mm- ... •i ': ;, U1raa) ao lot 4'1tt15 "i• _'••4T'"- "d'• :. r• 1 L •:!.•, el . r "$.~' I,t f / Aa. • '0. 9" of ,``' . •r'o o l•' .. ,, a ff — ow, u. 4S0 = A ':Y - ` air - U I 12F28 12F24 12F20 r•s•..1.;, wart s - e S •. 12 i . Is Race ar In,^t' _, i' ,., PR. fN) I ICT R1i4+U;lip 4 ))))aa.." fan1Smrnt6 ' u XVIAM TOA A' VRR6mn•plpig I wish lia l')udda m))ru mr, mmn .'. - ' ST T- P Uullding L'I rmAao r+uam ci` 7J', I•-2 L 1Y',^, ne rpinnta t•Is 14 u• it 5 8• ACTUAL (vmu) • •'•• •g • O, x, Ci././ o cRa)G PnRRIND {',ytrolian Ualolb` 12' NOIdINAL 4 IMI .t, J U 1'e tt/ r t` • nR10 • °^ 8324 CR670 6F32 6F28 6F24 GF2D r`AAd 1e(; l.. .. `,°,' PSEMFC. L 3445114 1 Ar .T11 i1'n nrn'1'` JL JA. CP GENERALREyI6L( RI JdAyE CIUN_C. C,.,,__ GEHER L REVISION I DATE 3 4LQ' 1_I101G1214 1dEllt)ER CIF nnH .w,n I "`'!" a . w . 1s ), )) TlDu CAST— CRETE 4 , 6 & 12 LINTEL SAFE. LOAD TABLES Fit[ IU40 pB5Up5- 14 ORAWII RY: JDIIAH WWI) SCAIh 11.1.5. DAIE: 3/24f03 CH).CNEO BY: CBAIG RARRhm P.E. - R[C. K0. /066 M,ABING; IIO. Lf•1612 611[[I C OE 3 SAFE GRAVITY LOADS FOR 6" PRECAST U"LINTELS POSAFE LATERAL LOADS R O" PRECAST U•LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U•LINTELS SAFE LOAD POUNDS PER LINEAR FOOT eipet¢ SAFPLOAp LIF SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE GUO SF8-10 6FIZ-IB 6FI6-18 6F20-18 6F24-ID 6F26-ID 6F32-lB LENGTH TYPE 6U8 6F8 RCMU LENGTH TYPE 6TB-IT 61`12-IT OF16-17 61`20-1T 6F24-IT 6F20-IT 6F32-IT 3'-6" (42') PRECAST 2332 2670 3592 5050 6148 7227- 6297 9357 3'-6" (42") PRECAST 5B7 1055 59G 3'4' (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48") PRECAST 2025 2313 3892 5050 6148 7227 8297• 9357 4'-0" (48") PRECAST 487 787 445 4'-0" (48") PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (54") PRECAST 1654 1887 3633 S50 61.48 7227 8297 9357 4'-6" (54") PRECAST 416 609 344 4'4- (54") PRECAST 1003 1592 Z084 2577 3069 3562 4055 5'-10"(70") PRECAST 1067 1260 2198 3557 5734 7227 8297 D, 8225 e! 5'-10"(70") PRECAST 300 350 198 W-10"(70") PRECAST 831 1222 1600 1979 2357 2730 3114 6'-G" (70 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 6'-6" (78") PRECAST 263 496 157 6'-G" (78") PRECAST 723 109741 1437(,) 1777 2117 2457 2797 9'-6".(90") PRECAST 779 883 1459 2188 3151 4524 6654 9357 L 7'-6" (90") PRECAST 222 367 116 7'-6" (90") PRECAST 640 8G3un 1249 n 1544 In 1840 En 2135 m 2431 w 9'-4" (112")PRECAST 584 660 1055 152.3 2084 2795 3731 5017 9'-4" (112") PRECAST 173 352 74 9'-4" (112'1 PRECAST 573 571t111 980t 1252k 14921 17321 1972 10'-G"(126") PRECAST 503 566 895 1270 170E 2230 2890 3747 IO'-G"(126") PRECAST 151 276 58 10'-6"(126") PRECAST 514 462 nn 787 n 1121 ll 1336 rl 1551 11 1766 tk 11'-4°(136") PRECAST 457 513 805 1133 1507 1952 2492 3163 I1'-4"(136") PRECAST 139 311 49 1P-4"(136") PRECAST 474 404f11j 685 k 9B5 u 1213Id 1442) 1645n 12'-D"(144") PRECAST 425 477 744 1042 1377 f769 2.238 2808 12'-D"(144") PRECAST 131 277 44 12'-0"(144") PRFCA.ST 454 367t) 619 d 88B 1 1093y 17.99 1506yt_. 13'4"(IGO") PRECAST 373 417 646 895 1170 1485 1852 2285 13'-4"(1G0") PRECAST 117 223 35 13'-4"(160") PRECAST 402 p+ 3D8 Un 51s k 736 En 906 a 1076 u 1247 y 14'-0"(16B") PRECAST 351 392 605 835 1087 1373 1703 2C87 14--0"(168") PRECAST 111 202 32 14'-0"(160") PRECAST 36B 215 411 677 832 989 cm 1145jy" 17'-4"(208") PRECAST N.R, 299 455 620 794 985 1193 1437 17'-4"(206") PRESTRESSED N.R. 130 21 17'-4"(208") PRECAST 253 n 208 I 3384e 476tk 505 n 693 n B03 k j)) THE NUMBERS IN PARENTHESIS GRADE 40 FIELD ADDED REBAR. ARE PERCENT SEE GENERAL REDUCTIONS FOR NOTE NO. 4 A SEE GENERAL NOTE IS THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR, SEE GENERAL NOTE NO, 4 5'R61'ri7Cr 7r7iVISCiIJ t:v emry,lyina 6vi1t) rby h'IOrtJn 7Milding (5"la ncecpb,nenNn %- O$'Z ti• Tirj,1Linn /Jnh: - l1.- 2.18 SEE GENERAL NOTES - SHEET 1 OF 3 Acr6cU rrrlir,+ hitarni lT >/,r ENS O ^^ w 44 //<' _ I"2Cuurrnnasl;u rn minlrlyinl<,411h ILU f)drid0 T '7F / •ems 13•tylrnll,n117a1a•` C" i. t'Z r^ 1 RiQ' C17 CRAIGPART4INO byl/ f i2 6324 CR 579 rN+A StFFNER.TL 3M PLP.E.UC.N0.4475fi pp IHNY • .,_ REVISION OENE61S11F.YE J D Yc d 70 D;s x' ME ucn or r una " 1 - I n Bg _qi Yg,•,• W iC 1G11,-.YA1, " nnE1CAST-CRETE 4" 6" i2 LINTEL. SAFE LOAD TABLESNn4cllAJ143%I1 00 FIEF NANE, DRSUA6-Ir 6hOPAWN JONd11 A7INAUD Sam N.7.5. DAECI 3/24/03 r.11two AY: CPA; PAAA1110, P.E. - RED. 110. 4E756 DRAYA110:0, 114612 SIIEEE 2 OF 3 r .. SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4sATi SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 12FO-20 12FIZ-2012FI6-20IMO-2012F24-2012F20-201202-20 S-6" (42") PRECAST 3428 5000 5838 7619 9352 11060 12755 14430 4'-0" (48") PRECAST 2923 4232 5838 7619 9352 11060 12755 1443E 4'-G" (54") PRECAST 2396 3464 5304 7619 9352 HOW 12755 14438 10"(70") PRECAST 1612 2320 321B 5234 8487 11060 12755 14431„ 6'-6" (78") PRECAST 1383 1986 2679 4196 6421 10032 12755 1443q„ 7'-6" (90") PRECAST 1138 1028 2131 321B 4676 6756 9763 1352q,4 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4107 5593 7552(,1 10'-6"(126') PRECAST 614 1043 1295 1853 2516 3323 4334 5632(n I V-4"(130") PRECAST 518 945 1162 1649 2216 2893 3719 4746T" 12'-0"(144") PRECAST 456 878 1073 1513 2020 2617 3335 420601 PRECAST 359 767 1, 926 1294 1709 210B 2743 3409DI 14'4".(168") PRECAST 321 7201,E 865 1204 1584 2017 2.451 31050 17'-4" (200") PRECAST N.R. 451 p 631 0, 801 p, 11411, 14281„ 1750U, 21021,1 19'-4" (2.32') PRECAST N.R. 3431„ 4771„ 7001„ 9251p 11521, 13801p 16091" 1) 1HE IMMERS IN PAREIMIESIS ARE MACON DEDUCTIONS FOR CRADE 40 FIELD ADDED NEMR. SEE GENERAL NOIE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS 4aaPr-44Te7m SAFE LOAD, POUNDS PER LINEAR FOOT TYPE LENGTH 12RUB 12RF6-2012Rf10-21I2d14-20IZRf18-2 12RF22-ZTI2Al26-212RF30-2 4'-e (52") PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7504 91340 11669 13079 15679 5'-8" (60') PRECAST 1347 1841 3555 6395 9640 11669 13679 i5G7%, V-10"(70') PRECAST 1259 1758 3361- 5954 935B 11669 13679 1567q V-8- (80") PRECAST 924 1430 7.633 4415 6884 10354l. I'L67)„ 148Uq„ 7'-6" (90") PRECAST 703 1203 3494 5259 79221„ 96231„ 113211. 9'-8" (116") PRECAST 389 843 A 2157 32031 44271E 5417{„ 53801 IF) HIE NOAIDERG IN PNILI(TIIESIS ME PERCENT REMXnONS FOR GRADE 40 FIELD ADDED REOAR. SEE GENUM NOTE No. 4 SAFE LATERAL LOADS FOR 12" PRECAST U-LINTELS LENGTH • YPE 12U6 12F8 RCMU 3'4- (42") PRECAST 1295 4841 393 O 4'-0" (48") PRECAST 1295 4041 299h„ 4'-6" (54'.) PRECAST 1049 3922 2417, 5'-10".(70") PRECAST 681 2547 155 i„ 6'-6" (78") PRECAST 579 2167 1231„ 7'-6" (00") PRECAST 474 1771 914111. 9'4" (112') PRECAST 355 1326 580L„1 10'-G"(126") PRECAST 306 1143 4541,4 1 V- 4".(136") PRECAST 278 1041 3881,4 12'-0"(144") PRECAST 260 971 3451„I IS-4"(160") PRECAST 229 857 2781,r 14'4"(168') PRECAST 216 809 251114 17'-4"(208") PRESTRESSED N.R, 6331 162(+ 19'-4"(237.') PRESTRESSED N.R. G34„ 1301,,, SEE GENERAL -FJOTE 18 SAFE LATERAL LOADS FOR 1T' PrIrCART w1 011 nrrtr SS nnno I i.i miTCt c 1) 1HE NUMBERS IN PMEHMESIS ARE PERCENT REOUCRONS FOR - GRADE 40 FIELD ADDED REDAR. SEE GENERAL NOTE N0. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w7 2" RP-r Finn nnnst 11.1 IMTM c 4 ;EE (A 111' HAL UT lU +a`'C ! k AMBERS IN PMENMESIS ARE PERCENT NEOUGHONS FOR pROhll s G • • 40 FIELD ADDED REM, SEE GENERA. NINE NO, 4 C1'RG4LS);F) « O; arnrpl,rin r wil411,n , J .447 P`R(311U(:T I411VISUn AFh,iilifir,, frJn 17nrirh, . 6e rxenp[ylnA will tlo l'Indtlocrrpw'C . C •'p , ^ FHJidiug Colo1lxfri :Nim,f?nlo &2• f1eu. Iro,mto 0TEF ff ti F?rglakmnelc'L/-... `%03,051.'U„ CWRIaPAflWINO ' l8n2iafi7ur '/ti ii" °rfn . 1 (R1 jP t4U r 6324CA679 A L4S p1G +° SEfF'NGIR,,PL SEE GENERAL NOTES 33504 M1nmlnglu vj;le"a Er,nYFi t- SHEET 1 OF 3 h4 aNALt s+` FLP.E'LIC.INb.418986 I4CHOER DF , Y ,, mwCAS7 CRETE 4", 6" & 12" LINTEL SAFE. LOAD TABLES s: ):w,"m;"'°"r , 2,C • „ o, n[E luuc olrsuRF-t4 Bluwx Dr: 4BNM ARRAUR scut: xl.s. W« Rs:fl'."lM1 DAM 324/OS CHECKED DY, CUD PAARIND, P.C. - RED. IIO. 4056 DRAP1Nr.; IID. L/4611 SHIFT 5 OF J SAFE LOAD PLF TYpE LENGTH 12RUIS 12RF6 RCMU 4'- 4" (52") PRECAST 1295 3692 2581 4'- 13" (54") PRECAST 1213 3458 241 1,N 5'- 8" (68") PRFCAST 784 2236 165 5'- 10"(70") PRECAST 747 2129 155?y„1 C- 8" (80") PRECAST 602 1716 117n,4 7'- G" (90") PRECAST 504 1438 914R,) 9'- 8" (116") PRECAST 355 1011% 21 fi_ I¢gQ'a W SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH IZRf6-N IZRflO-2112Rf11-2111RFI8-1111Rf22-211ZRF26-Z111Rf,W-21 4'- 4" (52") PRECAST 167.6 26B5 3746 4806 58G7 6928 1 7989 4'- 5" (54") PRECAST 1558 2582 3602 4623 5643 5664 7604 B" ( 68') PRECAST 1210 2042 2650 3058 4466 5273 6031 V- 10"(70") PRECAST 1173 1984 2769 3553 4338 5123 5908 6'- 8" (80") PRECAST 10201, 1538 2426 3114 3802 4409 5177 7'- 6" (90") PRECAST 9041„ 12261,1 2163Ls1 2776 a 33901, 4003 46171 Ipa- ( 116") PRECAST 703p, 771 4721„I 21811 26631 31451 3628, MIAA'iltQI]E NRARTI-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORYAND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33I75-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wvww.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Boa 24567 Tampa, Florida 33623 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 AIM. 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MiISSME IAIPACT RATING: Large and SmaII Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. 