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Home My WebLink About3918 Night Heron Dr 17-3196; NEW SFHCOUNTY OF SEMINOLE I ^ 3 IMPACT FEE STATEMENT n OWL(2) 5 STATEMENT NUMBER: 17100008 DATE: November 28, 2017 0 BUILDING APPLICATION #: 17-100008671 BUILDING PERMIT NUMBER: 17-10000867 UNIT ADDRESS: NIGHT HERON DR 3918 17-20-31-502-0000-0770 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3918 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 77 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00ROADS -COLLECTORS N/A FISingle Family Housing .00 1.000 dwl unit .00 LIBRARY CO -WIDE ORD . 00 Single Family Housing 54.00 1.000 dwl unit 54.00SCHOOLSCO -WIDE ORD PASKSgle Family Hou ing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A . 00 DRAINAGE N/A .00 AMOUNT DUE 5,759.00 STATEMENT -"MqRECEIVEDBYy- SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATOR"APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RREESULT IN YOUR LIABILITY FOR THE FEE. *** N DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT J I NOTE** PERSONS ARE ADVISED THAT TI{IS IS A STATEMENT OF FEES DUE UNDER THE D (' SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. f PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, IVVVAJ1 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 RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THh 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 PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD 1 BUILDING & FIRE PREVENTION PERMIT APPLICATIONlipApplicationNo: j Documented Construction Value: S mod' '-- # tAss Job Address: 3911 1-\Q-r t3n a)r: ve.. Historic District: Yes No Parcel ID: 17-20-31-502-0000- O-1-1 O Wyndham Preserve Lot -l1 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property?: No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 , Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: "Edition (2014) Florida Building Code Revised: June 30, 2015 \Q (, Permit Application M Signature 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. A- — 1 r o twmer/Agev Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Print Contractor/Agent's Name Signature of T;w,1S,1vt- RY Date PUBLISTATEOFFLORIDA Comm#GG113111 Expires 21 /2021 Contractor/Agent is ersonally Known to Me or Produced ID Type of ID Date C`----k -I a - NOTARY PUBLIC ESTATE OF FLORIDA Comm# GG113111 HCE 19 ires 6/21/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical© Mechanical o Plumbing® Gas[-] Roof Construction Type: \1b Occupancy Use: L13 Flood Zone: -Scc A•jTI laD Total Sq Ft of Bldg: ( QQ t Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps I Sr? Plumbing - # of Fixtures 1 S Fire Sprinkler Permit: Yes No (Z # of Heads APPROVALS: ZONING: %X UTILITIES: ENGINEERING: V'%.'kG 1 Z- "1 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 2(0A-1* `"'P• l,95k Malley - S, IS[ -?- Fire Alarm Permit: Yes No X WASTE WATER: BUILDING: 5r V 2,5- lS Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: i-1-31(g (0 Documented Construction Value: $ 103 Job Address: t)cY o!1 ) v : v e. Historic District: Yes No Parcel ID: 17-20-31-502-0000-0-11 p Wyndham Preserve Lot -1-j Residential ® Commercial Type of Work: New ® Addition Alteration'[] Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets ' Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 No State License No.: CGC1522347 Architect/Engineer Information Name: Whom & Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA F mail: sives@mulhemkulp.com Bonding Company: Address: NA Mortgage Lender: NA 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5t° 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 pennit 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. i e o wncr(Ager&V Date Signature of Contractor/Agent Date Print Owner/Agent's Name 111-31n, -4r1f —11noLvi n Signature of&NotaotabeMlk#de Manger Date NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 NCE 1ires 6/21/2021 Owner/ Agent is Personally Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name 01 Signature of f Date RY PUBLIC STATE OF FLORIDA Comm# GG113111 s h'CE 19 e Expires 21/2021 Contractor/ Agent is ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: ZLI-6 WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application p187o City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3918 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0770 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O -ICIA SE ONLY Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3196 Reviewed by: Michael Cash, CFM Date: November 21, 2017 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # cl- 31,t (e BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Address: 3q%8 u N-S C tktAQ ELECT_ R_IC)L PERMIT >• Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final M ECHANIC_AL PERMIT Min Max inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 a 0 od Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Ftjo ., 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 i 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 Kwwwhnabelow. size and location of the existing right-of-way and use shall be provided or application could be delayed, C811beroreyoumg. 1. Project Location/Address: IS t'linjo - 1-3wer.-I 1:ve r d , bwl-I A 2. Proposed Activity: Q k Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repalrs 4. Brief Description of Work: C }r ci-en 61- Y-A- _r.1 This application is s e by. Property Owner. John Reny Signature: Print Name: Jr Address: MAD Phone: u{e1 G - of is I Fax: 4g -7 - fac}"l -p-IrM Email: Q Date: Ip- Q-1 -13 r maintenance Kesponsraurties/Inaemnitication - 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 portlon of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installatlon/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater faculties, 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 Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City. Its councllpersons, 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 Signature: statement and by signing this application i agree to its terms. Date: This permit shall 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: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date:: t - U • ZDt Date: mvemoef ano ROW Use Drtveway pdf REOUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: Wyndham Preserve -Lot -1-1 Project AddressZ'11B NiwYf 1 eror D Sanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print N e wnedfenant Signature of Owner/Tenant Robert Willets Print Name of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # dt EasEerbro0,; Print Name of El. Contractor ignatuie of El. Contractor EC 00030QLa El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Progress Energy Florida Power and Light on Rev. 02/10/15) lc, t <>__. E OF COMMENCEMENT of Florida 1111111 Iltll 11111 illii Ilti IIIII !61(Ilil GRANT MALOYr SEMINOLE COUNTY CLERK OF C:1RC:UIT COURT t, COMPTROLLER BY. 9021 P3 241 (1P3s ) CLERK'S * 2017113430 RECOROLD 11/03/2017 01:40:07 PM RECORDING FEES $10.0Ci RECORDED CY hdevore County of Seminole R 1PermitNumber. I ? - Y Parcel ID Number. 17-20-31-502-0000- O'1 p The undersigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter 713. Florida Statutes, the following Information Is provided in this Notice of Commencement. OF PROPERTY: (Legal description of the property and street address if available) i Address: GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Titie Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. i Name: NA I Address: In addition to himself, Owner Designates NA of To receive a copy of the Llenor's Notice as Provided In Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE ,OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART 1, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. I Unde an Ides of perjury, I declare that 1 have read the foregoing and that the facts stated In it are true to e b t f wledge and belief. , i ere Signature Owners Printed Name Florida Statute 713.13(1)(9): - The owner must sign the nonce of commencement and no one dee may be permitted to sign In his or her stead' State of County of 1 The foregolnq Instrument was before this 3vacknowledgedme day of Who Is personally known to me Name of person making statement OR who has produced Identification type of Identification produced: IShayne MangelrJ1 NOTARY PUBLIC STATE OF FLORIDA IComm# GG113111 r • ' y a i 1+ Qj 0 I Notmy SignatureNd i at Expires 6/21 /2021 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: ' Lot 77 - 1551 SR Builder Name: Starlight Homes Street: W91 v hS 'k , /`, Permit Office: Seminole County evilCity, State, Zip: Sanford. FL . 32773 Permit Number. # 1 7 3 19 6s9 y Owner. Design Location: FL, Sanford Jurisdiction: , County:: Seminole Climate Zone 2 O lorida 9 1. New construction or existing New (From Plans) 9. Wall Types (1675.3 sqft.) c Insulation 2. Single family or multiple family Single-family a. Concrete Block - Int Insul. Exterior R=4.1 1362.70 ft' b. Frame - Wood, Adjacent R=13.0 312.67 ft' / 3. Number of units, if multiple family 1 c. N/A R= fta / 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1567.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1567.00 ft' 6. Conditioned floor area above grade (W) 1567 b. N/A R= ft' Conditioned floor area below grade (ft') 0 R_ 2 11 Duds R ft' 7. Windows(139.0 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 313.4 a. U-Factor: Dbl, U=0.34 98.00 ft' SHGC: SHGC=0.26 b. U-Factor Dbl, U=0.58 41.00 8' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor: WA fN SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems 8. Floor Types (1567.0 sgft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1567.00 ft' b. Conservation features EF: 0.950 b. N/A R= ft' None c. WA R= ft' 15. Credits Pstat Glass/Floor Area: 0.089 Total Proposed Modified Loads: 47.78 PASSTotalBaselineLoads: 49.84 1 hereby certify that the plans and specifications covered by Review of the plans and ST.grFthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis01'tHE y ; ; 0 Code. / calculation indicates compliance with the Florida Energy Code. a y ,,, '' '1= $,,- .+ n„r•;'}+ * .a'", On/ PREPARED BY: '?r/ 1 vvv Before construction is completed r1 DATE: -{- f 7d4( this building will be inspected for compliance with Section 553.908 I'; a Q a hereby certify that this building, as designed, is in compliance Florida Statutes. COpwiththeFloridaEnergCode. WIE{Q v OWNER/AGENT: BUILDING OFFICIAL: Q'- DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 9/20/2017 4:22 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner. of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment Lot 77 - 1551 SR User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1567 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot Information Lot # 77 Block/SubDivision: Wyndham PlatBook: Street: County: Seminole City, State, Zip: Sanford. FL, 32773 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1567 14573.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1567 14573.1 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 146 ft 0 1567 ft° 0 0 1 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 1752 ft° 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1567 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1567 ft' 0.1 Wood 9/20/2017 4:22 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 0 1 W 2 N 3 E 4 S 5 N Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Main 4.1 31 9 9 4.1 24 6 9 4.1 45 0 9 4.1 44 9 9 13 33 6 9 4 296.3 ft2 4 228.7 W 4 420.0 ft2 4 417.7 ft2 4 312.7 ft2 0 0 0 0 0 0 0.6 0 0.6 0 0.6 0 0.6 0 0.01 0 0 0 0 0 DOORS Ornt Door Type Space Storms U-Value Ft Width In Height Ft In Area 1 2 E Wood Main E Wood Main None None 39 3 39 2 10 6 10 6 10 20.5 ft2 19.4 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V # Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade 1 2 3 4 5 W 1 Vinyl Low-E Double Yes N 2 Vinyl Low-E Double Yes E 3 Vinyl Low-E Double Yes S 4 Vinyl Low-E Double Yes S 4 Vinyl Low-E Double Yes 0.34 0.26 0.34 0.26 0.34 0.26 0.34 0.26 0.58 0.25 8.0 ft2 1 ft 0 in 15.0 ft2 1 ft 0 in 15.0 ft2 1 ft 0 in 60.0 ft2 1 ft0 in 41.0 ft2 1 ft 0 in 1 ft 0 In 2 ft 0 in 1 ft 0 in 1 ft 0 in 1 ft 0 in Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds JExteriorxeor None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 407 ft2 407 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1700.2 93.34 175.54 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kStu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 ctm 0.75 1 sys#1 9/20/2017 4:22 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS Supply — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 313.4 ft Main 78.35 ft Prop. Leak Free Main cfm 47.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinH Jan Feb Mar HFeb ki Mar E A r Apr Ma X Jun Jul Au May Jun ri Jul AugSep Se E Oct Nov Oct WNov Dec Oec Ventin Jan Feb Mar X Apt Ma Jun Jul Au Se X Oct Nov 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 ( WO) 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 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 51 0 0 1 - Electric Heat Pump 1 - Central Unit 9/ 20/2017 4:22 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (0:2) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent 1 c. WA 3 d. WA 10. Ceiling TypesNoa. Under Attic (Vented) 1567 b. WA Area c. WA 98.00 ft2 11. Ducts a. Sup: Attic, Ret: Main, AM: Main 41.00 ft2 12. Cooling systems ft2 a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. WA R= c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.257 Area 14. Hot water systems 1567.00 ft2 a. Electric ft2 ft, b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: IcJ t $ I la - Address of New Home: r, Q City/FL Zip: Insulation Area R=4.1 1362.70 ft2 R=13.0 312.67 ft2 R= ft2 R= ft2 Insulation Area R=30.0 1567.00 ft2 R= ft' R= ft' R ft2 6 313.4 kBtu/hr Efficiency 30.0 SEER:14.00 kStu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/20/2017 4:22 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 77 -1551 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be seated. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow 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 spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. 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 extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication 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. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors W0/2017 4:22 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 77 - 1551 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1567 sq.ft. Cond. Volume: 14573 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: SLA: ACH(50)' For prescriptive projects, tested leakage must be 7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches 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)(0, (9), 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. 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; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 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)(Q, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 00gi[E Spq? o 9/20/2017 4:22 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 77 - 1551 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: 9/20/2017 4:22 PM Duct tightness shall be verified by 1THESTgp testing to Section 803 of the RESNET y° 4• Standards by either individuals as 9 -r` a 1-. ""'' "'' 3 odefinedinSection553.993(5) or (7), Florida Statutes, or individuals licensed aassetforthinSection489.105(3)(0, a g), or (i), Florida Statutes. f BUILDING OFFICIAL: DATE: EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 ecProJt Summary Job: Starlight -Wyndham wrightsoft• Entire House Date: 10110/2016 Energy Air, Inc Plan: 1589 S, 5401 Energy Air. CI, Orlando. Ft. 32810 Phone:407-886-3729 Emad: GRenner®energyairmm Web: wv.%venergyalcoom For. Lot 77 -1551 SR, Starlight Homes Sanford, FL 32773 Notes: Weather. Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 14474 Btuh Duds 1606 Btuh Central vent (51 dm) 1440 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipmentload 17519 Btuh Infiltration Method Construction quality Fireplaces Simplified Semi -tight 0 He156g Cod5in6g AreaVolume (ft) 1455UO3 1455003 Airchanges/hour 0.26 0.14 Equiv. AVF (dm) 63 34 Heating Equipment Summary Make Carder Trade CARRIER AIR CONDITIONING Model CH14NBO240000A AHRI ref Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 11160 Btuh Duds 2764 Btuh Central vent (51 dm) 982 Btuh Outside air Blower 0 Btiuh Use manufacturer's data Rate/swingmultiplier y 1.00 Equipmensensible load 14906 Btuh Latent Cooling Equipment Load Sizing Structure 1605 Btuh Ducts 272 Btuh Central vent (51 dm) 1508 Btuh Outside air Equipment latent load 3385 Btuh Equipment Total Load (Sen+Lat) 18291 Btuh Req. total capacity at 0.75 SHR 1.7 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO240000A Coil FB4CNP030L AHRI ref Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 21450 Btuh Heating output 28600 Btuh @ 47°F Latent cooling 7150 Btuh Temperature rise 29 OF Total cooling 28600 Btuh Actual air flow 899 dm Actual air flow 899 dm Airflowfactor 0.056 dmBtuh Airflowfactor 0.065 dmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 33 OF Backup: Input = 6 kW, Output =19028 Btuh, 100 AFUE Bdd* alic values have been manuapyovenfdden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrighti: soft' ILght-Sude®Unlwrsal201717.0.28 RSU17013 2017-Sep-2016:1820 Page 1 ACCK - Spedfidwyndham PreservMl-ot 77 -1551 SRlup Calc= MJ8 Front Door faces: N Manual S Compliance Report Job: Starlight -Wyndham wrightsoft, Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 EnergyNr, CL Orlando. FL 32810 Phone:407-886-3729 Eniail.GRenner@energyair.com%ftb:vmw.energyair.com Project• • For. Lot 77 -1551 SR, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design OB: 92.6°F Sensible gain: 14906 Btuh Entering coil DB: 77.0°F Outdoor designM: 75.9°F Latentgain: 3385 Btuh Entering coilWB: 63.8°F Indoor design DB: 75.0°F Total gain: 18291 Btuh Indoor RH: 50% Estimated airflow. 899 dm Manufacturer's Perforrinance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow. 899 dm Sensible capacity: 16678 Btuh 112% of load Latent capacity: 4080 Btuh 121 % of load Total capacity: 20758 Btuh 113% of load SHR: 80% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 17519 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow. 899 dtn Output capacity: 28600 Btuh 163% of load Supplemental heat required: 0 Btuh Badcupequipment type: Elecstrip Manufacturer. Model: Actual airflow: 899 dm Output capacity: 5.6 kW 109% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. Entering coil DB: 68.2°F Capacity balance: 33 OF Economic balance: -99 OF 2017- Sep•2016:1820 wrightsoft• Right-Suite®Unirersal201717.028 RSU17013 Page 1 ACCK .- SpedfidWyndham Presenetot 77 -1551 SR1up Catc= MI8 Front Door faces N Duct System Summary Job. starlight -Wyndham wrightsofte Date: 10/10/2016 Entire House Br - Energy Air, Inc Plan: 1589 S 5401 Energy Air, ClOrlando, Fl.32810Phone: 407-888-3729 Ematl:GRenner®energyaircomWeb, vmwenergyaircom For. Lot 77 - 1551 SR, Starlight Homes Sanford, FL 32773 Heating Coding External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0. 22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.183 in/100ft 0.183 in/100ft Actual airflow 899 dm 899 dm Total effective length JEL) 153 ft Name Design Btuh) Htg dm) Gg dm) Design FIR Diam in) H x W in) Dud Mal Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk ba2 c 110 3 7 0.360 4.0 0x 0 VIFx 7.8 70.0 bed2 c 1292 73 83 0.189 6.0 Ox 0 VIFx 23.5 125.0 st2 bed3 h 1832 102 71 0.193 6.0 Ox 0 VIFx 20.1 125.0 st2 d2-A h 474 26 16 0.187 4.0 Ox 0 VIFx 24.7 125.0 st2 d3_A h 924 52 29 0.183 5.0 Ox 0 VIFx 27.8 125.0 st2 tarndin-ldt c 3207 168 207 0.295 8.0 Ox 0 VIFx 14.9 80.0 tam -din -at - A c 3207 168 207 0.268 8.0 Ox 0 VIFx 24.6 80.0 foyer h 1318 74 73 0.350 5.0 Ox 0 VIFx 5.1 75.0 laun C 695 2 45 0.386 4.0 Ox 0 VIFx 2.6 70.0 m bath h 818 46 34 0.198 4.0 Ox 0 VIFx 16.2 125.0 SO m bed h 1520 85 65 0.196 6.0 Ox 0 VIFx 17.6 125.0 SO vie h 1796 100 61 0.190 6.0 Ox 0 VIFx 22.7 125.0 st1 Supply Trunk Detail Table Trunk Htg Gg Design Veloc Diam H x W Duct Name Type din) dm) FIR fpm) n) in) Material Trunk st1 PeakAVF 231 160 0.190 523 9.0 0 x 0 VinlFlx st2 PeakAVF 254 200 0.183 575 9.0 0 x 0 VinlFlx BddrRalic values have been manuallyovenfdden 2017-Sep 2018: 1 wrightsoft• Right-Sui UnivPaggee I ersal 2017 17.018RSU17013y, ICZK .- Sped6dWjndham Preservetot 77 -1551 SR-rup Calc 2 MJ8 Front Door faces N Name Grille Size (in) Htg dm) Clg dm) TEL 00 Design FR Veloc fpm) Diam n) H x W in) Stud/Joist Opening (in) Dud Mad Trunk rbl Ox 0 899 899 0 0 0 0 Ox 0 VIFx 2017-Sep-20 161820wrightsoft* Right-Suite®Uni,.ersal 20l7 l7.028 RSU17013 Page 2 ACCA ... Spedfid Ayndham Preser%e%Lot 77 -1551 SRrup Calc= MJ8 Front Door faces: N Level 1 Job* Starlight -Wyndham Energy Air, Inc Scale: 1 /8 -10 Performed for: Page 1 Lot 77 -1551 SR 5401 EnergyAir, Ct Righk%itet Uniarsd 2017 Sanford, FL 32773 Orlando, FL 32810 17.028 RSU17013 2017Sep•2016:18:31 Phone: 407 81ir3729 am preseneu..ot77-155t SR.rup www.enen"ir.com GRenner@energyaircom Z " VTR 1l KS AUTO VENT WM LAV LAV WC WC 2" TUB I 11G n o 3" to L n 3" ` O u 369 TUB 3,' 1 e O c W Z 0 PLAN 1551 C/o o, PLUMBING RISER DIAGRAM a) W 00 CO 2 c-4 N o 0 00 II U 0 Z r A oc o o O UWw o W 0 C C44) L V J z o M or.t I G Na WYNDHAM PRESERVE LOT 77 Proposed) WYNDHAM PRESERVE - LOT 77 PLOT PLAN' LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17. Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the Northeast 1/4 of said Section 17, N89052'08"E., a distance of 450.29 feet; thence N.00°07'52"W., a distance of 89.77 feet to the POINT OF BEGINNING; thence N.00°16'57"W., a distance of 75.18 feet; thence N.48"01'26"E., a distance of 69.85 feet; thence Easterly, 29.28 feet along the arc of a non -tangent curve to the left having a radius of 61.00 feet and a central angle of 27°30'08" (chord bearing S.76°31'53"E., 29.00 feet); thence N.89"43'03"E., a distance of 13.99 feet; thence S.00°16'57"E., a distance of 115.00 feet; thence S.89°52'08"W., a distance of 94.32 feet; to to the POINT OF BEGINNING. Containing 10,046 Square feet, more or less. LOT AREA CALCULATIONS LOT 10.046 SQ.FT. WING AREA = 1.567 SQ.FT. GARAGE 407 SQ.FT. PORCH 44 SQ.FT. DRIVEWAY 533 SQ.FT. PATIO 100 SQ.FT. WALKWAY 51 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 26.9 SOD = 7.335 SQ.FT. OFF LOT AREA CALCULATIONS R/W 1.007 SQ.FT. APRON = 156 SQ.FT. SIDEWALK = 210 SQ.FT. SOD = 127 SQ.FT. TOTAL AREA AREA= 11.053 SQ.FT. DRIVEWAY = 689 SQ.FT. SIDEWALK = 261 SQ.FT. SOD = 7.462 SQ.FT. LINE DATA TABLE NO. BEARING LENGTH L1 N 89'43'03" E 13.99' Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE". 'City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' o12v LOT 76 " A/i 35.5' PA I 39.5' LOT 77 AREA = 10,046 S.F. ± h i O BUID MING LAYOUT NOTE: ; Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and POINT OFimmediatelyadviseGeoPointSurveying. Inc. of ---\ any deviation from information shown hereon. BEGINNING Failure to do so will be at user's sole risk. 3I N. POINT OF COMMENCEMENT SOUTH LINE OF O SOUTHWEST CORNER OF THE NORTHEAST 1/4 .o THE NORTHEAST 1/4 OF OF SEC 17-20-31 z SECTION 17-20-31 ( BASIS OF BEARING) LO DEVIENSION NOTE: Proposed building dimensions shown 'hereon are of the exterior. 8P ODATE dl Ok to construct Isingle family home with setbacks and impervious area shown on plan.; a(o .l % ink l55 t -4 alb ey - S. GcR v \ PCP ZI NIGHT HERON DRIVE pro 50 RIGHT-OF-WAY PRIVATE ROAD) rnur Pi lop PROPOSED 5' CONC SIDEWALI L1 i cn PROPOSED N CONC WALK I 1+ 10.2' IPVK(»a 7.3 PROPOSED 1 STORY RESIDENCE 3918 NIGHT HERON DRIVE MODEL 1551 HALLEY ELEVATION - S GARAGE - RIGHT FF'E=22.3 44.7 PATIO o 10.0 I• 0 LOT 78 0 10.2' i I 1'14 - - - i - - - - - - - - - - TRACT D LANDSCAPE BUFFER) 10' WALL EASEMENT 94.32' S89*52'08'°W N_89'52'08"E 450.29 LEGEND:ADUSSD-Access/Ominage/Utilities/Sidewalk SURVEYOR'S NOTES: r / Sight Distance Easement PRM-Permanent Ref. Monument 1. Current title information on the subject property had not PCP -Permanent Control Point been furnished to GeoPoint Surveying. Inc. at the time of this D -Description P _plat FPdcL -FlOnda Power cc Light FFE-Finish Floor Elevation plot plan. 0..-Deed Book O.R.-official Records Book Water Meter N-Water Valve 2. Roads, walks, and other similar items shown hereon were P.B.-Plat Book V-Fire Hydrant taken from engineering plans and are- subject to survey. Pg.-Page Elev.-Elevation RC® -Reclaimed Water Meter RCD4-Reclaimed Water Valve 3. Elevations shown hereon are in feet and are referenced to Cone. -concrete Cable Box the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). SP-Brick Paver M-Telephone Box SW -Sidewalk E -Electric Box 4. Proposed grades & finished floor elevations shown hereon FFE-Finished Floor Elevation O-Utility Pole are from the construction plan for 1NYNDHAM PRESERVE', CI -Curb Inlet Guy Pole City of Sanford Seminole County, Florida. GTI-Grote Top Inlet Light Pole P.U.E.-Public Utility Easement RCP -Reinforced Cone. Pipe i--Guy Anchor OU--Overhead Utilities 5. This Plot Plan is subject to matters shown on the construction plans for 'WYNDHAM PRESERVE% City ofPVC -Polyvinyl Chloride NCS-No Comer Set (Falls in Water) o-Storm Sewer Manhole G-Sanitary Sewer Manhole Sanford Semiole County.Florida. SF -Square Feet D.U.E. -Drainage/Util,'ty Easement DiNo -Electric Handhole Coo -Clean out 6. Proposed information shown based on proposed/ FMGD-MAG NAIL &DISK CmC4-Irrigation Control Valve supplied plan and/or instructions per client (not field P.K. -Parker Kalon Nail sign W V N verified) SIR -Set 1 /2 Iron Rod L67768 WD4-Cate ater a e SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 +1' -Existing Grade F1P-Found 1/2" Iron Pipe L87768 CI -Blow -off Valve FPKD -Found P.K. Nail & Disk L87768 -w_-Drainage Flow Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade e e e Monument PRM L87778 11 0 21a-As-euilt/Existinci Grad PLO eeP O Y Note: Some items in above leaen may not be applicable Description Date Dwn. Ck'd P.C. Order No. 44,•m ros" REVISED PRODUCT 8/15/17 MTP JDL = OF COX REVISED SETBACK 12/12/17 MTP JDL ff ow Jame( D. Le neTr.'• ,.F' '",.c v LS6915 FLORIDA PR0FWONAL'SUR VOR. &: MAP. PER fib. ................. NOT VAUD WITHOUT THE• SIGMTURE'AND THE ORIGINAL TRACT D LANDSCAPE BUFFER) CURVE DATAI TABLE NO. RADIUS DELTA ARC! CHORD BEARING C1 61.00' 027'30'08" 29.28- I 29.00' S 76'31'53" E C2 100.00' 09900*00" 157.08'1 141.42' 1 S 45'16'57" E PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "x" DESCRIPTION: PROPOSED LOT 77, according to the plat of "WYNDHAM- PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: JE Checked: JDL P.C.: Data Fle:erissonEast-Plat Date: 6/21 /17 Dwg: Br mnFaA-1ot77 Order No.: ^' SEC. 17 - TWN. 20 S. - ONG. 31 E Feld Bk: RECORD COPY PALMER ELECTRIC Ashton Woods Homes Seminole 1551 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS )NEC 2011- 220.82(Cl(31- (411 ZONE COMPRESSOR SIZE 1 3.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AR HANDLER @ 65% TOTAL HVAC DEMAND LOAD 11. GENERAL LOADS (NEC 2011 - 220.82M(114411 CONNECTED LOAD 5.40 KVA BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 13.07 KVA 5.40 KVA 4.99 KVA 1039 KVA LIGHTING 1567 Sq Ft @ 3VA/Sq. Ft 4.70 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA l DRYER CIRCUIT 5.00 500 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA I DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 17.2a 12.00 KGOOKTOPCIRCUIT SUMMER KITCHEN/JENAR GAS 1 50 I MICROWAVE CIRCUIT 2.50 2.50 K0JACUZZITUBCIRCUIT4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 1 7- 3 1 9 6080AMPPOOLCIRCUIT19.20 CONNECTED LOAD (GENERAL LOADS) 35.20 KVA I ST 10 KVA (GENERAL LOADS) @ 1000/6 1000 KVA REMAINDER (GENERAL LOADS) @ 400/a 10.08 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(Bll 20.08 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.08 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(Al) 30.47 KVA MINIMUM SERVICE SIZE 126.94 AMPS RECOMMENDED SERVICE SIZE 150 AMPS I MiTek" Lumber design values'are, in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: WP0077 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W P0077 Model: 1551 Tampa, Fl- 33610 a115 Lot/Block: 77 Subdivision: Wyndham Preseve Address: City: Orlando State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 23 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 T12304309 CJ1 10/19/17 18 T12304326 T12 10/19/1, 12 1 T123043101 CJ3 1 10/19/17119 I T12304327 I T13 1 10/19/171 13 I T12304311 1 CJ5 110/19/17120 I T12304328 I T14 1 10/19/171 4 IT12304312JEJ6 10/19/17 21 IT12304329IT15 10/19/17 5 IT12304313JEJ7 10/19/17 22 IT12304330IT16 10/19/17 6 1 T12304314 1 HJ7 10/19/17 23 IT12304331IT17 10/19/17 7 IT123043151T01 10/19/17 1 I I 18 I T123043161 T02 1 10/19/171 19 I T12304317 I T03 1 10/19/171 110 I T12304318 I T04 1 10/19/171 Ill I T12304319 I T05 1 10/19/171 112 I T12304320 I T06 1 10/19/17 113 I T12304321 I T07 1 10/19/17 114 I T12304322 I T08 1 10/19/171 15 IT12304323IT09 10/19/17 16 IT12304324IT10 10/19/171 117 I T12304325 I T11 1 10/19/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 4oa_DINc SANFORD 40- (8 1 -IA96 1446 39380 do TATE OF S'ONA%-e`0'OIIIIIINN Thomas A. Alban) PE No.39380 MRek Usk Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 19,2017 Albani, Thomas 1 of 1 Job rtlss Truss ype ty ply Tt2304309 WP0077 lc.Ji Jack -Open 0 1 Jab Reference (optional) Binders FirstSource. Tanya. Plant Gay. Florida 33556 t.wru a Aug it evr I mn ea meuevme, inc. r nu vcr re ve: ro:.» N u rave r ID:AeAoATVyRAFF51mF42 W41Syp2ag-R7CjgwwP?AFSC_MFO?TU W VA3XBwbYI ioLoSylXyRvVx 1-0-0 1-0.0 1-0-0 1-0.0 Scale = 1:6.6 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In Ioc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.01 Ven(TL) 0.00 2 999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 REACTIONS. Ob/slze) 3=-8/Mechanicaf, 2=125/0-8-0, 4=9/Mechanicaf Max Horz 2=30(LC 8) Max Uplifl3=-8(LC 1), 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1). 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purllns. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind- ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 8lb uplift at joint 3 and 69 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MD-7473 rev. I0&MOIS BEFORE USE Design valld tot use only with MlekO connectors. 0* design is based only upon parameters shown, and is for an Individual lout ding component, nor a truss system. Before use, the building designer must verity the appllcotAlry of design paamelors and rxopedy Incorporate Ihls design Into Itle overall building design. ®acing Indicated b to budding of Individual buss web and/ot chord members only Additional temporary and permanent tracing M iTek' rxevenl Is alwarys retaLed for sic"Ity and to prevent collapse vAh possible personal "" and rxopedY dornasge. For general guidance tegading the 6904 Parke East Blvd. fabflealkxn. storage. delivery. erection and bracing of Misses and fnus systems. soeANSVrPl I Quality Criteria, OSB-69 and SCSI Sultdi ng Component Tampa. FL 33610SafetyIrdonviallonovaltablefromtrussPlateInstilute, 218 N. Lee Street. Sutte 312. Alexandria. VA 22314. Job rusS Truss Typo City Ply T123043t0 WP0077 CJ3 Jack -Open 12' t Job Reference (optional) oueaws rastsource. f ampa, rwnr eey. monaa 7:rba6 t.o4u s Au to zut i mrt ex maueunes. inc. i nu txt iv uw t;t:m zur i rage i ID:AeAoATVyRAFF5lmF42W41 ypZgi-R7CjgwwP?AFSC MFO?TUWVA3tBveYlioLoSylxyRvVx t-0-0 3-0-0 1.0.0 3 0 Scale = 1:10.9 20 = 3 0 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(rL) -0.01 2-4 999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a We BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0.8.0, 4=26/Mechanical Max Horz 2=59(LC 12) Max Uplitt3=-42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS 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 42 lb uplift at joint 3 and 72 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VeAry dedgn parameter and READ NOTES ON THIS AND INCLUDED AIrrEK REFERANCE PAGE NII•T473 rev. IaM2016 BEFORE USE Design valld for use only Win Mllek® connectors. this design Is based only upon paranelefs shown, and Is for an individual txddl ng