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 providedtothe 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 revises NOA # 17-0227.15 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, E- 5 & E-6 as well as approval document mentioned above. The submitted documentation was reviewed by Relmy A. Mahar, P.E., M.S. i1IAM1 DADE COUt iTY jj" %f 1NOA No. I7-0821.19 1%'v Expiration Date: 05/21/2022 o /gg j o l 7 Approval Date: 09/28/2017 f / Page 1 Cast -Crete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRA""TGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTAI E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ramon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino,,P..E. 2. 'Calculations for Cast -Crete 8-inch Lintels, dated 11111196, 45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo 44 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113195 for pre -stressing strand by The Crispin Company, 4. Mill Certified Inspection Report 92111-078240 dated 04125196 for #3 rebar by Ameristeel 5. Mill Certified Inspection Report 984-111119614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58466332 dated 01128196for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 984-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report 984-M21208 dated 04121196 for # rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-AII20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. elmy A. Mahar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05121/2022 Approval Date: 09/28/2017 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certf ed Inspection Report 984-M20749 dated 04105196for 45 rebar by Birmingham Steel Corp, 12. Quality Control Manual for Cast -Crete Machine Plade Precast Lintels dated 05114196. 13. Quality Control Manualfor Pre -stressed Products dated 03120195. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. Alone. - - 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1, Drcmung No. FDS, titled "Cast -Crete 8"Lintel Fabrication Details" sheet I of], prepared by Craig Parrino, P.E., dated June 7, 1996, revision 92 dated January 28, 2003, and Drawing No, LTS, titled "Cast -Crete 8"Lintel Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drmvings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled 11odels, total of 12) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Haman, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. i ale my A_ Makar; P.E., R4.S. Product Control Section Supervisor NOA No.17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E- 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 906-0222.01 A. DRAWINGS 1. DraivingAlo. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Iflami-Dade Building Code Compliance Office, E. N A.TERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0I21.04 A. DRAWINGS 1, None. B. TESTS 1, None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By _Miami -Dade Building and Neighborhood Compliance Department (BATC). E. MATERIAL CERTIFICATION 1. ATone. F. OTHER 1. Letter fi•onz Cast -Crete Corporation, dated Janziat y 18, 2011, signed by Craig Parrino, P.E., certifidng compliance with the Florida Building Code, 2007 Edition. eimy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/29/2017 G-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-020913 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details ", sheets I through. 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, -signed and sealed I Craig Parrino, P.E,, on March 2-72012. B. TESTS 1. None. C. CALCULATIONS I. Drone. D. QUALITY ASSURANCE 1. By .Miami -Dade County Department of Permittinb Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated. 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED U. DER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by CralgParr•ino, P.E. D. QUALITY ASSURANCE 1. By Adiarni-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. Drone. F; OTHER 1. Letter fi•orn Cast -Crete USA, Inc., dated 14ugust 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. elmy A. Maltar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E-4 Cast -Crete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL K6-0126.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Afiami-Dade Coun(j) Department of Regudatory and Economic Resozirces (RER). E. MATERLAL CERTIFICATION 1. None. F. OTHER 1. ; Letter f om Cast -Crete VISA, Inc., dated.Ianuary 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition, 9. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 017-0227.15 A. DRAWINGS 1. None. B. TESTS 1. Verification Test report on flelural testing on Precast Concrete Lintels Filled _Models, total of (8) concrete lintel specime3zs, perASTME-529-94, prepared byM, Report ATo. 16-0425. 08, dated 01126117, signed and sealed by Idalinis Ortega, P.E. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By Miami -Dade County Deparlrnent of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. Cffelmy A. Mahar, P.E., M.S. Product Control Section Supervisor NOA No. 17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E-5 0 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 10. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By 1ldiami-Dade Count; Department of Regulatory and Economic Resources (RER). E. IMATERIAL CERTIFICATION 1. None. F. OTHER - - ---- 1. Letter from Cast -Crete USA, Inc., dated,4ugust 08, 2017, signed and sealed by Craig Parrino, P.E., cent Ong compliance with the Florida Building Code, 2017 Edition. 1cliny A. Malcar, P.E., M.S. Product Control Section Supervisor NOA No.17-0821.19 Expiration Date: 05/21/2022 Approval Date: 09/28/2017 E-6 Me HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS e2r<A+ L j`Eflib Ma l'R(J1111L:T RFCVI:;I:C, PRODUCT RUNRWP.1) n7 rnugdylnn ,ditil Iha 1'Inridn w —wlylm with III. Vinod. tiullAin, C++,In Uuildln0 Cndv r ARqEteVAIc j ••oiZb Dj Ar.ilnnrNo17-il•19 AFI1 Hm, On Dldc1017 lC Geld 1 n? rnic 1' PC.Nsfvpo n, lyhg cAIh O,e F ?rich dldinp t: Mlu A.CfC11[ I"ItC { iZZ e7111+onnm. zly f1 . MU 1T7a U` a 1 0_.RRrot0.€ b J" PHEGA5L-Unkl tr,S e" FntsinED9CnynEnit44 7/32"0 UAR STIRRUPS n 7/ 52" 0 BAR o STIRRUPS L—Iilsj F:AI/1 6'f/4" 0 LINTCLSI, S I P DETAILS sJ11i. u , h TL1lls sua, u.rs, PRESTRESSED U- LLIIII 1[,L SI-E VO.17NC wcl0 EI[,t 1 P Uu I sr NO tm. or ntaur! lA-6' Ellf Fo 7 J2 Ili 7 32 R 14-6I_ tA.-B 4VVJ'-U-U9tS -A1j 0140 0.1 0007G072 UM1RIT;4 I -S 32UgllIS-2 A V 3-Z'I-- 9 f T 0, 156 C39 2OAR 1 -3' 1 52 OAR 17 -2A O 3'-O" n 19 -1 0, % 4 7 37. 0 0 1 -3 7 .12 U 19 —2 1 0 A -2 A 21'-A" 22'- d' n. IA4 0, 200 767 G11 12 OR 7 pid p2 UAIt ly T1-3 10 -0 7/32 OAR 7/37. DAR 21'-2" 21- 10 O 0 3'- e 3/A" 5 O d'- 10 3/@' 10 10 2A'- o"' 16, 210 003 3z il%dl O r , I - 3"— IO -0 7/32 PAR ZV-1b" 6 O V-3 1/8" 10 8" _ECA I_/_.. Z RECESS__D00R U—LINTEI p A T f3Rf L F [E 51 E pYIIAt L[0111_ j[CCCtiS Iy;W .Ijy0tlFI& c WI'IVIt iU 7 91SLIIUYR y' 70IYI R 1 . CEj Ull U" nAadO O FJ G'-R" A' - A" 7'-0"NDO IA6 f3 ttERAR f).-Iiy03 r 32 OAR 3'-0" H A A 3-0 d- a3-Alr G y G/,ff eAu- p - ODS 32DAR 7 32 11}.I 3'-IU" tt A AA V4 0 004-A r0 QS-IiCR%` A -0pTlROW-a"- 6". N ti —A Xif eL 06a P. 00 0 7 -0' Gd'2AZ JA R[U I CL . I?DY N3 REGAR G -10 R A 6UU 9'-6' U-A=' la It IIE011-U" R 7.15 Ze 27- Tk •A' rnanm: Tp, 1•lRFFnI! T, R A" lgtlgy 1I[U. LROM 1• ilrx'Al MI. pnRCAsr EId7EL._REItlEQIIC] HfJ)biLC.FAdRICdTINiJAQI2EL •• ren nmll: 7M rrl "irr'r inntsl " i. = iM" 7/-, L-J.' GSA. I-z=:;z,=j-F- JV PPr('.A"•F U-LINTEL DATA TA81-E rjR;_*_MgsoKnLINTEL Eb17318GIILGSAGLPA9RICATIH A- MDDL1. L I7E4 VD l1AlE 17FII SIT r t lLl, JU( lrAaxp i7''1 3'-G' 0.032 126 f3 RMAR 3'-9" 7132 BAR G'-2" RZA: 4 3 --Tr" 7 32 BAR 3= B R A A o,o I IU2 J A UARUAR A-2 4 5-4 0.04D M fs R[u- 32 G••J U Z1, UR ,7- 1f I T lt'Hj,R' a -9 7')) '!`AFR 9 -6 G'••G" 0060 234 IT dA 4EDAR it `` 1211An 11 A 0 0+069 270 Rr. OAR 7 -3 7 32 IIAA 7'-VI 11 A G 330 4 h r,/, I( 0 -3" IIEUAIt I-0_' 2 ••0 B.- y D 006 37n A RED R 10'-5' 13 REPAII o" if -A 0. 104AOBAs L1EUAR lI'-3 13 REPAR 1 0"- 3-o u 12-o O.IIV 5 IIi—VAR 11 =11 3 n RAR 11 -n 3 =u 0 1J 0 122_ A0U 5 MAR 13=Y 3 n[enn 13-D" 3-0" B REDAR 3-11 JIIEMRIJBJ- 8 0" PREgIRwE'u. f,..) L-.l.1NI.CL I. AEIDFORDII'D aIEEIi 7/32 AAA ASILI A6191 13, fA, G. Iloin 111E TOTAL ItURO[R OF STIRRUPS AIID )S RLAAA nRADC 60 A."117 AOl it y/1l I,IC11 R[OUIRLD IS CDV III[O. MA471110 U10 EAdl DIAN[1[It 270X51 LOYI-AEU7AnDH PAESTRES;1110 Ulp OF IIIE pF.lUFapClllD r.AOq reR [1GV/IE 3 n7ARb Alto AM. ILO. Or tlwu10 > 1, no THE 7. D0II11ETE 511IF.11011151 Pe = 0000 PSIFOR 0' Rr111FORMI0 LACE MEU. 8It".% 2 STIRRUPS Ppoffl"JEo L+AICtSi 1'e a AOne Psi M Alt MIA Mil V., PRWAST R BI011 1. 111I 5. n, 2.0 PDut102 or potYPRIIrYmir, nuns PER S, 11101AL PRFSTAESS fORCE - 0,70 x fp+l. CUM. Or EOIICRLTE my In: USFO III Urd or PRFi1REssin INREL 11011l' UR010 ME A. SIpI1PIH0 57Apd`110111, rA[97RESSEA 70 nXMIT Will.. 4110 IIAUeLI11C Moss. U,lF1^pp'' A fitl y CNs " rnonucnu;v1617nP anmplVinR a•Uh lhl Plorldn lhilidh+{Lad! yy-; / 1/' nlrpmneewofd o o3,D2. Ilv+h IIm1 UAteJ2" 7G rc 0 : CRA PAR111MO6324OR570SEFF1fY1dn111islgjIc'tirym yJ 7H16 PROPRI[TARY IHrOR11A71DN IDPROVIo[D rOR PRODUCT APPROVAL, 1r iB U J YlOIIOUtEvI FYFRIURT YIR7IUCN cONSEIiT OIPRCA9iE CRCTCOUSACnflDn OISTRIOUTEO rF/ ,1S+N L NIyS ff''' FL.PEN IC. NO.44756 D, WN w LINTEL FABRICATION DETAILS 1N va" r a! ,Cv a l? L A 7 'kI llq Ctt[ IIAU[I DASWi AAAPoI An t A10 PARNFO, P.[. - Arb. R0. 1i75G SCA[[, X07 IT ScAt p - - i'btl'i'b?,, Y" v 'I lv,l OA1C1 06 O7J96 tA1CR[R ATI tRU9 FAAAIXO, P.C. - RIU. R0. 