component. not a trust system. Scioto use. the IxAdhg deslgnet must verity the aprxk;ablity of design pararneters and properly Incorporate Ihb design Into the overall hxealng design. Bracing Indicated is to prevent b ucaGng of individual truss web and/or chord members orgy. Addlionad temporary and permanent bracing M!Tek' Is always retttlted for stability and to prevent collapse wllh posstdle personal "and property damage. For general guklaroe tegatdkng the fclxicailon, storage, delivery, erection and bractnp of tresses and truss syslemtt soeANSIflP1I Quality Cdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avdk"e horn truss Plate Ins1IMe, 218 N. lee Skeet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job I fuss Truss Typo y Ply r123a311 WP0077 CJS Jack -Open 12 1 Job Reference(optional) Buildem FitstSoutca. Tampa. Plant Gay. Fbnda =66 7.640 a Aug 16 2017 FAI ak InIsuSines. Inc. I nu UC1 1 V OV:13:39 2017 rape 1 I0:AeAoATVyRAFF5lmF42W 4lSyp2gf-R7CigwwP9AFSC_MFO?TU W VA_IBslYI I oLoSylXyRvVx 5-0-0 SO-0 Scale = 1:15.1 2x4 = 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert( I-) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a rVa BCOL 10.0 Code FBC2014frPI2007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0.8.0, 4=46/Mechanical Max Harz 2=91(LC 12) Max Uplift3=-81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; 8CDL=3.0ps1; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VOAry dadon penewfera and READ NOTES ON TNIS AND INCLUDED MIrEK REFERANCE PAGE NO.7472 rev. IMMI5 BEFORE USE Design valld for use only Win Mllek®connectots. Ihls design Is based only upon parameters shown. and Is lot an frxlMdrral "cling Component. not a truss system. Before use, the building designer must verily the a1NAlcablilty, of design parameters and property Moq)otate this design Into the overall txldt ng cWJrjn. Bracing Indicated Is to prevent budding of I1dlvidual miss web and/or ctwtd members only. Additional temporary and permanent bactng M iTek' Is always iect lied for stablilly and to prevent collapse wllh possible personal tnjry ad properly dkrnage. for general guick ce regadxng the fabrication. sfotage, delivery, erection and IxacN of Inures and miss systems, soaAN51/rPl I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaOalAo from Teas Plate institute. 218 N. Loa Street. Sidle 312. Alexandria. VA 22314 Tanga. FL 33610 Job fuss Truss Type Qty pry T12304312 WP0077 16-J6 Jack -Open 3 1 Job Reference(optional) BUdderS FUS15ourCe. leaps. Plant Gdy, Florida 33566 i onu s Aug io zut r Srurer mwstnes, mc. r nu ua t v uu:i a se zut r reye 1 D:AeAoATVyRAFF5lmF42 W41 Syp2gj-vJm6lGx2mU NJp6wRyi J3lj6OaAgHCHy2Sq W rzyRvvw 144 6-0-0 14-0 6-0-0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) 0.06 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(rL) 0.15 2-4 455 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=143/Mechanical, 2=288/0-8-0, 4=56/Mechanical Max Horz 2= 1 06(LC 12) Max Uplifl3=-100(LC 12), 2=-78(LC 8) Max Grav3=143(LC 1). 2=288(LC 1). 4=112(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale - 1 17 1 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=151t, Cat. II; Exp C; Encl.. GCpf=0.18, MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 78 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Veda dedyn ptroawters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Nf1.7473 rev. 18,03 IS BEFORE USE. Design w9ld for use only vAth Mllek® conneclors. This design Is lased ordy upon pCaometets shown. and Is for an individual bxNc6ng component. not a truss system. Befoio use. the buldng deslenoi must vedfy the appllcotAity of design paramotets and IxoroAy Incogwrale this design Into the overa., tAdding design Bracing Indicated is to rxovenl buckling of Individual truss web and/ot chord members only. Addilloral lemporary and permanent bracing MiTek' Is always recluked tot stability and to rxevent colk{Me with possible persorcA k*ffy urvJ propeny darnage. lot gernetd guidance tegardktg Me fabxlcallon. storage. delivety, otection orxt biockng of misses and Inta systems, socANSI/IPI I Quality Cdterla, OSB-89 and BCSI Wilding Component 6904 Parke East Blvd. Safety IMormallon ovaBable from Inua Role knsllMo. 218 N. Lae Stroot, Su lto 312. Alexandrim VA 22314. Tampa, FL 33610 Job rasa Truss Type oty Ply T12304313 WP0077 EJ7 Jack -Open 24' 1 Job Reference (optional) ounaent "s1*0urce. I save, rlani any. rgaaa 3:Sooe /."Y a M 9 10 ZY I I MI I OF mYYsmes, mG. Y V .. Y... a o. - 1 r.w. , 10:AeAoATVyRAFF5lmF42W41SypZql-vJm6tGx2mUNJpawRyi_j31j5Ma9YHCHxZSgW rzyRvVw 1-0-0 7-0.0 1-0-0 7.0-0 3x6 = 7.0-0 7.0-0 Scale = 1:19.1 Plate Offsets (KY)-- 12:0-0-2.Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 2-4 772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(rL) 0.24 2-4 337 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.00 3 rVa Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight- 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8.0, 4=78/Mechanical Max Horz 2=122(LC 12) Max Uplifl3=- 1 02(LC 12), 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psh BCDL=3 Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O 18, MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS 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 102 lb uplift at joint 3 and 85lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE AOF7479 rsv. IMMIS BEFORE USE Design valid for use only Win IAIek® connectots. this design Is based only upon pasamelets shown, and is for an Individual txdk:g ng component, not a lasss system. Befao use. the "Wag designer must vedty the opplicabllly, of design paametet and properly Incogorole H& design Into the ovetalt Ixddhg design. IAocing Indicated Is to ptevent txsckling of Individual truss web and/ot chord membets only Additional lempotary and potmonenl txacN M iTek' Is always twjuked for starAlty and to prevent collapse Win posstAo personal daisy and property damage. For general g ldtnce togardlng the kabtk;ation, slotago, delivery, eteclkxn and bracing of Inrsses and truss systems. seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Patke East Blvd Safety Information ovdlade from Truss Wale Institute. 218 N. Lee Street. Salle 312. Alexandtkl. VA 22314. Tampa, FL 33610 Job I russ Truss Type oty Ply T72304374 W POO77 KV Diagonal Hip Girder 6 1 Job Reference clonal Buddeni FUSiSOun;e. Tampa. Plant City, Fbnda 33566 7.640 a Aug I6 2017 Ml ISk InduSifieb, RIC I au VCI 19 09:13 40 2017 Page 1 ID:AeAoATVyRAFF51mF42W4tSyp2gp-NVKUScygXnVARIVeWOVybwGKH VROaK5o6a3NOyRvVv 1-5-0 5.2.9 9.10.1 1.5-0 5.2.9 4-7.8 2x4 = 20 = S-2-9 9.10.1 S-2.9 4.7-8 3k4 = Scale a 1:21.1 Plate Offsets (KY)-- 12:Edge.0-0.61 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(rL) 0.10 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.33 Horz(TL) 0.01 5 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 41 lb Fr = 2MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=247/Mechanical, 2=447/0-10-15, 5=353/Mechanical Max Horz2=131(LC 4) Max Upllft4=-168(LC 4), 2=-145(LC 4). 5=-66(LC 8) Max Grav4=247(LC 1), 2=447(LC 1), 5=369(LC 3) BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-769/197, 8-9= 744/213, 3-9=-710/205 BOT CHORD 2-11=-2701708, 11-12=-270/708, 7.12=-270/708, 7-13=-270/708, 6-13=-270/708 WEBS 3- 6=-753/287, 3.7=0/291 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 168 lb uplift at joint 4, 145 lb uplift at joint 2 and 66lb uplift at joint 5. 6) "Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1-4-15, 68lb down and 85 lb up at 1.4.15. 25 lb down and 38 lb up at 4-2-15. 25 lb down and 38 lb up at 4-2-15, 50 lb down and 87 lb up at 7.0. 14, and 50 lb down and 87 lb up at 7-0-14, and 123lb down and 106 lb up at 9-9.5 on top chord, and 1 Ib down at 1.4-15, 1 lb down at 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4.2.15. 38 lb down at 7.0.14, and 38 lb down at 7-0-14, and 94 lb down at 9-9-5 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). 9)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code LOAD CASE( S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 4=-54, 2-5=-20 Concentrated Loads ( lb) Vert: 4— 123(B) 6=-64(B) 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) WARNING - Verify design Panmatan and READ NOTES ON THIS AND INCLUDED AYTEK REFERANCE PAGE ND7473 rov. IW3001S BEFORE USE. Design vdkl for use only wllh fAlek® conneclors. lnls design S hascd only upon parometers slwwn. and Is for an individual txrldng component. not a truss syslom. Bofoie use. the txAdIng deslgnet must verity the aglllcabBlly of design parameters and rxopedy tncoq>male 01k design Into the oveloll txAdrlg design. 8facing indicated Is to rxevent bucldit of UdNklu l Muss web and/a chord members only. Additional temporary and permanent txocVQ MOW Is alwaysfectliedtosk"Ity and to Ixevent collapse wllh p osdAe personal k*ay and rxopeny damage. Rx gererat gJdcnce regarding the Icdxlcalbm storage, delivery. erection and bracing of lnrsses and miss systems seeANSi/TPI I Quality CriterW, 0SB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ava0atAe from trim Plate Mlslllute. 218 N. Leo Slroet. Stile 312. Alexandria. VA 22314. Tanga, FL 33610 Job Truss fuss type ty r123o43ts W P0077 T01 Root Special Guder t 1 Job Reference (optional) Builders FirsiSource. Tanya. Plant City. Fonda 33666 7 640 s Aug 16 2017 MTek Industries. Inc. Thu Oct 19 09 13 42 2017 Page 1 ID:AeAoATVyRAFF51mF42W4ISypZgi•JuSEVI w2PluhcfOdgYOhLLXdo39UK?OG03ASlyRvVt t-0 4.38 7-0-0 10.4-0 11.4 t7-9.5 24-2.11 30.6•o 1• 37.8-0 40.4.8 d4.6-0 8• 4.3 B 2-041 4Y 6 5 5 6 5.5 6.5.5 4i "- 2$ 8 4.3 8 4 5x8 = 5x6 = 4x10 MT20HS = 5.00 12 3x6 Sx8 W8= 4z12 = OVAo 4 25 5 A 5x6 = 5x6 = 5x6 = 10 11 28 29 12 2x4 Scale = 1:81.6 3x6 = 24 30 31 23 22 21 32 20 33 19 18 17 34 35 36 16 3x6 = 3x4 = Sx12 = 3x6 = 6x8 = 34 = 3x8 = 5x12 = 740 tG-4-0 11 4 16: 'o 21-0-0 25.4-0 30-0-0 1 37.9-0 44-8-0 740 3d-0 5.4-0 4 4-0 44-0 5 4-0 O 8-0-0 7.0 0 Plate Offsets (XY)-- f4:0-5-12.0-2-81.f5:0.2.13.0-2-61.f8:0-4-O.Edoel.(ll:0-3-0.0-2-41.112:0-&0.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.21 16.17 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.59 16-17 390 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.05 14 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 216 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 6-8,8-10: 20 SP M 31. 11-12: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 18.22: 20 SP No.2 WEBS 2x4 SP No.3'Except' 7.23.9.17: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 1 Row atmidpt 9.20 REACTIONS. All bearings 0.8.0 except Qt=length) 20=8-1-0, 21=0-3-8, 19=0-3-8. lb) - Max Horz 2=-46(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2= 333(LC 8), 20=-1267(LC 4), 14=-505(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 21, 19 except 2=1079(LC 19), 20=3523(LC 1), 14=1409(LC 20) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2079/639, 3-4=-1919/593, 4-25=-1461/504, 5-25— 1460/504, 5.6_ 1486/529, 6-7=-1434/478, 7-26=-1041/3226, 8-26=-1041/3226, 8.27=-1041/3226, 9-27=-1041/3226, 9-10=-2153/811, 10-1 1=-2324/863,11.28=-2574/970, 28.29= 2574/970, 12-29=-2574/970, 12-13=-2772/1027, 13-14=-2858/1032 BOT CHORD 2.24=•572/1847, 24.30=-490/1772, 30-31=-490/1772, 23-31=-490/1772, 22-23=-1191/339. 