1117e OP.AWIIW It,, FOR SpttT 1 OC 3 SAFE LATERAL LOADS FOR P4A4F GRAVITY LOADS FOR r PRECAST & PRESTRESSED V-LINTELS 71" PRF4TART P. 0I113417PFRRFII IM INTF1.9 iqi' roY41'Art' SAFE LOAD - POUNDS, PERLiNEA14 FOOT TYPE LENGTH BUO a 9-aR 9F9-11I 2fl -00 BF12-10 nFlo-An OFIC-10 m.0-00 OF20-10 A 71- u BF24 i9 w20-09 OF2n-10 DF3z-OD lim-18 3'-0" 42 PRECAST 2231 1060 3719 0113 0001 RD54 9502 1095T 30A9 4r415 6113 1547 8974 1094 lW9 4''-0" (4a') PRECAST 1966 2391 2751 3890- 4"907557 5907 i100269774156IIJ75M17897410341017411007 h'-6" (54')•PRECAST 15g9 1059 2110 2031 3753 4576 54DO 6124 21 so 4375 6113 7_47A 0071 1029h 11509 PRECAST i7.17 1349 14M 1909 15B0 3123 3c416 4249 1663 3000 5365 75471 7342) 87330, 1n127n PREGASF 1007 1105 117J 16)I 2090 2549 3009 1470 1451 2622 4360 71GA et 6031E , PRECASTE5'-10"(701 908! 236 V71 3100 3031 3707_ 43n3, 5061 i23a 2177 3480 5391 16tl 10DBM,q 66250rPI4ECASTZh3 loll 1720 2632 2705 MR 310 3005 1011 1720 109E 5681 0467 a 0472 p 9'-4" (112') PRECAST 554 699 1160 2001 1625 2561 3185 2A10 3302 762 1245 IR43 2504 3489 47051rq 5320 it0 10'-6"(126') PRECAST 475 51S 890 1z47 z03 2781 2103 2636 04J 1052 1533 2781 3643 s_,l 4T54 i 11'-h"('136"} PRECAST J02 507 n45 1J60 1D46 2423 317.7 4000 502 915 1366 1846 2423 3127 4006 12'-0"(144') PRECAST 337 540 973 1254 1604 _ 219:t 24D5 3552 540 873 1251 1601 21.93 799.9 3Cr52 13'-h" I6(1' PRECAST 296 471 755 107E 420 IB70 131fi 260] 471 755 1D75 1429 1036 2316 211M 14'-0'(I68") PREC7SI 279 424 705 IOD2 1328 1697 2127 2630 441. 705 1002 1176 1697• zi27 7.vo 14'4'(176") PRESTRESSED N.R. NR an NO Na NR an NR 459 783 1370 1002 2245 2517 2717. 15'-4"(la4") PRESTRESSED H.R. NR Nn NR NR NR NR Na 112 710 17,50 1713 2,058 2320 2513 17'-4"(203") PRESTRESSED N.R. Nit nR Nrt NR Nn an NR 100 540 950 i1T0 1609 1049 2017 19'-4"(232') PRESTRESSED N,R• TIN NR NR OR N71 NR NR 235 420 760 10,17 17112 1515 17I6 21'-e (256) PRESTRESSED N•Ii• Ila tin NR an NR 1111 180 NR 340 598 845 1111 I354 1468 0"(264") PRESTRESSED N.R. 1R MA NH NR 78 PR 16Y 315. 31 55 D 784 104,7 IzaS 13as 24'-0"(2a0") PRESTRESSED N.R. IIR Im n NR Ni_ I41 129 25025 450 Nn 054 8B1 1092 1222 a2xna 6e' C b SAFE LOAD PLF LENGTH ` TYPE 8U8 8F6 RC£AU 3'-6" (42")' PRECAST 1025 1024 1598 4'-0" (48") PRECASF 765 763 1309 4'-6" ,(54") PRECAST 592 591 1073 5'-4" (64") PRECAST 411 411 745 5'-10"(70') PRECAST 340 339 616 6--V (76') PRECAST 507 721 490 90') PRECAST 424 534 363 112'1 PRECAST 326. 512 230 PRECAST 284 401 180 IV-4"(136") PRECAST 260 152 154 12'-0"(14C) PRECAST 244. 402 137 13'-4" (I60") PRECAST 2.17 324 110 14'-D"(1GO') PRECAST 205 293 100 14'-8"(176")PRESTRESSED N.R. 2114 91 I5'-4"(1Ile) PRESTRESSED N.R. 259 63 17--4"(208') PRESTRESSED N.R, 194 84 19'-4`(2&') PRESTRESSED N.R. 148 52 2P-4"(256") PRESTRESSED N.R. 125 42 22'-0' (264") PRESTRESSED N.R. 116 40 24'-0-(280') PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR 0" PRECAST & PRESTRESSED U-LINTELS 4 4-4-m' SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH ern-N 8FA-2T r17-17 111`17••27 Orlo-IT OFIB-21 oF20--iT 81720-2T OF74-IT CF74-IT mll-IT 8T28-2T aF32-IT 8F32-21' 3'-G" (42') PRECAST 1569 2655 24 4394 5263 6132 7001 1669 2655 3524 4394 6263 0132 7001 4'-0- (40) PRECAST 1]133_ 3000 3015 4676 6325 070 U111 U 2J06 WOO 3915 4570 5328 6079 4'-0" (G4") PREGAST I 1 2040 2707 3375 4.043 471711 5379 f207 2040 2707 3375 4043 4711 5'-4" (64") PRECAST 1016 171. 0 22761.1 24.11 1399 3961 5379 4522 1016 1715 27.76 743R 3399 3981 4522 5'-10" (70) PRECAST 902 1567pB 20 , 2593 a 3107J9 1§20,q 4133 929 1361 2000 2593 3107 3620 1133 6'-6" QW) PRECAST 0351 1407n 186 I 252900a0 V90A 451 a, 3712, 035 1407 is% 2329 2790 3251 3712 7'-6- (DD) PRECAST 721yr_, 1105 , 624 a 2075 I 2426 29i7L, J72a 717 - 1224 162.4 2n25 2420 2827 3270 0'4" (112") PRECAST 691 70e im 1136,ui 1414 , Mai 2157 a 2000 , 091 _ O61 13111 1643 1469 2294 2610 10'-D"(12fi") PRECAST 530 75 r 916 nr IIAG , 1 61 7J61_ 20111, 5A 695 I100 (, N72_( 704i 295 2340 11'-4"(.IV) PRECAST 474 601 ,; SOO(a) 1237 1274p 1513 y 175309 104 607 1042,41 13721u1 164310_191507 2107 12'-0" (144) PRECAST HO a1 45n ') 72LU'. s3o p-'1 115]wT I1691u1 11585 470 550 94U0u) L1920J 1560, 1818aO 207.1 itl PRECAST 410 , 3060, 6071py 785 a 9Ej (,Yf 1143R4 IJ23 a 424. 400 78D , MIL, ne, 4 I A 165 I 10T_1887 14'-0"(163') PRECAST Je411A 3501011 5fi0U 724 _ BBj9 , IOS41S 1 20d17 410 429 7, 171, ID53 1358ji_q 1692U 1907p) 1R-11" (I76-) PRESTRESSED 239 334 (m 620 L 072 vo a's Ip 91m7 1131p,q 24A 395 863 1 986 1.0 13W H 151110) 1734 , 15'-4"(184`) PRESTRESSED 211 3130 4a0 (n) 627,i 769 7 911(),.,1054 p6 230 300 016_Bt 008 01 1244 14fi0P9 loanU 1T-4"(208) PRESTRESSED iu7 2R3 p, 4D5 rm 621 r 63a , 756 Bn i9Z wn GOB , 74a y 1005nh 1171an 1473, 19'-4" (232) PRESTRESSED 166zz 211 :) 34A (. 447 h) 517 a s 17 l 7 47 £nl ISO 263 429 623 Cr B41 a 10.591L7 1227 r0 PRESTRESSED 112 904 p I M to 303 0q 1130 „ 568 pd 655 n,) 142 232 J73 , G.17 a 7711a 905(J 1048_w 22'-D" (264') PRESTRESSEDki 7 iDn6 2a6 462 54949214 830aL{) 7 223 53 J! 24'-D'(280') 4 4 79 MINA a37402 6(.ty n7 7 4 202 319 3 ll , 757 (i 076 J}) THE NUMBERS -IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE. 40 FIELD ADDER REOM. SEE GENERAL NOTE N0. 4 ON SHEET 3 OF 3. SEE GENERAL NOTE ND.,18 ON SHEET 3. OF 3. THFi4F7l(M S llf J RENTIIESIS ARE PERCENT REDUCTIONS FOR GRADE 40 611t.0 J, 'e -E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. VC.. Pl7Of711(,(Itlt\r(UD 40t7r71;:rreRT3ttwrn PRooucrgpNR tt5n 1—plYing CEN S •• 4 115 "7F RI II, VI idu 0 ill l (,,n47 errmriywpliih ow FBrti:41 1Itu1,14n6 L'n is '.D"7 10clrtnuril`to.t7 7 8"IIdtR 4ry11 the Florid. A1ctt1,IM oAo _ OF+AI'!gNnnUale 2I i 0 ' V Iy40n11C1'R T4V a R1 mI,Ip7y'rnP, t1411, 1ui0 rr70ridn ' I71d111I.Rc74a S?l. Q4vpa1mu0lopr2lr n J ILZc22 7_. @")rir" onGale .0..1,J-'7-02 N I1IY % Z • 3 7 Cyh1an7nn C-!c; li •'Ae.. C11AMPARRINU Lb . A m InP nrorT.LL- ')0" . 72gIm0".b"l9ps e/ 6Jt1y%/ 1 1-L YG 4i'j 2.41mn1 nn. -r n•n,"I c<,n1,<n NPRAI NOTES SHEET 3 OF 3 N m'ii7sF iFor: rioi'1' d""1r 1 f "6324 CH679 5 4 D R P \'4.` SEFFNEH, FL 33504r ''., y. Nr /J / . iril)ll m1:u 7lri2 ,-._. Al FL. RE.1.10. NO.44750 4unn4jl' OF mf," /``' lut: ' CAST-'CRETE D" I-INTEL FA13RICATION DETAILS er r.h`L571 271'J' At 71 I, : /' TaC IIA90 DDSUDI-N 0091YN 0YI CAND 7A4A0'0, P.f. - A[0, K0, /i776 SCAlE1 IIOT 10 SCALEIGL4it:T1r'iJ SATE 00 02 99 GI9CRtD tln GWlO PA9AlaR, R[. -AGO. B0. 1275E atemfiA A". TOA SORT 2 0f 7 SAFE GRAVITY LOADS FOR B" PRECASTw/ 2" RECESS DOOR LI-LINTELS t8} W. NUMBERS IN PARENIPESIS ME PERCENT REDUCTIONS FOR GRADE 40 p SEE GENEINL NOTE Its FIELD ADDED REBAR•.SEE GENERAL NOTE NO. 4 crh FL(L1( 2IES D Rolsdo!m 12) ma molnt"dured 5-1/2"-kng mtaho s1 lb, enJa 1" asomrMLle I'n a'W cal lintel - iOpA peale.,d 64 d 9vnikalcanrelnre,nlnq and grciU"q. 1e pre tt Ra cl - 6050 rel a 9red.'- :U00 yrl ri h ma6rmim J/A Inch pg9regole I3)1w exleda -1— of gntal fnoloted in eed,rtar cone ale r.,.%.11, aholl haveocWlqo1-1W. ^ppVed Sn eeeordams n 11, ASIA -A2or olh& eppfovnd —Vaq. relena++My +n+le CI+eD A^•IfA CD6 x{Ih m!nimum net a'. rmgre;sYe ele^rgl 1900 pm nbaf per A511! AG Is 4 ids 60 141 II"tell loodcd sirnWl"nrnudj n5ih YerUcal yGlt) and hadranl"I (1"leral) bade 6e for the looding the InwI ng Vmtl per ASIV A416 Crain qJ0 lout debsnlion ahead eheeLad nnhhe( Wllh g equallon: mf erlofPer MAL C210 Type LI ae 5 Apgd`ad vmltcol Ixd Applied ha,r-1u1 lend S 1.0 2) AS nil" lout tell, 1, a4 an mintmum 4 W, ne+01pnl hemhq. Sale r"Uanl Iwd 3.1. Irsermrlel laid Uadm Safe bads for 111 11 IyP, AUA ond R, 1, usl be aduN6PP20A11be"dq Angih la lase giinh 15) For eompeslla Otdd haighla. net thorn. Lee sole had Itom rud hres height shown. 172 Enehss, 16) rear Dahl Imglhn nal IN,n, u%e sale lead Dam aesl langoet length them. 5) Proside NIL matter bed and lead )malt. 17) Sula Bede ale sapedmlwxd 0.41. loads, 4) The ns d., In parcnlhml, Indleelea the pereenl r,dv,U. far - grade I0 field anted debar. i0 Sale loads gnsad on TaGmol des n anal bj,e Per AC1 530 and 411 J15 EunWIa 7-6" I Ael U32-10 aglp yy,nmy load - 6e72 og e/ 15, mducgcd •} Gill `05) LSD 10) A66:11—I Metal Imd eapedly con he abLOW 6y the deal near by yronCnp oddli"nsl gadPRreirdound5) NI II"leb mead or wa«d 1)360 delles1bp, caumb msssrYy rail, MAIL) obese the ihdeh ekekh 6nigrv: Es6enllw: Need-, Ilnt 1I 1 e OFD 7-4' and IulAer meeln a e c.ad, L Il delienllIn. nitUCiUa-T t+d iF.'d'i' Umle4mlead. oegqdl'one meel the FW4. Datdng a ca. qi y p 41 tb,. F;oriJu Code Seai'ena 1604.3.1 m'Poaht 6) Shei. Illed Mlals an regY'red FrdJ'? c'I PI. td I D 22 $ 7) One 17 rebor meat' he auba6lnBd far lsa 15 I,W. P ivlime p.eln i(-f/",r//,/,a//-' D) In 1allnn/ailaeban"A of Net must carDPfy d0 IN daahlentroi and Indac—nd.. Fly I/Q„( {>'. dr ri /duc r 1 + SF. E SAFE LA7EIUl LOAD ntrol AThe dv t nrf mn hale eanemlml,d loads )ram Lhs mf. lend IaMes b q YeraY7AOLESnlrvdm.1 FOR LDM PAYING FOR FOR FACRADDmORAL COIC04al the meslmvm ms0Un0 moment ant sheer n1 d-oxay cram hxe al nmanL Iln 11c REUIFDRCEO CDU (RCMO) IO) IIJI. - Rol Riled rULL COUt25E PROI 11) Deltam Paid oddal tabor IC be le"111 al 1he tellem al Ain Aalel a"11. 1/2• CLR TYF// 7) gy Rf.OM. 13nild 1r p. DR40 or CRCO C•APn Au P Mr,MUER OF 7'p R SAFE UPLIFT LOADS FOR B'r PRECAST w/ 2" RECESS DOOR U-LINTELS THE NUMBERS IN PMENTHF.SIS ARE PERCENT' REDUCTIONS FOR GRADE 40 FIELD AUDED REO&R. SEE GENERAL NOTE NO. A TYPE DESIG n 0 F - FIR LED WAn GR0111 / U - UNFIRED F MVIIIIIY OF S DF.Mp ATADIIW OFUNfRnAA3' , NomwL vnnni— L widirr or Is IIDAWI IIEIGIP nWAATlopISOEMAT 0P mu, (I) Ocilla s _•J' ,s:, li.: 1-1/1'CLEAR GROW i•: + .— IS AER4N AT AOnOU r e r • e l I DF wrim CANrf RDEd AEAiI( Lssiii1 ttap 1`RCIbf Ic 1' RMITW) riHAC1110 za L7-D AGIUll MAGID III LUTE20111 `\t .. i•. , e, nsvon+Nit eau s tlh Ilic I I_ n• INIIAW. Yppill (VARI[0) 4, G ,EN Rr d neNrLvrp c I Ne l A MIR the Plotwa - e 6,a(d{ y+/t,y,2J.F1.2n22 PRDI)Ne'r IIITViSLU de ' 1 / j / ^ernmpllefuApithlotPlmhlnNo00I02 " g Oa S BCale eta T DP SiJuanilhd• n, lunr Cnnh.n' ; edaPluwa Nn 7 f.f `+Z i 21 4 s 9e3e, + l /• LFr ' CNNTiPARRINO 'Kiln tenDoto t ya14 0321CH679 Min SEFFNER,FL 33504 6dd0> fu lE+ntrn ds/nNAL 6;4+` FL. P.E, uc. o ills CAST—CKTE 8" LINTEL FABRICATION DETAILS ERE I"(.d Desm-14 I-0AA L 67: CRUD WAR1110. PS, - RED. 110. 