21-22— 1191/339.21-32=-1191/339.20.32=-t191/339.20.33=-979/227, 19-33=-979/227, 18-19=-979/227, 17-18=-979/227, 17.34=-775/2160, 34.35=-775/2160, 35-36=-775/2160, 16-36=-775/2160, 14.16=-883/2546 WEBS 4-24=-101/755, 6-23=-465/250, 7-23=-786/2808, 7.20=-2593/1002, 9.20=-2862/1147, 9.17=-1026/3322, 10-17=-881/312, 11.16— 157/485, 12-16=01551, 4-23=-385/123 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind- ASCE 7-10; Vult=140mph (3•second gust) Vasd=108mph; TCDL=4.2psh BCDL--3.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 333 lb uplift at joint 2, 1267 lb uplift at joint 20 and 505 lb uplift at joint 14. 8) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 Q WARNING . Verily design Parameters, and READ NOTES ON TNIS AND INCLUDED AVYEK REFERANCE PAGE 1610.7479 rev. IG0320I5 BEFORE USE Design v aild for use arty with Mllek®conneclors. this design Is based only upon parameters shown. aril 6 for an IndfAc ttal building component, not a truss system. Below use. Ile building deslgnm must verify Ilte appllcotAlry of design parameters and propedy lncorporale this design Into the overall ding design. 9raci ng Indicated Is to lxovont bwcaing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always teci lted for sWMllly and to pnevenl collapse wllh possible personal trnjuy and progeny damage. Fox genelul griWtce tegadrtg the krtxkcdbn, storage. delivery, election and bracing of busses and tens systems. swANSI/IPI I Quality Criteria, DS649 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate InsilMe. 218 N. Lee Street. Suite 312, Aloxcndtlo. VA 22314. Tempo. FL 33610 Job I russ Truss Type ty Ply T1230431S W Poo77 Tot Root Special Girder 1 1 Job Reference (optional) Builders Fsetsoutce, Tampa. Plant Gay, Florida 33566 7.640 a IWy 162017 MI I OR In0U81rteS. Inc. I nU VOI IV 011:13:42 201 7 Yaoe 2 ID:AeAoATVyRAFF51mF42W4ISypZgi-JuSEVI w2PluhcfOdgYQhLLXdo39UK10G03ASlyRvVt NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 107 lb up at 7-0.0. 105 lb down and 107 lb up at 8-8-0. 105 lb down and 107 lb up at 10-4-0. 89 lb down and 105 lb up at 19-3-4. 89 lb down and 105 lb up at 20.11.4, 89 lb down and 105 lb up at 22-8.12, 105 lb down and 107 lb up at 31-8-0, 105lb down and 107 lb up at 33-8-12, and 105 lb down and 107 lb up at 35-7-4, and 323 lb down and 284 lb up at 37-8-0 on top chord, and 324 lb down and 94 lb up at 7-0-0. 81 lb down at 8.8-0, 394 lb down and 93 lb up at 10-3-4. 72 lb down at 19-3-4, 72 lb down at 20-11-4, 72 lb down at 22-8-12, 324 lb down and 94 lb up at 31-8-0, 81 lb down at 33.8.12, and 81 lb down at 35-7-4, and 324 lb down and 94 lb up at 37-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.5=-54, 5-6=-54, 6.10=-54, 10-11=-54, 11-12-54, 12-15— 54. 2.14-20 Concentrated Loads (lb) Vert: 4=-105(F) 5-105(F) 8=-89(F) 11=-105(F) 12= 276(F) 24-324(F) 20=-36(F) 16-324(F) 25-105(F) 26-89(F) 27=-89(F) 28-105(F) 29-105(F) 30=-58(F) 31=-382(F) 32=-36(F)33=-36(F) 34=-324(F) 35=-58(F)36=-58(F.) WARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7472 rev. M0212015 BEFORE USE Design vaild lot use only Win Mllek® connectors lhh design Is based only upon pataneters shown. and Is fa an trWlvldial bbuildhp component nol WtaBusssystem. Before use. the building designer roust verity Ito applicability of design parameters and property incorpoiato this design Into the overall btMdl ng design. Brochg Indicated is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and permanent bracing MOW Is always tetluired for stability and to prevent collapse wllh possible personal hkry and property danage. For general guidance regadrng the fabrlcalbn, slorage, delivery, erection and bracing of 0usses and Intss systems. seeANSI/1PI I Quality Criteria, OSS-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information avolloble from truss Rate Institute. 218 N. Lee Street. Suilo 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ry T123043t6 W POO77 T02 Hip 1 t Job Relerence ttonal uwtaeurtrstboutce. tanpa, rims.cay.biomesaaoo . w'" ,....,•..,,•.,.,,,..,.•••q- l-Ju•••-••,,• •-- ----•. • w-. ID:AeAoATVyRAFF5lmF42W41Syp2gSEVI w2PluhcfOdgYQhLLXCo31UNrOGQ3ASIygvV1 15.2.14 22d-0 29.5.2 36.8-0 44.8-0 45.8 8-0-0 7.2-14 7.1-2 121.2 7.2.14 8-0-0 1-0 7xl0 = 5.00112 2x4 II 8xl2 = 2x4 II 7x10 = Scale = 1:78.1 Sx6 = 16 15 14 13 12 11 10 5x6 = 20 11 10xl4 = 2x4 11 10x14 = 2x4 II 8-0-0 d 15.2.14 I 22-4-0 { 29-5-2 i 38-0-0 44.8-0 Plate Offsets (XY)-- 12.0-4-13 0-0-31 (3:0-7-0 0.2-41 15:0-2-8 Edgel 17:0-7-0 0-2-41.(8:0-4-13,0-0-31.112:0.6-4.0-5-41,114:0-2.12.0.5-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In foc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.52 13 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(rL) 1.18 13 447 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.78 Horz(TL) 0.22 8 rVa n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 242 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3.5,5-7: 2x4 SP M 31 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 8=1700/0.8.0 Max Horz 2=-52(LC 17) Max Uplift2=-487(LC 8), 8=-487(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row atmldpt 3-15, 7-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3564/1999, 3-4=-4916/2863, 4-5=-4916/2863, 5-6=-4916/2863, 6-7=-4916/2863, 7-8=-3564/1998 BOT CHORD 2-16=-1682/3195, 15-16=-1682/3205, 14-15=-2961/5487, 13-14=-2961/5487, 12.13=-2961/5487, 11.12=-2961/5487, 10-11=-1694/3205, 8-10=-1693/3195 WEBS 3-16=-9/344, 3.15=-1050/1988. 4-15=-414/347, 5-15=-680/356, 5-13=0/295, 5-11=-680/356, 6-11=-414/347, 7.11=-1050/1986, 7.10=-9/344 NOTES- (8) 1) Unbalanced root 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.Opsi: h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS 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 psi 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 487 lb uplift at joint 2 and 487 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - vaAry design paromstero and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rov. 1002,2015 BEFORE USE DesW willd tot use only wllh Mflek9 connectors. D& design a based only t4)on rxaamoters shown. and is for an IndividualtAdding component, nor a truss system. Before use. the building designer must verity the appllcab lilty of design lraoneters and rropedy Incorpotato Mis doslgn Inlo the overall building design. Bracing indicated Is to wevenl budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is cdways iec"ed for stubMty and to ptevenl collarx a vAlh posst)le petsowA"cM rropeny dtpnage Fa gerxxan abidance regarding the storage, deiNery. erection and bracing of tnrsses and Inrss systems. soeANSI/IPi I Quality Criteria. 058.89 and SCSI Building Component 6904 Petke East Blvd Safety IMormanon avallatble from tram Plate Ins11Me. 218 N Lee Street. Stdlo 312. Alexandria, VA 22314. Torrpa, FL 33610 Job I puss Trusts, Type oty ply T123043t7 W P0077 T03 Hip 1 l Job Reference linnet tlW Went 1-U8150urce. r anpo. pVIN filly. ranee 33bae / e/V 9 NV9 la "LV7 / MI I erg InaustrNe. Inc. 1 nu Lim 1 v uY:13'9:7 2u1 / rage i IO:AeAoATVyRAFF51mF42W 41SypZgj•n40cje_YpitIIIEDBY3(DZuogCR30w5XU4ol_kyRvVs t-0 5-3-14 10-" 1&2,0 2244 28-6-0 34-" 314.2 44.8-0 8 5 3 14 4-8-26.2-0 6-2-0 6-2-0 4.8.2 5 3 14 -0 Sx6 = 5.00 12 30 = 30 = 4x6 = 5 67 3x4 = Sx6 = 9 Scale = 1:78 7 3x8 = 18 13 3x8 = 3x8 3x8 MT20HS = 3x4 = 3x4 = 3x8 MT20HS = 3x8 = 10-0-0 18-2-11 26.5-5 348-0 448-0 1 M1M N•9.17 149.7 7 A-9.17 1n.a•n Plate Offsets (),Y)-- 12:0-4-2.0.1-81.14:0-3-0.0-2-41.16:0-3-O.Edpel,19:0.3-0.0-2-41.111:0-4-2.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.45 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(rL) 1.12 15-16 473 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.40 Horz(TL) 0.28 11 We rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6.2 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.18. 8.13 REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0-8.0 Max Horz2=-64(LC 17) Max Uplift2=-467(LC 8). 11=-467(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3507/2082, 3.4=-3254/1886, 4.5=-2987/1808, 5.6=-4098/2424, 6.7=-4098/2424, 7.8=-4098/2424, 8.9=-2987/1808, 9- 1 0=-3254/1886, 10-11=-3507/2081 BOT CHORD 2.18=-1788/3165, 17-18=-2103/3943, 16-17=-2103/3943, 15-16=-2288/4255, 14-15- 2106/3943, 13-14=-2106(3943, 11-13=-1803/3165 WEBS 3-18=-235/309, 4-18=-471/954, 5-18=-1248/701, 5.16_ 106/398, 7-16=-282/199, 7.15=-282/199, 8.15- 106/398, 8.13=-1248/701, 9-13=-471/954, 10-13=-235/309 NOTES- (9) 1) Unbalanced root 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.Opsh h=15ft; Cat. II; Exp C. Encl., GCpi=0.18; MW FRS (envelope) and C-C Exteffor(2) zone;C-C for members and forces & MW FRS for reactions shown, 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 fora 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 467 lb uplift at joint 2 and 467 lb uplift at joint 11. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedfy deadgn parameter and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M1167473 rev. ddWMIS BEFORE USE Design valid for use only vAth Mflekb connecbrs. Irgs design It rased orgy upon Maneters srlown, and Is too on fridlvkAKA building component, not a teas system. Before use. the building designee must verify the cpOlcohUty, of design parameters and poopedy Worporate M design Into the overall buildhg design. Btaolng Indicated is to prevent budding of Individual tnrm web and/or chord members orgy. Additional temporary and permanent Ixaetng MOW It always requited for stability and to prevent collapse wllh possible personal k*ry and property canape. rot general guidance regac9ng the fabrication, storago, delivery, election and bracing of trusses and Miss systems. soeANSI/1'11I I Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safely Information ovallable from truss Rate fruBfrae. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job ruse Truss Type ry Ply T12304318 W P0077 T04 Hlp t 1 Job Reference (optional) Bulldara FaSt5ource, Tarrpa, Plant Gay. Flotlda 33566 7.540 a AUg 16 ZU17 M11aK I110U81rla8. Inc. Inu NCI Ia uwus:44 LV17 rage I I0:AeAoATVyRAFF51mF42W 41Syp2gi-GHa?w_?Aa00cwvpPlFaummQvJbfnNyl f hIkYGW ByRvVr 1-0 63.14 12.0-0 18-11.4 25.8.12 32.8.0 31i-4.2 44-0.0 8 1• 6-3-14 648.2 6.11.4 6 9 8 6.11.4 5 8 2 6 3.14 -0 5x8 2x4 11 3x6 = 3x8 = 5x6 = 5.0o 12 Scale =1:78.7 3x8 = 19 18 16 15 13 12 3x8 = 2x4 II 3x4 = 4x6 = 3x8 = 2x4 II 3x8 MT20HS= 3K8 = 2X4 11 12-0-0 18-tt-4 } 25.8.12 328-0 { 38.4-2 44-8-0 1 .1114 5-a-2 6.11.4 8.9-0 8-11-4 5.8.2 6.3.14 Plate offsets (KY)-- 12:0-4-2.0-1-81, t4:0.5-12.0-2.81. 