44156 SUtE: Not To SCALE Florida Building Code Online Page 1 of 2 er^t BQS Home 1 Log in User Registration Hot Topics i Submit Surcharge Stabs & Facts i Publications ; FBc staff i EC1S Site Map } Links Search b r 'N Product Approval USER: Public User F_- Product Approval Menu > Protluct or Apoliation Search > Application Lict > Application Detail 7Fr FL FL6527-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived y Product Manufacturer Weyerhaeuser Address/Phone/Email PO Box 9777 Federal Way, WA 98063 253) 924-6476 Robert.Baldwin@weyerhaeuser.com Authorized Signature Jim Anderson jim.anderson2@weyerhaeuser.com Technical Representative Jim Anderson Address/Phone/Email PO Box 9777 Mail Stop WTC 1K5 Federal Way, WA 98063 253) 924-4084 jim.anderson2@weyerhaeuser.com Quality Assurance Representative Bill Brady Address/Phone/Email 100 TJM Drive Buckhannon, WV 26201 304) 473-5415 Bill.Brady@weyerhaeuser.com Category Structural Components Subcategory Engineered Lumber Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 03/31/2019 Validated By James A. Rothman, P.E. S/1 Validation Checklist - Hardcopy Received Certificate of Independence FL6527 R8 COI Certificate of Independence pdf Referenced Standard and Year (of Standard) Standard Year ASTM D 5456 2013 ASTM D 7672 2012 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgvW ScGF 1 ves... 2/1 /2018 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option C Date Submitted 06/20/2017 Date Validated 06/22/2017 Date Pending FBC Approval Date Approved 07/03/2017 Summary of Products FL # Model, Number or Name Description 6527.1 I Microllam LVL Laminated Veneer Lumber Limits of Use Installation Instructions Approved for use in HVHZ: No FL6527 R8 II TJ-9001.Ddf Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43580 Impact Resistant: N/A Created by Independent Third Party: No Design Pressure: N/A Evaluation Reports Other: FL6527 R8 AE ESP,-1387.Ddf 6527.2 Parallam PSL Parallel Strand Lumber Limits of Use Installation Instructions Approved for use. in HVHZ: No FL6527 R8 II T3-9001.odf Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43580 Impact Resistant: NIA Created by Independent Third Party: No Design Pressure: N/A Evaluation Reports Other: FL6527 R8 AE ESR-1387.odf 6527.3 TimberStrand LSL Laminated Strand Lumber Limits of Use Installation Instructions Approved for use in HVHZ: No FL6527 R8 II TI-9001 Ddf Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43580 Impact Resistant: N/A Created by Independent Third Party: No Design Pressure: N/A Evaluation Reports Other: FL6527 R8 AE ESR-1387.odf I 6527.4 TJ Rim Board Structural Composite Lumber or Oriented Strand board Rim Board Limits of Use Installation Instructions Approved for use in HVHZ: No FL6527 R8 II TJ-9001 Ddf Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43580 Impact Resistant: N/A Created by Independent Third Party: No Design Pressure: N/A Evaluation Reports Other: FL6527 R8 .AE ESP,-1387 Ddf 6527.5 Weyerhaeuser Rim Board Oriented Strand Board Rim Board Limits of Use Installation Instructions Approved for use in HVHZ: No FL6527 R8 iI EE-9001- odf Approved for use outside HVHZ: Yes Verified By: Glyn R Boone 43530 Impact Resistant: N/A . Created by Independent Third Party: No Design Pressure: N/A Evaluation Reports Other: FL6527 R8 AE ESR-1387.odf Sack Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone, 850-487-1824 The State of Florida is an WHO employer. Coovriaht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Sratement 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 mall 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 emalls 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 dick here . Product Approval Accepts: M Di?di; Card Safe https://www.floridabuildina.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvN4U8cGF 1 ves... 2/1 /2018 i n L' Weyerhaeuser 1.888.4533358 I woodbywy.com mr, ;sa•. ;' '3.ia X `, z, •' s, Z@. y+`' ,a:c. s;x: WARNING: DO NOT walk on joists until braced. INJURY MAY RESULT. WARNING: WARNING: DO NOT walk on joists DO NOT stack building that are lying flat. - materials on unsheathed joists. Stack only over beams or walls. WARNING: JOISTS ARE UNSTABLE UNTIL BRACED LATERALLY BRACING INCLUDES: Blocking, Hangers, Rim Board, Sheathing, Rim Joist, Strut Lines Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines: 1. Properly install all blocking, hangers, rim boards, and rim joists at TJR joist end supports. 2. Establish a permanent deck (sheathing), fastened to the first 4 feet of joists at the end of the bay or braced end wall. 3. Safety bracing of 1x4 (minimum) must be nailed to a braced end wall or sheathed area and to each joist. 4. Sheathing must be completely attached to each TJI® joist before additional loads can be placed on the system:. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within t/2' from true alignment. This guide is intended for the products shown in dry -use conditions. La Securite Avant Tout AVERTISSEMENT Lire Attentivement Les solives non contreventees lateralement sont instables. Voir le guide d'installation avant la pose des solives TA®. Ne pas circular sur ]as solives TJI® avant qu'elles ne soient adequatement contreventees. Risque de blessure. Ne pas empilees des materiaux sur des solives avant d'avoir installe les sous- plancher. Les entreposer temporairement au-dessus des poutres at murs. La Seguridad Ante Todo ADVERTENCIA Por favor Lea Cuidadosamente Las viguetas son inestables hasta qua seas reforzadas lateralmente. Vea la guia de instalaciones antes de instalar las viguetas TJIm. No camine sabre las viguetas hasta qua seas apuntaladas. No ponga materiales de construction sabre las viguetas US antes de instalar el triplay. Ponga materials unicamente sabre vigas o muros. FLOOR Allowable Holes: Trus Joist® TJI® Joists .............. 1 TJI® Joist Nailing Requirements at Bearing ...........2 Installation Recommendations .......2 TJI® Joist Floor Framing ............3 Fastening of Floor Panels ........... 3 Rim Board Details and Installation ....4 Floor Details ..................4-5 Cantilever Details ........... ...5 Filler and Backer Blocks ...........5 Web Stiffeners...................6 Framing Connectors...............a 1y"-13A" '` — 9w 3 8u 117/8" 14" 16" TJIm 110 joists ROOF AND WALL Allowable Holes: Trus Joist'sTimberStrand® LSL Wall Studs......................2 Web Stiffeners...................6 Typical Roof and Wall Framing ....... 6 Ceiling Joists .................... 6 Roof Details.....................7 Framing Connectors...............8 Shear Blocking and Ventilation Holes. .8 T11® Joist Nailing Requirements at Bearing ...........8 j_ r- 2t is" 711'/a"-13" - 9t/2" 3A.117/811 14" 16" TJi® 210 joists 1'/a"-1-441" 9VZ" 3An 117A1 14" 16" TJl© 230 joists BEAM AND COLUMN Allowable Holes: Trus Joist<DTimberStranda LSL, Parallam® PSL, Microllam® LVL Headers and Beams...............2 Beam and Column Details ..........9 Beam and Header Bearings ......... 9 We at Weyerhaeuser are committed to working safely and want to remind you to do the same. We encourage you to follow the recommendations of OSHA (www.osha.gov) in the U.S. or provincial regulations (wwsv.canoshweb.org/enrl in Canada regarding: Personal protective equipment (PPE) for hands, feet, head, and eyes Fall protection Use of pneumatic nailers and other hand tools Forklift safety Please adhere to the Weyerhaeuser product installation details, including the installation of safety bracing on unsheathed floors and roofs. 2 5/16 9%2" 3 8" 114 " 16" TJI© 360 joists 9V2° M 1 114$ n 16" TED 560 joists Some TWO joist sizes may not be available in your region. Contact your Weyerhaeuser representative for more information. DO NOT cut holes in cantilever reinforcement. T1 _ _ DO NOT cut or notch flange. Min. distance from Table A 1%2" hole may be cut Min. distance from Table B anywhere in web outside of hatched zone I V.170 evacs VIE 2 x Di D1 Closely grouped round L2 2 x L2 D2 / 6" 6" Do not cut minimum holes are permitted if minimum No field holes larger applies to all the group perimeter cut holes than 1fV2"in holes except meets requirements for in hatched cantilever knockouts) round or square holes zone Table A —End Support: Minimum distance from edge of hole to inside face of nearest end support Joist ` Depth T118 -, Round Hole Size . , ='T Square or Rectangular Hole Size 2" 3" : ;, 4" : ;; 6%i'.:; 8/e".;: 11". .. • 13' . 2.'. °'. 3 .4" 110 1'-0" 1'-6" T-0" i 5'-0" i' 0" 1'-6" 2'-6" 4'-6" j 1 210 • 1'-D° 1' 6 ( 2'-6° I 5'-6° I 5'-0° j s 9 h" 230 P-6" 2' 0 2'-5" j 5'-6" i _; 1'-0" 2'-0" I 3'-0" 5'-0° j i " 560.. 1'_6„ 2'-0" i 26"'-' 3'-0" 3'-6" 6' 0° 7'-0" i ° . } fi P-S° 2, -0 ,' 2'-6" 3'-0" 1 3'-6" 1 4'-D" 1 5'-6° 6'4" 110 =`: 1'-0" 1'-0" 1'-6" 2'-6° 5'-6° 1'-6" 2'-0" 4'-6" 1 6'-0" 210 _': 1'-0" P-6" ( 2'-0" 3'-0" 6'-0" 1'-0° i 1'-6" 2'-6" - 5'-0" 6'-6" 1P/a" 230`:` l'-0" 1'-6° ; 2'-0" 3'-0" 6'-6" 1'-0" 2'-0° 2'-6" 5'-6° T-0" 360:' 1'-6" 2 D' T-0" 4 6" T-0" P-6" T-6" 3'-6" { 6'-6" I 7'-6" 560:. 1'-6" 2 6 3'-0" 5'-6° i 8'-0' T 2`-6" 3'-6° 4'-6" i 7'-0° 8'-0" i tlo' 1'-0" 1'-0" 1'-0" 1'-6" ;' 3'-0" 5'-6" ( 1'-D" 1'-0" T'-6" 3'-6" 6'-D" 8'-0" I 210 :> 1'-0° 1'-0° ! 1'-0" 2'-0° 3'-6" 6'-0" t 0" 1. 0., 2' 0" ? 4:'-0° . . 6' 6• 8' 6" . 14" `' 230 _= 1'-0" 1'-0" 1'-0" 2'-6" i 4'-0" ( T-0" IA"1'-0" 2'-0" 4'-0" 7'-0" ' 9'-0" 360 560'= 1'-0" ; 1'-0" 1'-0° P-0" 1 P-6" ( T-V ( 3'-6° 4'-6" ( 56" '- 6'-6" ( 8'-0" . 9'-0" P-0" P-6" 1 ` P-6" T-0" i 2'.-6° s 4'-Q" i fi'-0°. 7'-0" 8'-0", . 9'-0" g_6" . 1W-0" 0"1 2'-0" ( 3'-0° 1 T-0" l'-0" P-0° 1'A" 3'-0" 5'-6" T-6" 10'-0° 210 1'4" ( 1'-0" 1'-0" 1'-0" if T-6" ( 3'-6" 1 6'4- P-0" 1'-0" 1'-0" ( 3'-0" 6'-6" 8'-0" 11'-0" 16 230 : 1'-0° P-0" ( 1'-0" ( 1'-6° ! 3'-0" 4'-0° T-D" P-0" 1'-0". i 1'-0". - 3'-6"-- T-O° `. 9'-0" 11'-0" 1'-0' P-0" ( 2'-6" 4'-6" 6'-6" i 9'-0" 1'-0" 1' 0" 1'-6" 5'-0" 9'-0" 10'-0" 11'-6° 1'-0` 1, 1-0" V-0" 1 2'-6" 1 5'-0" 1 7'-6" { 10'-0"' 1'-0" I 2'-0° 3'-0° i - 6'-6" j 1D'-0" i 11'4" IT-V Table B—Intermediate or Cantilever Support: Minimum distance from edge of hole to inside face of nearest intermediate or cantilever support Joist T11® Round Hole Size Square or Rectangular Hole Size Depth 2' ., 3 ... 4 :_ fi/s . 8%s' : 11 : 13, 2„ 3.:. ` 4 ' 61h' 110 2'4" L2Y6° ' 3'-6" 7 6' f 1'-6" L 3'-6" 6'-6" 9 210 2'-0" 2 6 i 3'-6" 8' 0 I 2'-0° 1 3 V 4'-0° 7'-6- 2'-0" 3'-6" ! 4'-6" T-6" 6" 6° -0"360 4 m230 : T-6" 3'-0 3' 0 4'-0" 4 5-6 8'-6" i 9-0" I i ' 560 3' fi" 5'-0" 6'-0" 10,-0,, 4'4' T-6" 6'-6" 9'-0" 1'-6" 4' 0" i 8'-6,, i I 1`-0" 1'-6" 2'-6" 7'-0°. 9'-6" 21D > 1'-D" P-0" 2'-0" 4' 6' i 9'-D" P-0" 2'-0" , 3'-0" 8'-0" 230' P-0" 2'-0° 2'-6" 5'-0" 1D'.-0" 1'-D". 2'-6" 3'-6" 8'-6° 1D'-6" j 360 : 2'-0" 3'-0" ( 4'-0" 7'-0" 11'-0" j ; T-0" 3'-6" 5'4' ± T-6" 11'-0" 560 :j P-6" 3'-0" ? 4'-6" 8'-0" ( 12'-06 4 3'-0" I 4'-6" 10'-6° f 12'-0"' 4" 1' 0" 1'-0" 2'-0" 4'-6" j T-6" I 1'-0" ' 1'-0" 5'-0'' 9'-0" 12'-D" P-0" P-0° 'P-0" 2'-6" ( T-6` 9'-6" 13'-D" 14' 230: ; 1'-D" P-0" 1'-0" 3'-6" 6'-0" 10'-6" P-0" P-0" 2'-fi" 6'-6" 11'-0.1 13'-6" 360=:. 1'-0" .. i'-0" ( 2'-0° 5'-6" j 8'-6" 12'-6" 1-0". j 2'-0° j 4'_Q°. 12'-0° 14'-0" 560 ? 1'-0" 1-0" ( P-6" ( 5'-6" 9'-6" 13'-6" I 1'-0° 3'-0" 5'=0. 10'-0" ( 13'-6" 15'-0" 110 1'-0"' 2'-6" 5'-0° 8' 6" 1' 0° 1'-0" ( 1'-0" 3'-6" 8'-6° i1l'-6" 15'-0" 1'-D" 1'-0" P-0" 4'-6" 110'-0" 3 12'-6" ( 16'-0" 16 23D.•": 1'-0" i P-0" ! P-0" ( 1'-6" i 4'-0" i 6'-6° i I1'-0" 1' 0" i'-0° i 1'-0" € 5'-0" j; 10'-6" 13'-6" 16'76". 1'-0" 0" ; 6'-6 0-0" 13-" P-0" F-02-0" T-6" 13-0" 14 '-6" 17'-0" 560 P-0" ( 1'-0" j P-0" 2'-6" ( T-0° 1P-0° .( 15'-0" P-0° P-0" 3'-6" 9'-0" 14'-6" ? 16`-0° 18'-D" Leave 1/a" of web (minimum) at top and bottom of hole. DO NOT cut joist flanges. a Tables are based on uniform load tables in current design literature. For simple span (5' minimum), uniformly loaded joists used in residential applications, one maximum size round hole may be located at the center of the joist span provided that no other holes occur in the joist. 1.55E TimberStrand® L,.SL Headers and Beams 2 x diameter of the largest hole (minimum) 1/3 GENERAL NOTES Allowed hole zone suitable for headers and . Round holes only. beams with uniform and/or concentrated n No holes in headers or beams in plank loads anywhere along the member. orientation. Other Trus Joist® Headers and Beams 1.3E Microllam® LVL and 2 x diameter of TimberStrand@ LSL Parallam® PSL hole he largest hole 1/3 depth hole zone zone I—Iminimum) d Microllam® LVL an Parallam® PSL allowed hole zone middle 1/3 span d ' 1.3E TimberStrand® LSL allowed hole zone 1 d GENERAL NOTES Allowed hole zone suitable for headers m Round holes only. and beams with uniform loads only. o No holes in headers or beams in plank m No holes in cantilevers. orientation. TimberStrand® LSL Wall Studs We zone 1.55E TimberStrandO LSL Header,'or Beam: Maximum " Round Hole 9' 4 1/2"_., 3" 11 YV-117A!" 3%s" See illustration for allowed hole zone. DO NOT cut, notch, Di - drill holes in headers 11 or beams except Y as indicated in the illustrations and tables. Other Trus Joist® Beams Heaid er:or Maximum Beam : ": Round Hole Oepth Size 4/e' ; ^' P, See illustration for allowed hole zone. One notch may be cut anywhere except the middle % of the length of the stud or column. Holes may be drilled anywhere along the length of the stud or column but must be at least %" from the edge. P 5/8" minimum edge distance Maximum notch: K Maximum diameter: 13/s" for 3%z" 7/s" for 3%z" thick walls thick walls W/a" in Canada); 13/e" far 5%z"-11/s" thick walls DO NOT cut a notch x 23h6" for 5%z" 117/a" thick walls 6 and a hole in the 113/6" in Canada) same cross section. T1i® Joist to Bearing Plate 11A" TJ® Rim Board or 1'/a" TimberStrand® LSL One 8d (0.113" x 21/2") nail each ` side. Drive nails at an angle at least 1%2" from end. r 1%" minimum end bearing for 31/z" minimum intermediate single-family applications bearing; 5'/a" may be required for maximum capacity Shear transfer nailing.• Use connections equivalent to floor panel nailing schedule. See page 4. Rim to TJ[® .foist 1'/a" Tl91 Rim Board, 11/a" TimberStrand® LSL, or TJI@ 110 rim joist: One 10d (0.131" x 3") nail into each flange TJI® 210, 230, and 360 rim joist: i r- One 16d (0.135" x 3'/2") nail into each flange 1%" minimum bearing RECOMMENDED COMPONENTS Weyerhaeuser Edge Gold"' floor panels TJI® joists 11/s" TJID Rim Board or 1'/a" TimberStrand® LSL Apply all/a" or larger bead of adhesive At abutting panel edges, apply two %" beads of adhesive Squash Blocks to TO Joist Load bearing wall above) One 10d (0.128" x 3") nail intt Also see detail B2, page 5 TJI® 560 floor joist TJIO 560 rim joist:' Toenail with 10d (0,128" x 311) nails, one each side. of TJI° joist flange Syr}ne rt Locate rim board joint between joists Top View - :_ TJI® 560 rim joist Install panels right -side up Maintain a 1/s" gap at all panel ends and edges to allow for expansion. T&G edges self -gap to 1/s". RECOMMENDED ADHESIVES Weyerhaeuser recommends using solvent -based subfloor adhesives that meet ASTM D3498 (AFG-01) performance standards. When latex subfloor adhesive is required, careful selection is necessary due to a wide range of performance between brands. Nail panel to joist at 12" on -center in field and 6" on -center along panel edges. Apply fasteners 3/s" from panel edges. For %" panels, use 8d (0.131" x 2Y2") or 6d (0.120" x 2") deformed -shank nails or other code -approved fasteners. For 7/a" panels, use 8d (0.131" x 2Y2") or 8d (0.120" x 2%z") deformed -shank nails or other code -approved fasteners. Fully nail floor panel within 10 minutes of applying adhesive or sooner if required by adhesive manufacturer). o Screws may be substituted for the nails noted above if the screws have equivalent lateral load capacity. VlO joist floor framing does not require bridging or mid -span blocking DO NOT use saran lumber for rim board or blocking as it may shrink after installation. Use only engineered lumber. TiloE2 WIM rim joist A 111. . End of joists at — centerline of support Protect untreated wood from direct contact with concrete 1'/" knockouts at approximately 12" on -center Bearing plate to be flush with inside face of wall or beam Joists must be laterally supported at cantilever See Filler and Backer and end bearings by blocking panels, hangers, Blocks on page 5 or direct attachment to a rim board or rim joist. YARNING_ lorsts are unstable'untd laterally braced See {Yarnrng on cover Rim board joint between joists 11/8" TJ® Rim Board or 1%" TimberStrand® LSL Use Bl or B2 at intermediate bearings with 5 load bearing or braced/ shear wall from above Safety bracing (M minimum) at 8' on -center (6' on -center for TJI®110 joists) and extended to a braced end wall. Fasten at each joist with two 8d (0.113" x 2%z") nails mini- mum (see Warning on cover). Structural sheathing See Exterior Deck Attachment on See page 4 Allowable Holes on page 1 Plumbing drop INSTALLATION TIPS Subfloor adhesive will improve floor performance, but may not be required. s Squash blocks and blocking panels carry stacked vertical loads details Bl and 62). Packing out the web of a TJI@) joist (with web stiffeners) is not a substitute for squash blocks or blocking panels. When joists are doubled at non -load bearing parallel partitions, space joists apart the width of the wall for plumbing or HVAC. Additional joist at plumbing drop (see detail at right). Joist may be shifted up to 3" if floor panel edge is supported and span rating is not exceeded. Do not cut joist flanges. Additional joist is required if floor panel edge is unsupported or if span rating is exceeded. JAVELIN@ SOFTWARE FRAMING PLANS else Web stiffeners required on each side of joist at bearing. Refer to your Javelin® framing plan. Bearing requirements as shown on the Javelin® framing plan are job -specific and supersede minimum bearing requirements listed. Guidelines for'Closest On -Center Spacing per Row Nail Size T)I00uzf . Thlm Rim hoard i%'. _Timhers_tradnedrO LSL , o5wi` MicrLoYlLfam ParPalSlaL t tD, 210. and 230 360 and 8d(0. 113':x2h1,8d([Li3l,xPh°) :.- 4" 3" 6" 4" ! 3" j 4" 4° tDd 1Q. t48" x 3':'):'i2d (i)a48" x 3'/,") _. q (3) 4"(3) 6" 4' 4"; 5" j; 4" tiid 0a62" z311] =: :: 6° 6" 16"(4) 6"ts 6"ts i g°wa 6" 1) Stagger nails when using 4 on -center spacing and maintain 3/a" joist and panel edge distance. One row of fasteners is permitted (two at abutting panel edges) for diaphragms. Fastener spacing for TV joists in diaphragm applications cannot be less than shown in table. When fastener spacing for blocking is less than spacing shown above, rectangular blocking must be used in lieu of TAO joists. 2) For non -diaphragm applications, multiple rows of fasteners are permitted if the rows are offset at least'/z" and staggered. 3) With 10d (0.148'.r,1W') nails, spacing can be reduced to 3" on -center for light gauge steel straps. 