8:0-3.0.0-2-41,110:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.38 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(rL) 0.89 15-16 591 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.67 Horz(rL) 0.29 10 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 229 lb FT = 20°b LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.6: 2x4 SP No.i SOT CHORD 2x4 SP No-2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. WEBS I Row atmfdpt 7-16, 7-13 REACTIONS. (lb/size) 2=1700/0.8.0, 10=1700/0.8.0 Max Horz2=-75(LC 13) Max Upllfl2- 447(LC 8), 10=-447(LC 9) FORCES. ( lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3571/2070, 3.4=-3081/1838, 4-5=-3512/2159, 5.6=-3512/2160, 6-7=-3512/2160, 7- 8=-2811/1765, 8-9- 3082/1837, 9-10=-3570/2070 BOT CHORD 2.19= 1770/3206, 18-19=-1770/3206, 17-18=-1430/2795. 16-17=-1430/2795, 15- 16= 1837/3511. 14.15=-1837/3511, 13-14=-1837/3511, 12-13= 1785/3206, 10. 12=-1785/3206 WEBS 3-18=- 469/391, 4.18_ 128/396, 4-16=-501/999, 5-16=-392/336, 7.15=0/273, 7.13=-983/ 495, 8-13= 421/845, 9-13=-468/391 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsh h=151h Cat. 11; Exp C; Encl., GCpl-0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS'for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water pending. 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 447 lb uplift at joint 2 and 447 lb uplift at joint 10. 8)' Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VeAfy design parerrteters and READ NOTES ON THIS AND INCLUDED WYEK REFERANCE PAGE M9.7479 rev. 1602M15 BEFORE USE. Design valkl fa use only vA&n Mltek® connectors. lhh design Is based only upon IxMarnetefs shown. and Is for an Individual building component, not a truss system. Before use. the building designer must vedfy the applicability of design patometers and properly Incorporate the design Into the overall building design. Bracing Inckated Is to proven) buckling of Individual Muss web and/or chord members only. Addtlonal temrotary and permanent MocbV Welk' is always reeµlred la stability and to prevent collapse with possible personal Injury and property danage. For general guidance regarding the fa eAcatkxl, storage, delivery. erecsan and tracing of tenses and inns systems, seeANSI/TPI I Quality Criteria. OSS-89 and &CSI &u9Ging Component 6904 Parke East Blvd. Safety INorma&on alvolciele Mom Buss Rate tnsllMo. 218 N. Lee Street. Suite 312. AlexaWlce. VA 22314. Tampa, FL 33610 Job se ype y ply T12304310 WP0077 1-fo—sis J.- ru ip t t Job Reference (optional) Budders FirstSeurce, Tampa, Plant Cdy, Fbdda 33566 7 640 s Au9 16 2017 MrTek Industries, InC. Ihu (.1d 19 09:13 45 2017 Yege 1 ID:AeAoATVyRAFF51mF42W41SypZq)-kT7N8KOoLKSTY30bJz571 z50?5Wti7gyOHg2dyRvVq 1-0 7.314 14-0-0 19625.1.5 3047-0 37-4-2 44-0.0 4" 40 7314 6 8 2 543.11.11 5 6.11 5 6 11 6.8-2 7.3.14 5 00 12 5x6 = 3x4 = 6 3x4 = 3x6 = 5x6 = 9 Scale = 1:80.1 3x8 = 20 19 19 21 22 17 23 24 16 15 14 Us = 2x4 II 7- 3-14 1 14-0-0 Us = 4x6 = 30 = 22. 4 4x6 = US = 2x4 II 7- 3.14 6$-2 8-4-0 84-0 6.8-2 7-3.14 ' Plate Offsets (XY)-- 12:0-4-2,0-1-81.(5:0-3-0.0-2-41,(9:0-3-0.0-2-41,f12:0.4-2.0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.33 15-17 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.96 Ven(rL) -0.81 15-17 >649 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(rL) 0.27 12 We rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 227 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' 16. 18: 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. ( lb(size) 2=1700/0-8-0, 12=1700/0.8-0 Max Horz 2=-87(LC 13) Max Upli(12=-427(LC 8), 12=-427(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3550/2078, 3-4=-2924/1750, 4-5= 2846/1769, 5-6=-2646/1707, 6-7=-3045/1913, 7. 8=-3045/1913, 8.9_ 2646/1707, 9-10=-2846/1769, 10-11=-2924/1750, 11- 12=-3550/2078 BOT CHORD 2-20=-1771/3186, 19-20=-1771/3186. 18-19=-1553/3005, 18-21 =- 1553/3005. 21- 22=-1553/3005, 17.22=-1553/3005, 17.23_ 1553/3005, 23-24=-1553/3005, 16. 24_ 1553(3005, 15-16=-1553/3005, 14-15=-1784/3186, 12-14=-1784/3186 WEBS 3-20=0/285, 3-19= 621/504, 5-19= 401/793, 6.19=-658/326, 8-15= 658/326, 9- 15=-401/793, 11.15= 621/504, 11-14=01285 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.0psi; h=15ft; Cat. II; Exp C; Encl. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 427 lb uplift at joint 2 and 427 lb uplift at joint 12. 7)'Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Verily deHyn Pitnunefaro and READ NOTES ON THIS AND INCLUDED M17Elr REF£RANCE PAGE MD-7473 ror. I6,113,2015 BEFORE USE Design valkl for use only With MlleW conneclots. Itnls deslgl Is based only upon parameters stnown. and Is lot an kdlvidual U Adkng component. not o truss system. Below use. the txAdng designer must verily the applicabllty, of design pmarneters and properly hcorpotato BHt design Into the overall Wring design. t4octlg Indicated Is to ptevent bucWing of Individual Inns web and/or chord members only. Additional temporary and penmanenl txockng M iTek' Is always retlulted for slatAlty and to revent collcpse wllh possRAe personal Ir1Kay and property damage. for general guidance tegnding the labricatlon, storage. delivery, erection and txactiV of trusses and truss systems. seeANSI/fPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety information ova0alxe from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexorddo. VA 22314. Tampa. FL 33610 Job ruse puss ype ty ply T12304320 W P0077 T06 HIP I I Jab Reference(optional) Builders FirstSource. Tempe. Plant Coy, Florida 33566 r wa s Aug 16 zut r eutex maussrces, me Thu Ca is GiA 3 A. r aye r ID:AeAoATVyRAFF5ImF42 W 41SypZgj•ClhlLf 1 R6dGK9DzrmsgcMrBVFIPUMOHszA2I Nb3yRvVp 1-0 8-3.14 16-0-0 22.4-0 28.8-0 36.4.2 44.8-0 45-8 0. 6-3.14 7 8.2 6.4-0 6.4-0 7 8.2 8-3 14 5.00 i 12 5x8 = 2x4 11 Sx8 = Scale = 1:80.1 3x8 = 16 15 rr 14 " 13 12 3x8 = 2x4 II Sx8 = 3x8 = 5x8 = 20 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.28 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.64 14-15 >830 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.24 10 n/a rVa BCDL 10.0 Code FBC2014f rP12007 Matrix) Weight: 229 alb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No. t 'Except' TOP CHORD Structural wood sheathing directly applied. 5.7: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. SOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at nildpt 3-15. 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=170010-8.0 Max Horz 2=- 99(LC 13) Max Uplift2=-4 1 O(LC 12). 10=41 O(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3519/2076, 3.4=-2759/1681, 4-5=-2669/1703, 5-6=-2698/1779, 6-7=-2698/1779, 7-8=-2669/ 1703, 8.9= 2759/1681, 9-10=-3519/2076 BOT CHORD 2- 16=-1762/3154, 15-16=-1762/3154, 15.17=-1225/2472, 14-17=-1225/2472, 14-18=-1227/ 2472, 13-18=-1227/2472, 12.13=-1773/3154, 10.12=-1773/3154 WEBS 3-16= 0/344, 3-15=-766/603, 5.15=-201/505, 5-14=-191/495, 6-14=-378/310, 7.14=-191/ 495. 7-13=-201/505, 9-13=-766/603, 9-12=0/344 NOTES- (8) 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; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 20.0psf 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, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 2 and 410lb uplift at joint 10. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verly design perrmefas end READ NOTES ON THIS AND INCLUDED AU EK REFERANCE PAGE MR-1473 rev. M02,2015 BEFORE USE. Design valid for rise only veldt Mllek®connoclors. this design is Ltased only upon parameters shown. and is for an trKIMdtral budding component. not wt o truss syslem. Below use. tho txllding desionot must verity Ina ap loch llty of design pmornefers and poperiy Incotporate Mts design Into the overall txdcmtg design. Brocing Indicated Is to twclding of In dIvlduel truss web and/or chard members only. Adclllonal temporary crud permanent Mocing M iTek' provenl Is alwaysrespired tot sk"Illy and to pevenl collcgm vAlh possilAe p3rsorKi Yspay and popery drrnage. For general guidance tegoo ing the 6904 Perks East Blvd. faLxicalkxi storage, delivery, erection and txocing of trusses and Miss systeins, seeANSI/IPI I Cuotity Criteria, OSB-89 and SCSI Building Component Tempe. FL 33610 Safety Information ovalic"o kaxn truss Plate Institute. 218 N. too Stroud. Suite 312. Alexandrkl VA 22314 Job Truss Truss Type oty Ply r,23a321 W P0077 T07 Hip 1 t Job Reference (optional) uuaaets mrsmourre, i anpa, rranu cry, 1-10n08snob g o ev r r SoWID: AeAoATVyRAFF51mF2yp2gl-gsFm7n2e1s1m3baur0su8mnsN, Yrtrc0. 07ubvOcP2T. 9vp.n. Ar9+eiwa7Pimrx7yWe y,RvVot-0 6.5.i12.2 1840 22d-0 266-0 32.5E 38.2.13 44-&0 6.5.3 5 96-t0 5.9.6 4. 4-0 4d-0 5- 96 5.9.6 6-5.3 5.00 12 5xe = 5x6 = Scale = 1:80.1 Iy 0 3x8 = „' 16 15 3x8 = 3x4 = 4x6 = 3x4 = 3x8 = 4x6 3x4 = 9-3-14 18- 0-0 _ _ 26.8- 0 35. 4-2 44.8-0 tl•3-,a i a41-2 a-a-o -- '- 841- 2 9-3. 14 Plate Offsets (XY)-- 12:0.4-2.0-1-81. 14:0.3-O.Edael.l6:0-5-4.0-2.41.17:0-3-0.0-2-41,19:0-3-O,Edael,111:0-4-2,0-1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0. 67 Vert(LL) -0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.76 15-16 >692 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(rL) 0.23 11 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 229 lb FT = 20% LUMBER- ` TOP CHORD 2x4 SP No.2 'Except' 6.7: 20 SP M 31 BOT CHORD 20 SP No.1 'Except' 14.17: 20 SP No.2 WEBS 20 SP No. 3 REACTIONS. (lb/size) 2=1700/ 0.8.0, 11=1700/ 0.8.0 Max Horz2— 11O(LC 13) MaxUplift2=-425(LC 12). 11=- 425(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2- 4- 2 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-6-6 oc bracing. WEBS 1 Row at midpt 6-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/2140, 3-4=-3283/2009, 4-6= 3209/2018, 5-6=-2555/1654, 6-7— 2316/1594, 7-8=-2556/1654, 8.9_ 3209/2018, 9-10=- 3283/2008, 10-11=-3513/2140 BOT CHORD 2.18=-1835/3169, 17-18=-1501/2765, 16-17=-1501/2765, 16-19=-1121/2315, 15-19=-1121/2315, 14-15=-1505/2765, 13-14=- 1505/2765, 11.13=-1848/3169 WEBS 3-18=-273/330, 5.18=-195/477, 5- 16— 613/513, 6-16= 284/610, 7-15=-283/602, 8.15=-612/512, 8-13=-195/477. 10-13=- 273/330 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2pst; BCDL=3.Opsh h=15ft; Cat. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C- C for members and forces & MW FRS 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 nonconcunent 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.Opsl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 425 lb uplift at Joint 11. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . V*Iffy design P&MMter, and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 mv. 1402MIS BEFORE USE. Design wild la use ordy wlih MlteW Conrectas ltds design is based only upon paianelers shown. and Is loran individual building component. not a truss system Before use. the building deslger must vcAty Ito cyllsllcablilN of design pataneteis and properly rncorporale this design Into the overall trlding design. Bracing Indicated Is to Irevent buckling of individual truss web aryl/a chord members only Additional temporary and permanent bracing M iTek' is always fect lted for sksbslly and to prevenl collalne wllh possblo personal rrkay aryl property damage. for genera guidance regarding IW krNlc< 111m storage, delivery, erection and bracing of trusses aryl Inns syslerns, socANSIAPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety 1Mormaaon avalic"o rain truss Rate rutllule. 216 N. Loo SliooL Sullo 312. Noxandrim VA 22314. Tanya. FL 33610 Job Truss truss type ry T12304322 WP0077 TOB Hip 1 t Job Reference optional aueaets ruawource, rampe. I-MAI day. ranao JJbbb r as a Auy lb zul r mrr ex rnauarrles, im. 1 nu l i iv uv.13:ge zu r I rays r ID:AeAoATVyRAFF5lmF42W41Syplqi•82pVmL2heFW2PX6A 5fq.bagD5xu98GeMWUryyRvVn t-0 7.1.3 13.6•t0 20-0-0 246-0 31.16 37$•14 7.1.3 6-56 6.5.6 4.8 0 &56 3 464 6.5.6 7.1.3 Sx6 = 5x8 = Scale a 1:80.1 3x8 = as rn rr 16 ar 15 w cr w 3x8 = 30 = 5x6 W8= 3x8 = 3x4 = Sx6 wB = 3x4 = 10.3-14 20-0-0 24.8-0 34-4-2 44-8-0 r 7n.:1-1d { GJ1.9 d-&0 f1R•2 10.3.14 Plate Offsets (XY)-- f2:0-4-2,0-1-81,14:0-3-O.Edgel,f6:0-3-0.0-2-41,17:0-5.12.0-2-81.f9:0-&O.EdOel.f11:0-4-2,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.41 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(rL) -0.96 13.15 >549 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(rL) 0.23 11 rVa rVa BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 238 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 14.17: 2x4 SP No 2 WEBS 20 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Harz 2=- 122(LC 17) Max Uplift2=-439(LC 12), 11=-439(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3487/2146, 3.4=-3224/1986, 4-5=-3101/2005, 5-6=-2373/1582, 6-7=-2132/1528, 7.8=-2372/1581, 8-9=-3101/2005, 9-10=-3224/1986, 10-11=-3487/2146 BOT CHORD 2-18=-1836/3145, 18-19=-1451/2669, 17.19=-1451/2669, 16.17=-1451/2669, 16-20=-1006/2131, 15.20=-1006/2131, 14-15_ 1454/2669, 14-21=-1454/2669, 13.21=-1454/2669, 11.13— 1847/3145 WEBS 3-18=-321/377, 5-18=-223/562, 5-16=-728/599, 6-16=-349/639, 7.15=-350/658, 8-15=-729/600, 8-13=-223/563, 10-13=-321/376 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2.0 oc bracing, Except: 5.10-6 oc bracing: 15-16. 1 Row at midpt 5-16, 7-16, 6-15 NOTES- (8) 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; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS 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 pst 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 439 lb uplift at joint 2 and 439 lb uplift at joint 11. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verily deafen panmeten and READ NOTES ON THIS AND INCLUDED NI EK REFERANCE PAGE NO.7473 rev. 100021201 S BEFORE USE Design valid lot use only vAlh WIek® connectors. this design Is based only upon parameters shown. and Is for an IndividualIxddfng component not ussatrsystem. Before use. the Ixrllding designer must vor fy the applicatlliry, of design parameters and property Incorporate this design Into Ise overall txAdOg design. Bracing Indicated Is to prevent Ixrckllng of Individual tnus web and/of chord members orgy. Ad diflonad temporary and permanent Ixadng MOW Is always requited fa stabllty and to prevent collapse w8h pozUe personal "and property damage. fa general dJdknee regardng the fabticallom storage, dellvery, erection and bracing of musses and truss systems sooANSI/IPI I Quality Criteria, OSS-69 and SCSI Bulldlng Component 6904 Parke East Blvd. Safety Information available from truss Wale Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tanpe, FL 33610 Job fuss ruse Type ryply T72304323 WP0077 1,.09 Hip I 1 Job Reference Lionel Budder FirsiSource. Tanga. Plant City. Florida 33666 7.640 a Aug 16 2017 h0ek Industruts, Inc. Thu Oct 19 09:13:49 2017 Page 1 10:AeAoATVyRAFF5fmF42W41Syp2(f-cENurtGJPYevOghMYpA3Tg7mucR dYyOtOF18OyRvVm 2244 1-0-0 743 7•e•3 147.22" 3 44-0P0967.1. 6 714 714 0•4- 0 Scale = 1. 79.7 Sx6 i 3x6 = 5.00 FI2 678 3x8 = 20 1s to 21 17 LL to 15 14 3x8 = 20 II 06 = 3x8 = 3x4 = 20 II 30 = 4x6 = 224-0 743 14. 1P10 22-0-0 29" 3ti1P13 44-" 74.3 7.14 7.140141d 7.1.6 7.14 743 0.4- 0 Plate offsets MY)— r2:0-4-2.0-1-81.16:0.3-0,0-0-101.18:0-3-0,0-2-41.112:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Weft Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.29 15-17 >999 240 MT20 244/190 TOOL 7. 0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.70 15-17 >754 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.76 Horz(fL) 0.26 12 n/a rVa BCDL 10. 0 Code FBC2014/TP12007 Matrix) Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4, 10-13: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17, 9-17, 7-17 WEBS 20 SP No.3 REACTIONS. (lb/ size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz2= 133(LC 16) Max Uplift2=- 452(LC 12), 12_ 452(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3529/2144, 3.4= 2875/1822, 4-5=-2742/1843, 5-6=-2184/1505, 6.7=-1941/1460, 7.8=- 1941/1460, 8-9=-2184/1505, 9-10=-2742/1843, 10.11=-2875/1822, 11 - 1 2=-3529/2144 BOT CHORD 2-20=-1826/3163. 19-20=-1826/3163, 18-19=-1384/2585, 18-21 =- 1384/2585. 17-21 =- 1384/2585, 17-22_ 1385/2585, 16-22=-1385/2585, 15.16_ 1385/2585, 14-15_ 1838/3163, 12-14=-1838/3163 WEBS 3- 20=0/308, 3-19= 648/498, 5-19= 160/482, 5.17=-860/649, 9-17— 860/649, 9-15=- 160/482, 11-15=-648/498, 11.14=0/308, 7-17=-789/1235 NOTES- (8) 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; Cat. 11; Exp C; Encl., GCpl=0.18, MW FRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL= 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 BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 452 lb uplift at joint 12. 7) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Veft design pen notes and READ NOTES ON THIS AND INCLUDED Mf7EK REFERANCE PAGE M117473 rev. IW20015 BEFORE USE Design valid tot use only wlfrl MllekO connoctots. it*design Is based only upon pai arneters shown. and is an Indtvkklm buAding component, not a truss system Before use, the brdldino designer must verify Ilia c"AlcatAlly of design potomelots and properly Incorrxxote this design Into the overall building design. Brocing Indicoled Is to rxovent b ucwing of Indlviclual fora wob and/ot chord members only Acidillonal temporary and Permanent Mating MiTek' Is sways recttlted to slablllly and to rxevent collarme with possrAe persortM frlkey and properly dranage. for general guidance tegcadlny the fabrlcallom slotage, delivery, erection rind Ixocfrlg of trusses and truss systems. seeANSI/rPl I Quality Critarb, OSB-89 and SCSI SuBding Component 6904 Parke East Blvd. Safety Information avdlable from truss Plate Institute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss russ ype ly ply Tf2304324 WP0077 T10 Nip 1 t Job Reference Uonal tsumets rnsfsource, r arrpa. rranr cry, rronaa s au . ^w , , • ,,, o •••---•• - ••. •.•- --.. • --.. __.. -.- • ID:AeAoATVyRAFF5l;J 41SypZcU-4QxGB14xAsmlegGZ5Whl?1gwgofl mM iig'it gyRvVI 1• 7310 t3.11.7 20.7.4 22.4.0 4.012, 30•&9 37.4.6 44.8.0 & 0• 7.3.10 6.7% 6.7•f3 t-&t2 f•&f2' 67•f3 67.13 73t0 US % 3x6 11 5x8 5.00 12 Scale = 1:80.1 3rB = 20 19 w `. 17 " — 15 14 3x8 = 20 11 30 = 4x6 = 3x8 = 4x6 = 3x4 = 20 II Iv0 7.3-10 1311-7 7310 67.13 2(F7.4 6.7.13 Tli24•a12f2t•&12• 01-& 3 67.1, ;1{ FY•Y 6. 7.13 7310 Plate Offsets MY)-- 2.0.4-2 0.1.81 f4.0-3-0 Edgel f6.0-4-9 0.2-61 f8:0-4-9 0-2-61 (10:0-3-O Edgel 12:0-4.2.0-1-81 LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.36 17 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(TL) 0.90 17-19 589 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.26 12 n/a rVa BCDL 100 Code FBC2014/TP12007 Matrix) Weight: 229 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except* 6- 8: 2x4 SP M 31 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=125(LC 12) Max Uplifl2=-443(LC 12), 12=-443(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row at midpi 5-17.9-17 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3546/2141, 3-4=-2946/1844, 4-5=-2874/1863, 5-6=-2222/1497, 6-7=-1989/1452, 7. 8=-1989/1452, 8-9=-2222/1497, 9-10=-2874/1863, 10.11=-2946/1844, 11- 12=-3546/2141 BOTCHORD 2-20=-1827/3181, 19-20=-1827/3181, 18.19=-1419/2653, 18.21_ 1419/2653, 17- 21=-1419/2653, 17-22=-1421/2653, 16-22=-1421/2653, 15-16=-1421/2653, 14- 15=-1840/3181, 12-14=-1840/3181 WEBS 3.20=0/277, 3-19=-583/461, 5-19=-146/479, 5-17=-848/618, 9-17=-848/618, 9- 15=-146/479, 11-15=-583/461, 11.14=0/277, 7.17=-654/1102 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opst; h=1511; Cat 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS 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 443 lb uplift at joint 2 and 443 lb uplift at joint 12. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vedly design penmetwo and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE NIF7473 rev. I&W/20/5 BEFORE USE Design valld for use only vA01 Mllek®connoctom n* dedM Is based only upon parameters shown. and Is for an Irlolvldual building component. rat a truss syslem. Botore use. Ito bunting designef must verlfy Ifo CVI)Il :obllty of design rwrometers aKt properly Worporate this design Into the overall btactrg design. Bracing Indicated Is to prevent buckling of Individual tntts wet) and/or chord members only. Additional temporary and permanent lxacMo Welk' is always required ton stabl0y and to rxevenl collapse with posstxe petsoncl t*jry aril properly cknrtarle. ran Derlenaidrldance terladN the fcdxiCcNa1, stotage. " every. erection anKl txacing of tames C n d Inm systems seeANSI/TPI I QuaBly CAfatla. DSB-A9 and BCSI BUU"g Component 6904 Parke East Blvd. Safety Information available from truss Plate institute. 218 N. Lee Street, Saile 312. Alexandria VA 22314. Tanpa. FL 33610 Job I puss ype ryply WP0077 T11 litrussip I 1 Job Reference(optional) Builders FeSISOUrCe. Tampa, Plant City. Florida 33566 7.640 S Aug t6 2017 MTek Industries. Inc. Thu Oct 10 00:13 51 2017 Page 1 ID:AeAoATVyRAFFSImF42W41Syptuv-YdVeONS2xAucG tlfDCXYFD5z08K5RNiKKkSGHyRvVk t-0 6.7.10 12.7.7 18.7 4 26.0.12 32-0.8 38-04i 44.8.0 8 0 6.7.10 5.11-13 5-11-13 7.5.8 S 11.13 5 11.13 6.7•10 5.00 f 12 5x6 = Sx8 = Scale - 1,60 1 3x8 = to 111 eu Ir 16 2t 15 14 zz zi 1J 3x8 = 30 = 4x6 = 3x8 = 3x4 = 4x6 = 30 = 7*8 18.7-4 26 0 12 35.0-8 44.8-0 8.7$ B-11-12 7-5$ 8-11.12 9.7$ Plate Offsets (KY)-- 12:0.4-2,0-1-81,14:0-3-O,Edgel.