4) Can be reduced to 5" on -center if nail penetration into the narrow edge is no more than 1'/a" (to minimize splitting). 5) Can be reduced to 4" on -center if nail penetration into the narrow edge is no more than 1% (to minimize splitting). Recommended nailing is 12" on -center in field and 6" on -center along panel edge. Fastening requirements on engineered drawings supersede recommendations listed above. Maximum nail spacing for TJl® joists is 18" on -center. 14 ga. staples may be substituted for 8d (0.113" x 21/z") nails if mini- mum penetration of 1" into the TJI® joist or_rim board is achieved. To minimize splitting, maintain edge distance and row spacing of 21/z x nail diameter or 3/8", whichever is greater. Multiple rows must be staggered and -equally spaced from the centerline of the narrow face axis. For recommended nailing and adhesives, see INSTALLATION RECOMMENDATIONS on page 2. Plate nail 2x4 or 2x6 stud wall at 16" on -center, maximum Floor panel nail When panel Rim board to TO joist thickness 11/s TJI Rim Board or exceeds %a", trim sheathing1'/4" TmberStrandD LSL see nailing schedule below) t= a tongue at rim board Toe nail T' Rim board to TJI® joist T115 joist spanning in either direction Sheathing may be attached TJI5 joist to plate as shown in A3.4 Web stiffener required on both sides at A3. W ONLY Ate. 133:2 V_ x Plate nail Floor panel nail Rim board to TJI@ joist 1/4 TimberStrandD LSL Nrimboard Attach sheathing per -- nailing schedule (below) Toe nail'' Rim board to TJI® joist TJI® joist spanning 12" minimum Install proper blocking to support all panel edges 2x4 or2x6 stud wall at r, maximum When panel thickness exceeds %s", trim sheathing tongue at rim board in either direction T11®joist to plate Web stiffener required on both sides at A3.44N ONLY Specifications : Rim Board Installation Detail(»«a A3 1 -. ' = .. -A3.2 t.. ' A3.3= Minimum Rim Board Thickness; :. 11/e" 1'la" 1%" j 1'/4" Plate Nail=16d (0.135":"x3Yz') 16" o.c. 16" o.c. 16" o.c. # 16" o.c. Floor Panel Nail=8d (0.131%2%i').`:_ 6" o.c. Rim Board to TJI® Joist-l0d (0.131"x 3") One into each flange Toe Nail=l000.131' x 3".} 6" O.C. 6" o.c. ? 4" o.c. ; 6" o.c. TJI@ Joist to Plate=8d (0.113" x 2'h') Two nails driven at an angle into bottom flange, one each side of web at least 1'/z" from end Sheathing i 7/16" structural 1 ; 3/8" structural 1 l sheathing(3) I sheathing in all areas{4j Wall Framing Percode Per code _ 8iJ (0.131" x 2%2") Sd (0.131'' x 2%z") Boundary Nailing t 1 at 6" o.c.' . at 4" o.c. antermediate Nailing'...' , 8d (0.131" x 21h") at 12" o.c. Maximum lateral Load (pif) 220r5> l 300z51 350161 1 560{6j 1) All sheathing must be properly blocked and nailed. 2) Verify the lateral capacity of the wall. Not all types of code -allowed wall construction provide the same lateral resistance. Check with your local building officials or the design professional of record. 3) Detail AU must be a segmented wall, location of full -height structural sheathing per code. 4) Sheathing must be continuous over all plate -to -plate and plate -to -rim board interfacesandmay butt together at mid -depth of rim board as shown in A3. 4. At foundation, fasten the bottom edge of the sheathing to the sill plate. 5) Maximum lateral load capacities are for seismic design applications. No further increases for duration of load are allowed, except loads may be increased by a factor of 1.4 for wind design applications. 6) Capacities must not be increased for duration of load. in either direction T11® joist to plate Web stiffener required on both sides at A3.44N ONLY Specifications : Rim Board Installation Detail(»«a A3 1 -. ' = .. -A3.2 t.. ' A3.3= Minimum Rim Board Thickness; :. 11/e" 1'la" 1%" j 1'/4" Plate Nail=16d (0.135":"x3Yz') 16" o.c. 16" o.c. 16" o.c. # 16" o.c. Floor Panel Nail=8d (0.131%2%i').`:_ 6" o.c. Rim Board to TJI® Joist-l0d (0.131"x 3") One into each flange Toe Nail=l000.131' x 3".} 6" O.C. 6" o.c. ? 4" o.c. ; 6" o.c. TJI@ Joist to Plate=8d (0.113" x 2'h') Two nails driven at an angle into bottom flange, one each side of web at least 1'/z" from end Sheathing i 7/16" structural 1 ; 3/8" structural 1 l sheathing(3) I sheathing in all areas{4j Wall Framing Percode Per code _ 8iJ (0.131" x 2%2") Sd (0.131'' x 2%z") BoundaryNailingt1 at 6" o.c.' . at 4" o.c. antermediate Nailing'...' , 8d (0.131" x 21h") at 12" o.c. Maximum lateral Load (pif) 220r5> l 300z51 350161 1 560{6j 1) All sheathing must be properly blocked and nailed. 2) Verify the lateral capacity of the wall. Not all types of code -allowed wall construction provide the same lateral resistance. Check with your local building officials or the design professional of record. 3) Detail AU must be a segmented wall, location of full -height structural sheathing per code. 4) Sheathing must be continuous over all plate -to -plate and plate -to -rim board interfacesandmay butt together at mid -depth of rim board as shown in A3.4. At foundation, fasten the bottom edge of the sheathing to the sill plate. 5) Maximum lateral load capacities are for seismic design applications. No further increases for duration of load are allowed, except loads may be increased by a factor of 1.4 for wind design applications. 6) Capacities must not be increased for duration of load. 1) All sheathing must be properly blocked and nailed. 2) Verify the lateral capacity of the wall. Not all types of code -allowed wall construction provide the same lateral resistance. Check with your local building officials or the design professional of record. 3) Detail AU must be a segmented wall, location of full -height structural sheathing per code. 4) Sheathing must be continuous over all plate -to -plate and plate -to -rim board interfacesandmay butt together at mid -depth of rim board as shown in A3.4. At foundation, fasten the bottom edge of the sheathing to the sill plate. 5) Maximum lateral load capacities are for seismic design applications. No further increases for duration of load are allowed, except loads may be increased by a factor of 1.4 for wind design applications. 6) Capacities must not be increased for duration of load. Toe nail Plate nail Blocking panel. 11/a" TJ® Rim Board, 1%" TimberStrand LSL, or TJl@ joist U Web stiffener required on both sides atA1W ONLY Attach blocking per A3.1 in rim board installation table above Rim -to - joist nail Plate nail Web stiffener required on both sides at A2W ONLY Toe nail TT TJl0 rim joist 1019 Must have 1 M" minimum joist bearing at ends. Attach rim joist per A3.1 in rim board installation table above. Load from above 20 minimum squash blocks; match bearing = area of column above Use 24 minimum squash blocks to transfer load around TWO joist Exterior Beck Attachment Structural exterior sheathing 11/s" TJ® Rim Board or 1%" TimberStrand@ LSL Flashing f Treated 2x_ ledger Shimmed Beck Attachment Siding Weather -resistive barrier. Flashing 11/s" TJ® Rim Board or llla" TimberStrandO LSL Washers or prefab spacers to allow for drainage. Maximum airspace is %z". Add sealant. Staggered bolts Treated 2x_ ledger Structural exterior sheathing Treated sill plate Corrosion -resistant fasteners required for wet -service Maintain 2" distance (minimum) from edge of ledger to edge applications of fastener. Stagger bolts. La ad bearing or braced/shear wall above (must stack over wall below) Blocking panel: 114' TJa Rim Board, Y/' Timbe-Strand LSL, or TN"'joist minimum squash blocks HOW' MINES WQ. A6 ABlocking panels may be required with bracedlshear ualJs above orbelaw—see detaiI BY At PSI, cantilever back span must be permanently braced with either direct -applied ceiling along entire length or permanent bracing at Y points. See detail below for connections. 114' TJa Rim Board or U4' TrmberStrand•' LSL, typical- Nail with 10d ( 0.131' x 3') nails, one each at top and bottom flange. >hs 5 m v 12' length of Y' reinforcement an one side aY E5/ E7, both sides at E6/E8. Attach to joist flanges with one 8d (0.131' x 2)4') nail at No load bearing wail above Web stiffener required on both sides at B31V ONLY. Blocking panels may be required with braced/ shear walls above or below —see detail 81 8' diameter maximum hale for M4' 16' deep blocking panels; 6' diameter maximum for blocking panels 9W deep or shorter than 12' long. Do not cut flanges. Web stiffener required an both sides at ER9 ONLY y -=. - Di' TJ Rim Board or IY' TimberStranda LSL closure, typical 4'- 0' length of Y' reinforcement ( 2'-D' maximum cantilever) on one side at E2, both sides at E3. Attach to joist flange with 8d (0.131' x 2h') nails at 6' on -center When reinforcing both sides, stagger nails. l Nail through 2xcantilever, wood backer, and TJIo'joist web with 2 rows Oil (0. 148' x 3') nails at 6' on -center, Woodclinched. Use 16d 10.135' x 3rfij nails backewith TJI0 550 joists. FI applies to uniformly loaded joists only. I 6'- 0' length of TJIa joist reinforcement (2'-0' each comer. \ f Less than maximum cantilever) and fillet block at E4. Attach lYl S. to joist web with 3 rows lOd (0,148' x 3') nails at Blocking6' on - center, clinched. Use 4'-0' length with 9V' panel betweeneachjoist. Nail rim to blocking panel and and 117h' TJlajoists, and attach to joist web with - Full depthverticalblockingatESandblackingpaneltoplatewith2rows10d (0.148' x 3') nails at 6' on -center, E6, horizontalblockingatE7/E8/E9. panel schedequivalentto floor clinched. Not for use with TJIo 560 joists. panel scheduleIE7/ES/E9) Two 2' f' screws for 2x strapping connections Apply subtloor adhesive to all contact surfaces When specified on the layout one of the bracing options shown at right is required Two 8d ( 0.113' x 2W) nails or 211' screws, typical Directly applied ceiling t D HANGER BACKER BLOCK Install tight to top flange (tight to bottom flange with face mount hangers), Single -Family Applications: Attach with ten lOd (0.128' x 3') nails, clinched when possible. Multi Familp, Applications: Attach With,fteen IDd tD.1z 3 d rolls clinched ahen sslble Filler and Backer Block Sipes sides of lockweb with g sidesewebwith7single TJh joist DOUBLE TJIo JOIST FILLER BLOCK Single -Family Applications: Attach with ten 10d ( 0.128" x 31 nails, clinched. Use ten 16d (0.135' x 314°) nails from each side with TJIm 560 joists. fdaffi-Famrg Appjicatrom Attach vnth =; TJIo .= 710 , 210 2300•360 560 914"sir 14'ar 9K ar 14"arT6" III'& - 1Ph"_;: 74"or 16'. 914"or 14"ar, Deptb, _ flrh"' i6°.", lirh tip/e" _'16"f` F1IIer:.: 12x6+ IF DIoeM'1 ; 2x6 2x8. 2x6+74' 2x8+'A 2x6+I4 Two . Two. 10etail N2) sheathing sheathing sheathing sheathing 2x6 ; 2x8 Cantilever 2x6 2x10 2x6+W12x1O+1A 2x6+'A IWO+rh' F'iller 4'-D' 6'-0° sheathing ( sheathing sheathing sheathing Not Detail 64) tang, i long 4'-O' long I F-D' long 4 -0 long; b'-D' long applicable Dtodkm'- Detail Fi 14' orxn' Y° or Yx" A or 1' net 2x6 i 2x8 l.:or 82) fifteen lOd ( fl 128":x 31na85, Chnetledi. il) If necessary, increase tiller and hacker black height tar iace moan hangers and maintain -A' gap at USeTifteen ]nil (0:135' x 3J43 nags _ lop of joisL See detail W..Filler and backer black dimensions should ammumadate required nailing from eachSmEWItIi_'Tlle"560falSls whorl sabring. The suggesled minimum length is 24' for filler and 12' for backer blocks, Gap: VV minimum 1" 2Y4" maximum ll2" for Three 8d (0.113" x 2%") T11® 560 nails, clinched. Use three joists) 16d (0.135" x 31/2") nails for TO 560 joists. Web stiffener both sides See sizes below. Tight fit WEB STIFFENER SIZES TJI®110 joists. 5h" x 2M/ !' minimum( ) T11l 210 joists: %" x25fis" minimid T119,230 and 360 Joists: 7/s" z 2M6" minimum{1> TJIP 560 Joists. 20, construction grade or better PST'or P52 sheathing, face grain_verfical 1- 05 0OFFall WEB STIFFENER REQUIREMENTS M= Required at all birdsmouth cuts. Required at all sloped hangers Required if the sides of the hanger do not extend to laterally support at least %" of the TJI® joist top flange. Only required at -intermediate LEbearinglocationswhennoted on framing plan Joists must be laterally supported at cantilever and end bearings by blocking panels, hangers, or direct attachment to a rim board or rim joist. Double joist may be required See Filler and Backer Blocks, page 5 Safety bracing (1x4 minimum) at 8' on -center (6' on -center for TIP 110 joists) and extended to a braced end wall. Fasten at each joist with two 8d (0.113" x 2/z") nails minimum. (See Warning on cover). I Big i a or IHs Notch ast toround Let -in T118 joi1 P bracing flangea: Studs must be Safety bracing. doubled when Lack of proper SeenotchedinmiddlebracingcanAllowthirdoflength. result in serious able Refer to hole chartsHoles, for allowable holes accidents. page 1 and notches. TimberStrand© LSL blocking: 1 row at 10'-16' height 2 rows at 16'-24' height 3 rows at 24'-30' height Ceiling Joists Ceiling joist must be Lateral bracing braced at 18" on -center required at % end bearings T Do not bevel cut joist beyond inside face of wall Shear blocking: 11/8" TJ® Rim Board, 1%" TimberStrand® LSL, or TJl® joist Web stiffener required on both sides at R1W ONLY Beveled bearing plate required when slope exceeds %:12 at 2x4 walls and 1/8:17at 2x6 walls a adjacent span maximum Beveled web stiffener required on both sides. Cut to match roof slope. TJI0 joist flange must, bear fully on plate Birdsmouth ti o cut must not overhang inside face 2x4 block for of plate soffit support Birdsmouth cut allowed at low end of joist only RV V-cut shear blocking: 1%" TimberStrand® LSL rim board Web stiffener required on both sides at R3W ONLY Variable slope seat connector 1/3 adjacent span maximum Intermediate Bearing Blocking panels or shear blocking may be specified for joist stability at intermediate supports Web stiffener Twist strap and backer block required on both required at US with slopes sides at R7W ONLY greater than 3:12. See Nailing Requirements, page 8. m Beveled bearing plate required when slope exceeds 1/:12 at 2x4 walls and 1/8:12 at 2x6 walls 2 rows 8d (0.113" x 2'/z") nails at 8" on -center oa, 2x4 one side. Use 2x4 both sides if joist spacing is greater than 24" on -center. 2x4 one side. Use 2x6 if joist spacing is greater than 24" on -center. 10d (0.128" x 3") nails at 8" on -center Beveled 2x4 block 0 o Beveled 2x4 block witha` beveled web stiffener on opposite side of web Beveled web stiffener on both sides Birdsmouth cut allowed at low end of joist only Birdsmouth cut allowed at low end of joist only 2 rows 8d (0.113" x 21/z") nails at 8" on -center pO Filler 2x4 one side. Use 2x4 both sides if joist spacing is greater than 24" on -center 1 1%z° LSTA18 (Simpson or USP) strap with twelve 10d (0.148" x 11/z") nails J Beveled 2x4 block. Seconder fbeveledwebstiffener / o required on opposite side at RlOVJ ONLY Double beveled a bearing plate when slope Beveled bearing exceeds %:12 plate required when slope exceeds 1/a:12 Web stiffener required on both sides at R14W ONLY Additional blocking may be required for shear transfer Strap nails: Leave 2/s" minimum end distance APPROVED HANGERS The following manufacturers are of ved to supply hangers for Trus Joist® products: Simpson Strong -Tie Co., Inc.: 1-800-999-5099 USP Structural Connectors: 1-800-328-5934 m Hanger design loads differ by support type and may exceed the capacity of the support and/or supported member. Contact your Weyerhaeuser representative or refer to Weyerhaeuser software. NAILING REQUIREMENTS Fill all round, dimple, and positive angle holes with the proper nails. Hanger nails are usually a heavier gauge because of the higher loads they need to carry. Unless specified otherwise, full capacity of straps or connectors can only be achieved if the following nail penetration is provided: FACE MOUNT TOP MOUNT 10d (0.148" x 1%") 1'/z" minimum 1%z" minimum 10d (0.148" x 3") 1V? minimum, 3" minimumclinched 16d (0.162" x 3'/z") 1%" minimum, 3%i" minimumclinched Top mount hangers should be fastened to TJI® joist headers with 10d (0.148" x 1%2") nails. Fasten face mount hangers to 3Y/2" or wider TJI© joist headers with 10d (0.148" x 3") or 16d (0.162" x 31/2") nails. CONNECTOR INSTALLATION AND SQUEAK PREVENTION TIPS Nails must be completely set. a Leave 1/is" clearance between the member and the support member or hanger. a Joist to beam connections require hangers; do not toenail. Install the supported member tight to the bottom of the hanger. Reduce squeaks by adding subfloor adhesive to the hanger seat. On Simpson Strong -Tie® VPA connectors, bend the bottom flange tabs over and nail to TJI@ joist bottom flange. Top mount hanger J Hanger height must be a minimum of 60% of joist depth Face mount hanger Web stiffeners required if the sides of the hanger do not laterally support at least 3/a" of the TJI® joist top flange Flush bearing plate required. Maximum''/a" overhang permitted at beam. LSTA24 (Simpson or USP) strap with twelve 10d (0.148" x 1%z") nails required at H5S with slopes greater than 3:12 Additional blocking may be required for shear transfer Strap nails: Leave 23/8" minimum end distance W Variable slope joist hanger. Beveled web stiffener required on both sides. Filler block: Attach with ten 10d (0.128" x 3") nails, clinched. Use ten 16d (0.135" x 3'/2") nails from each side with TJI® 560 joists. Backer block: Install tight to bottom flange tight to top flange with .top mount hangers). Attach with ten 10d (0.128" x 3") nails, clinched when possible. Strap nails: Leave 23/8" minimum end distance ldn!& 0 LSTA18 strap required at H6S Variable slope joist hanger. Beveled with slopes greater than 3:12 V2 web stiffeners required on both sides. TJ® Rim Board or TimberStrand® LSL for shear blocking between joists). Field trim to match joist depth at outer edge of wall or locate on wall to match joist depth. For TJI® joists with slopes of 10:12 to 12:12, the vertical depth of shear blocking at bearing will require 1 %" YO Rim Board or 1 %" limberStrand® LSL that is one size deeper than the Y16 joist. DO NOT use 1%" TI® Rim Board in ventilation -hole applications. TJl° Joist to Bearing Plate END BEARING 1%" minimum bearing required) One 8d (0.113" x 2%2" ) nail.each side, l%2" minimum from end When slope exceeds %:12, a beveled bearing plate, variable slope seat connector, or birdsmouth cut (at low end of joist only) is required. INTERMEDIATE BEARING M' minimum bearing required) Slopes 3:12 or less: ' One 8d (0.113" x 2W') nail each side. See detail R7. Slopes greater than 3:12: Two 8d (0.113" x 2'/2"1 nails each side, plus a twist strap and backer block. See detail R7S. When slope exceeds 'X :12 for a 24 wall or 12, for a W wall, a beveled bearing plate or variable slope seat connector is required. v v v Maximum allowable V-cut Blocking to Bearing Plate 1'/a" Tl® Rim Board or 1'/a" TimberStrand(D LSL: Toenail with 10d (0.131" x 3") nails at 6" on -center or 16d (0.135" x 3W') nails at 12" on -center TJI® joist blocking: 10d (0.128" x 3") nails at 6" on -center Shear transfer nailing: Minimum, use connections equivalent to sheathing nail schedule Bearing length is extremely critical and must be considered for each application. See Minimum Bearing Length table below for minimum end and intermediate bearing lengths, and your Javelin® framing plan, if applicable. Rim board blocking for lateral support Strap per code if top plate is not continuous over column l Cut only round holes and only in the center of beam (see Allowable Holes, page 2) Parallam@ PSL or TimberStrand® LSL column Parallamg PSL or . TimberStrand® LSL column with column cap s T T s- Protect untreated Optional wood from non -shrink direct contact grout with concrete When fasteners are required on both sides, stagger fasteners on the second side so they fall halfway between fasteners on the first side. Multiple pieces can be nailed or bolted together, up to a maximum width of 1" 0 aJ S aad `eqJ sQ s4ao,a be Intermediate =' k support Strap per code if top plate is not continuous over header Top mount hanger Face mount hanger MULTIPLE -MEMBER CONNECTIONS FOR TOP -LOADED BEAMS Load must be applied evenly across entire beam width. Otherwise, use connections for side -loaded beams. Piece of ` Fastener;, Width Phes..;!: Typed'? . Min. Length - # Rows O.C. Spacing Lbcation `:: 2 .; 10d nails 3" 3(2) 2 12 3'/a" } One side12d-16d nails Screws 33/a" or 3 Z" 2 24" 10d nails 3" 3c2a I 3%" _ 2(2 12" Both sides 12d-16d nails Screws 33/8 or 316i 2 } 24" Both sides One side lOd nails(3) l 3" i 3c i 12„ 3'/ a" 20 One side per ply) 12d-16tl nails(3) Screws 5" or 6" 2 ` 24" 6% I Both sides One side 3h" ... 2 , Screws 3 5" of 6" j 2 6 24 j Both. sides One side 3/ 2° bolts 8" 2 ; 24" MULTIPLE - MEMBER CONNECTIONS FOR (1) 10d nails are OUT' diameter; 12d-16d nails are 0.148"-0.162" diameter; screws are SIDE - LOADED BEAMS SDS, sow, USP Ws, or TrussLOK-EWP-. Additional nailing or bolting may be required (2) An additional row of nails is required with depths of 14" or greater. with side -loaded multiple -member beams. (3) When connecting 4-ply members, nail each ply to the other and offset nail rows by 2" Refer to current product literature. from rows in the ply below. DETAIL SCHEDULE Beam and header details Column details bearing at wood wall beanng at concrete wall beam on column cap bearing f door or amdow header bearing at wood or steel column column base _ beam fo beam connection connection of multiple pieces = elevated column base Minimum Bearing Length for Beams and Headers Beam Depth Bearing Span of Header or Beam 12 -; 16 20' Z4 ... 28 ;;, 5YzEndJlnt 2'/a"/4%z" l Z"/3h' 1'/z"/3'/z" 1'/Z" /3'/z" l Z"/3h" !_ T/++": End/Int =;. 3'h"/6Y4° ' 2YZ /5'h 1 e'`/4'/<<° 1'h"/3'fi" f 1'h"/3z° 85/ e"r End/Int ; 3'/a"/8" 2%"/5Yz" 1%"l4" 1'/z"/3'h" i 1%"/3'k" 1 1'/i"13l" l312."/3%z" j 1; °/3Yz" 9'/," 9Y End/Int.,_. 33/<"/8W 3"/Tk" 2W16V," IN"14Y," 1 i"/331e" 116°13W 1 "/3YZ" 11, Ya EndJlnt 4"/9W- 21a"17'/a" 2'/e"/5%" f 1%"/43/a" 1'/z"/4'/a" End/ Int 4"/9 3"/8" 1 2Yz"l6Yz" ,; 2'l"153c° i6 End/Int. i i j 4"/10" 3Ya"/8W 23K,/7,Y„ i $: >, . ; End/Int `; j 41d"l 10'h° 3'h" / 9" 2D"? End/Int = i I C I 4'/a"/11" Minimum bearing length. 1%z" at ends, 3%z" at intermediate supports. Bearing across full beam width is required. = Bearing lengths shown are based on bearing stress for TimberStrand'D LSL, Microllam® LVL, or€a Parallam® PSL. If the support member's allowable bearing stress is lower (e.g., when bearing on a flat wood plate), bearing lengths may need to be increased." rt Table assumes maximum allowable uniform load. For other conditions, contact your Weyerhaeuser representative. Beams and headers require lateral support at bearing points and along the top (or compression go NOT overhang seat cuts edge) at 24" on -center or closer. on beams beyond inside face 13/ 4"-thick members that are 16" or deeper must be used in multiple -ply units only. of support member Beam Attachment at Bearing IV8" TJ® Rim Board or 11/a" TimberStrand@ LSL One 10d (0.128" x 3") nail each side of member at bearing, 1% z" minimum from end 3iS iL'+"r r` Drive nails at an angle to minimize splitting of plate V820 i u l,l18 il! il6!.lil4!6i122i002i4l'I28I'I32lil3i6 OUR GUARANTEE I0 1 2 0 V4 For conditions not shown in this guide, or other assistance, contact J,our Weyeraheuser representative ar caff 1- 888-45343M PRODUCT STORAGE j]! khP,7 O Have a damaged joist or beam? File a damage report online for Store and handle r. joists in vertical 1 Ae • •tiy' prompt service from your regional orientation. 7' technical office. Scan the QR code with your smartphone or go to woodbywy. com{support. Protect products from sun and water, CAUTION. Wrap is slippery when wet or icy. Align stickers (2x3 or larger) directly over support blocks. Use support blocks (6x6 or larger) at 10` on -centre to keep products out of mud and water. Jeyerhaeuser woodbpAy. com SUSTAINABLE FORESTRY r INI+ TIATNE A. Weyerhaeuser, Javelin, Microllam, Parallam, TimberStrand, TJ, July 2016 • Reorder Ti-9001 TJI, and Trus Joist are registered trademarks and Edge Gold is a This document supersedes all previous versions. If this is more than one year old, trademark of Weyerhaeuser NR. © 2016 Weyerhaeuser NR Company. contact your dealer or Weyerhaeuser rep. All rights reserved. Printed in the USA. i)EECRIPTION AS FURNISHED: Lot 245, WYNDHAM PRESERVE, as recorded in Plat Book 31, Pages 93 hrough 102 of the Public Records of Seminole County, Florida. PL1 T PL4N FOR/CERTIFIED 'T0: Park Square Enterprises, LLC (o Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 241 LOT 242 LOT243 N 89"43'03 "" E 62.00' ZW 24.80' 24.80' LOT 245 11.00' o p, 22.7' k W C4 c FORMSOARO FOUNDATION sL TOF= TOP OF FORM FORM AVERAGE- I(y LOT 244LOT246 .., o n 23.72' b e Q) Pe 7 u M : rytiSOF 11.00` 15.3' rt'S;t 79,3' 7T.00' k a 30.53' 25.20' 25:20' 111 10' UTIL. ESMT / - 9>53.14' P:C. S 89D43'03" FV (e:e:) 62, 00' sLTBAws AS FURNISHED Ff ONT4R 61 25'(-) oA Si iE 5' (49' LOT) MAGPIE WAY 7 5' (69' LOT) 2- 50' PRIVATE R,Z4Q 10' (75' LOT) SIDE S TREET = 25' (60' & 76' LOT). 15' (40' LOT) 0). 25' FROM: 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' _ PR'OSE'O = FINSHED SPOT GRADE ELEVATIONS PEA!DRAINAGE PLANS V' PROPOSED DRAINAGE FLOW y Q F LO7 GR401NG TYPE A PRUf OSID F.F. PER PLANS m 23.5' 9R CR r"S,TNIGIEYER—SCOTT ASSOC, INC. — 1A1VD SUR Il11'-YORS v P=61 01:1dEE . I'=LD TIP.: • lYP(CAL 5400 E.COLONWC OR: ORLANDO; FL.. 32807 (407)-277-3232 FAX(4,?7)--EASE-143fNO/EA C V. P!?E. PAQ . POWT W REVEttSE' CURVATUREta :BON RDD PLC . P=NT a'-CWFOIWO OAVNTIRECH i. THE UI(DEASIGNED 006 HEREBY CERRFY ]H1T:1HY SURVEY illF STM(IWlOS DF RA'Ae1rcE SET FORTH Try Tifi: 1EOROS -RQIRO U. m `E ttULNCNT' RNC . TGRULSETIS :.. LR •, 1L1 q/6 NA. 101-RAD711 R IEGQIFAED VP. •,"_S PROFESSIOAOL SURVEYORS AND 1NPPFFS DL CNAPYER 6 1• ,aOARA'AO VMWYNE CODE PUPSU.WT To SECRDN 72,0,, FLORA S ,,,WFS2. UNIk35 EYROSSED KW SUR&YORS &GLAII/RE AND ORIO" RNSD) SEAT. 1115'RI.RCY IIIP OR -LOFTS JRE NUT 4%UD. PDINT PD.O OINT OP jaw. CALL.-'CA4y(ATEpPD.G MM S iW5 SURVEY Y4lY PRfPAFfDiiROY 7/RE 1NFMNNROH iURNC7411 TO THE 5U1NE7OR.. THERE WT RE OTHER RL M1r,:YS OR MSEW M THAT AFFECT'LMS PR)°LiT1'. GT hT161EN{IMENT PAX PERIIANFNT REFERENCE' -ORLA TQ 'ENTERLim: TF: .. AMMO EMAEh IQI 4' NO UHvvh Y IINPM:YOVElOS HA 2. BEEN LOQVID VNL'::i OnIDN{7SE S1.ONH. N&II MAIL t DISY,. OSL. P.O=LDNG YEIDACR LINE'^' RA 5. 7NIS SURVEY RnEwro MR THE :TOLE BENEFTT OF 7NOEE C£R 00) TO Aim Ste: NOT DE, RELED UP012 RY ',L y OT,,,, ENRfY. RILH(-OF-WAY Ll ffigWAW Y.D. • nitE am.). R, OIN116DNS SHOWN rOT THE LCCATIO.Y OF IYPROVEIIEMS HEVECN. SHOULD TUT: BE USED To RECQYSRR2CT(IOIlNOIX! M'SREMRRs, AR£ SSUULD SpVi1. iRwOCNT UnL ILM. - v0F •.:O FENc TCAYSEH[ VDTf.. YppD E BAS TVN AN4 ON THE'(R(E EHD AS RASE BtARM DYR) R. EUVAMWS,-? "Yft. ARE RASED ON NATpHLL. CEME='A_R21QLL NMW Q' t02D, VM OTNERW75E.: NOTED. D. Cl1RRk"TE "' AUDURgATIW Nw 4SDS CN • !:ONCRETE XMK PL • — DP 11WVATWE P.T . PD(Nr DT rANDENCY SCALE H-- I''. 20':'—'I DRAWN Dry,-- RttEc, . Em+sPnari r;ROLR No, CERTi.',2D DY... DATE L •.lic 1q nl PLOT Po1.N II-O6->018 I 7J61-18tAc Qn cxaan OEAROiG FORMBOA.RD FOUNDATION/ELEVS. 02-19-2019 1177-19 NORTH AIM I1U1LL1N0\PROPERTY .DOES NOT LIE W2THR1 iii191,_C®rw7HEESTARL75HrD100YEARFLOODPLANEASPER 'FIRM' R.LS. % 4714 20.HI: .. AIAP %' 12f17C009O.F (0R-2;17). S )a 4801 P0_-1A4 - j' 45 Z!, UES Project No: 0110.1700817.0000UNIVERSALWorkorderNo: 9438871-1 ENGINEERING SCIENCES Report Date: 2/26/2019 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection g 4 Building Inspection • Plan Review • Building Code Administration { 3532 Maggie Blvd, Orlando, 32811 . P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Rem Client: Park Square Homes 5200 Vineland Road Suite 200 UES Technician: Adrian Garcia r Orlando, FL 32811 M. " ` Date Tested: 02/26/2019 t t 46Project: Wyndham Preserve, House LolyTestI g East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: Lot 245 (2640 Magpie Way) Material: Native Reference Datum: 0 = Bottom of Footing Type of Test, Field: ASTM D-2937 Drive Cylinder Method 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 pcf) ptimum Moisture DryFieldD DensitytY per Field Moisture Soil Compaction Native Depth inch) Pass or Fail 1 North Footing 0-1 ft 106.8 10.6 104.6 7.9 98 N/A Pas: 2, Westfooting 1-2 ft 106.8 10.6 102.5 8.3 96 N/A Pas: 3 >: East Footing 1-2 ft 106.8 10.6 105.1 10.0 98 N/A Pas: 4 Southwest Corner of Pad (TOF) 1-2 ft 106.8 10.6 103.8 9.7 97 N/A Pas: 5 Northeast Corner of Pad (TOF) 2-3 ft 106.8 10.6 104.3 11.4 98 N/A Pas: Remarks: TOF=Top, of Fill T......M6/:..0. ........{...J {.. 1 L.:..-V- .. r.,, .,{.. {{... Il..f. I:.. --. .........L..... .JI ........{.. ..... ........ r.Q.l.... {:..I .......^. .. -.-..-..1:.... {.. --A ....{L... :-.. {:....