(6:0-3-0,0-2.41,17:0-5-12,0-2-81,(9:0-3-0•Edgel.111:0.4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.32 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(rL) -0.77 13-15 >687 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(rL) 0.23 11 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 231 lb Fr = 20% LUMBER - TOP CHORD 20 SP N0.2 *Except* 6-7: 2x4 SP No.1 SOT CHORD 2x4 SP No. R 'Except' 14-17: 20 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row atn,ldpt 7-16 REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0.8.0 Max Horz 2=- 1 14(LC 17) Max Up11112=-430(LC 12), 11=-430(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3506/2142,3-4=-3266/2004,4-5— 3196/2014,5-6=-2499/1632,6-7=-2258/1574, 7.8=-2498/1632, 8.9=-3197/2014, 9.10=•3266/2004, 10.11=-3506/2142 BOT CHORD 2-18=-1836/3162,18-19=-1486/2736,19-20=-1486/2736,17-20=-1486/2736, 16.17=•1486/2736, 16-21=-1086/2257, 15-21=-1086/2257, 14-15=-1490/2736, 14-22=-1490/2736, 22-23=-1490/2736, 13-23_ 1490/2736, 11-13— 1848/3162 WEBS 3-18=-287/344, 5-18= 202/506, 5-16=-651/541, 6-16= 305/617, 7-15=-306/653, 8-15=-652/541, 8-13=-203/506, 10-I3= 287/344 NOTES- (8) 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; Cat II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS 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 psi 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 430lb uplift at joint 2 and 4301b uplift at joint 11. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - verily dedgn penrmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7472 nev. I&WQ015 BEFORE USE Design valid for use only Win tAlek® connectors. Refs design is txned oNy upon Palalnelors shown. and Is for m Individual txddbV component, not o truss system. Below use. the building designer must verity the applloablity, of design paromolois and FAopedy tncogwrate this design Into the overall binding design. Bracing Ird1caled is to prevent brakling of WWucd truss web and/a chord members only. Adcidordl lemprary permanentoandbracing Welk' Isalwaysrecg4eddotskit -Allyand to prevent coliapxe with rwsstAe petsorr,i tnpay and properly darnage. For genera! guidance regarding the fobrk; otlort, storage, dollvery, erocdon and bracing of Inures and thiss syslorrts, soctANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety, Information available from truss Plate Ins0lute, 218 N. Lee Street. Sullo 312, Aloxond kL VA 22314. Tampa, FL 33610 Job Truss Type 0ty Ply T12304326 WPOO77 Tt2 Hip t 1 Job Reference tional auaaem t-tmtsource, tartpa, vmnt cay, 1-60naa ;5moo r.o+u Aug to zut i mtr es rnausuas. inc. r nu act ry vv:ra:az N t r raps t 10:AeAoATVyRAFF5lmF42W41SypZ(1-t p2Ocj5BTOTI8OxOxim5SIJCgTkgxrsZzUlojyRvVl 1-0 8 t-3 11.6.10 17.0.0 22.4-0 27.8-0 33-t-6 38.6.13 44.8-0 6.1.3 5-5.6 5-S.6 5 4-0 5-4-0 5.5I, 5 SF 6.1.3 5 00 12 5x6 = 3x4 = 5x6 = Scale = 1:80.1 Iy 0 3x8 = ." 17 _ 16 _ 3x8 = 3x4 = 4x6 = 3x8 = 3x8 = 4x6 = 3x4 = 9-9.14 17-0-0 22.4.0 27.8-0 36.10.2 44.6.0 a.2.2 a-9.14 Plate Offsets MY)— 12:0-4-2.0-1-81,16:0-3-0.0-2-41.18:0-3-0.0.2-41,112:0-4-2.0-1-81 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 0.65 Vert(LL) -0.53 16-17 >996 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.17 16-17 >453 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.62 Horz(rL) 0.25 12 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 234 lb Fr = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2'Except' 15.18: 2x4 SP No 1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 12=1700/0.8-0 Max Horz2=-104(LC 13) Max Uplift2=-418(LC 12), 12=-418(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmidpt 7-17.7-16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3519/2133, 3-4=-3309/2016, 4-5=-3205/2025, 5.6=-2643/1681, 6.7=-2397/1613, 7-8=-2397/1613, 8-9=-2643/1681, 9-10=-3205/2025, 10.11=-3309/2016, 11.12— 3519/2133 BOT CHORD 2-19=-1831/3174, 18-1 9=- 1530/2820, 17-18=-1530/2820, 17.20— 1263/2509. 20-21— 1263/2509, 16-21 =- 1263/2509. 15-16=-153512820, 14-15=-1535/2820. 12.14=-1845/3174 WEBS 3-19=-240/298, 5-19=-177/420, 5-17=-584/499, 6-17=-4021727, 7.17=-356/167, 7-16=-356/ 167, 8-16=-402/727, 9-16=-584/498, 9.14=177/420, 11-14_ 240/298 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15it; Cat. 11; Exp C; Encl., GCpI=0.18: MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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.Opsl 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 418 lb uplift at joint 2 and 418 lb uplift at joint 12. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verify deOgn parametare and READ NOTES ON THIS AND INCLUDED il1/rEK REFERANCE PAGE AI111.7473 rev. 10A)M aIS BEFORE USF_ Design valid lot use only with MilekO connectors. this deslgt Is based orgy upon pmomelers shown, and Is lot an Individual building component, not a truss system. Boloro uso, the IxAdIng designer must vedty the clpplk;obillty, of design patamolors and Ixoperly Incorporole this design Into the ovotall txacang design. Btoci ng Indlcolod Is to prevent bucidi ng of WKK4dud truss web antl/or chord mombefs only. Adcllkunal lernpotary and permcinenl txacing MiTek' Is always retpdted tot slctAlly and to prevent collapse wllh possbie petsowA trWay arxd ptopeny damage. Fot genefd g ldcme tegarding the fatrk:allon, storage, dollvory, erection and bract ng of trusses arxf truss systems. socANSI/Mi l Quality Criteria. OSS-89 and SCSI SuBding Component 6004 Parka East Bad. Safety Information ovdlable from trim Plate InsIIMe. 218 N Lee Street. Sidle 312. Adaxantlda. VA 22314. Tampa, FL 33610 Job puss truss type 0ry Ply T12304327 WP0077 T13 Hip 1 t Job Reference Clonal Budden FustSource. Tonga, Plant Coy, Fkuida 33S66 7 640 s Aug 16 2017 MTek Industries. Inc. Thu Oct 10 09:13:63 2017 Page t ID:AeAoATVyRAFF5lmF42 W 4ISyp2gj•V?cOp36gTn8KVl?8neE?dglPiEok2KW?ndDFK9yRvVi 1-0 7.8.14 15-0-0 22.4-0 298.0 36.102 44.8-0 0- 7.8.14 7-2-2 7-4-0 7.4.0 7.2.2 7.9.14 5.00 12 Sx6 = 3x8 = Sx6 = Scale - 1:80 1 Ii0 3x8 = 18 1710 to 15 N 1g13 12 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCOL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2X4 SP N0.3 2x4 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 4x6 = 3X8 = 2x4 11 3x8 = 4x6 = 2x4 11 CSI. DEFL. In (loc) Well Ud PLATES GRIP TC 0.98 Vert(LL) -0.32 15 >999 240 MT20 244/190 BC 1.00 Veri(TL) -0 76 13-15 >697 180 WB 0.85 Horz(TL) 0.27 10 n/a n/a Matrix) Weight: 226 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS i Row atmidpt 6-17.6-13 REACTIONS. (Ib/size) 2=1700/0.8-0, 10=1700/0-8.0 Max Horz 2=-93(LC 17) Max Uplift2=-417(LC 8), 10=-417(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3535/2077, 3.4=-2844/1717, 4-5=-2761/1738, 5.6=•2564/1681, 6-7=-2564/1681, 7.8=-2761/1738, 8-9=-2844/1717, 9.10=-3535/2077 BOT CHORD 2-18=-1767/3170, 17-18=-1767/3170, 16-17=-1474/2895, 16.19=-1474/2895, 15-19=-1474/2895, 15-20=-1474/2895, 14-20=-1474/2895, 13-14=-1474/2895, 12-13_ 1778/3170, 10-12=-1778/3170 WEBS 3-18=0/315, 3.17=-691/551, 5.17=-347/717, 7.13= 347/717, 9.13=-691/551, 9-12=0/315, 6-17=-611/255, 6-15=0/344, 6.13= 611/255 NOTES- (8) 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; Cat. 11; Exp C; Encl.. GCpi--0.18; MW FRS (envelope) and C-C Exterlor(2) zone,C-C for members and forces & MW FRS 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 20.0psf 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 2 and 417 lb uplift at joint 10. 7) 'Semi -rigid pitchbteaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNINO. Verily design penneters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD7473 rev. IAWMIS BEFORE USE Design valid for use only Win 1ATekO Connectors. this design Is based only upon pxlramelers shown, and is for an Individual bul dlnp component. not a truss syslorn. Bofore uw. Ilto lxNdktg dosignei must verity Its appllcabtlly of design parameters and properly Rtcoll"ale INS d0SIQn Into the overall building design. Wacling Indicated Is to txaalrtgr or IrtdNklud Russ web and/ot chord mombers only. Additional lempaary and permanent IxOCing M iTek' rxovent Is always required tot sta Alty and to prevent collapse Win possmle personal Injury and ptopedy damage. nor general Uu ldcme regsUrtg the falxlcatlon. slorago, dolNery. erection and Ixacing of lasses and Irtm systems. seeANSI/rPI I Quality CAtedo. DSB-89 and SCSI Building Component 6904 Porke East Blvd. Safety Informaiton avallodo from Inns Hale Institute, 218 N. Lee Street. Sudte 312, Aloxanclda, VA 22314. Tempo. FL 33610 Job Truss Truss Type ry T12304328 WPOO77 T14 Hip t t Job Reference Ronal masers t-asnsource, t arrpa, runt "ay. rtontas JJauo tit UAW, • s 10:AeAoATVyRAFFSlmF42W41SypZgl-V'7cOp36gTn8KVI?SneE?dglU9EpuZO1?ndOFK y*RvVi 1 6.9-14 13-0-0 19.2.11 25.5.5 31.8-0 37-10.2 44.8-0 458 6 9.14 6.2.2 6.2.11 6 2.11 6.2.11 6.2.2 6-9.14 Sx6 = 3x4 = 4x6 = 3z4 = 5x6 = Scale a 1:78.7 3x8 = 18 17 • o " `U — A. " 13 12 3x8 = 2x4 II 6-9-14 13.0.0 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 II 22.4-0 t 318-0 1 37.10.2 1 44-8.0 6.9.14 Plate Offsets (X.Y)-- 6.2.2 9.4-0 12.0.4-2 0-1-81 (4.0.3.0 0.2-41 16.0-3-0 Edpel 18:0-3-0 0-2-41 110:0-4-2 u•av o•rz o•e-w 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.36 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(rL) -0.92 15-17 >573 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.27 10 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 224 lb FT = 201* LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 *Except' 14.16: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmidpt 5-17,7.13 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=-81(LC 13) Max Uplifl2=-437(LC 8). 10=-437(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3560/2076, 3-4=-3008/1802, 4-5=-2733/1734, 5-6=-3281/2019, 6.7_ 3281/2019. 7-8=-2733/1734, 8.9=•3008/1802, 9-10=•3560/2076 BOT CHORD 2-18=-1773/3196, 17-18=-1773/3196, 16-17— 1688/3226, 16-19=-1688/3226, 19-20=-1688/3226, 15-20=-1688/3226, 15-21=-1689/3226, 21-22=-1689/3226, 14-22=-1689/3226, 13.14_ 1689/3226, 12.13_ 1787/3196, 10-12=-1787/3196 WEBS 3-17=-540/452, 4.17= 413/824, 5-17=-782/409, 7-13=-782/409, 8.13=-413/824, 9-13— 540/451 NOTES- (8) 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.Opsh h=1 Sit; Cat. It: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone:C-C for members and forces & MW FRS 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 lit 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 437 lb uplift at joint 2 and 437 lb uplift at Joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG . Verity design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M11-7473 rev. 1603 IS BEFORE USE Deslgrt vdkl tot use only with Mllek®conneclors. lhth design B Ltased only upon parameters shown. and Is for an trWMdtal txddrg component. not o Russ system. Bototo use. the txdcklg cleslgnat roust verity the arolcot llty of design patcxneters oriel propedy Rtcotpotato "design Into the overall txdcUV design. ewckV Ridiculed Is to ptevenl txrcaing of IrxlMdual Russ web and/a chord members only. Additional ternlxxary aril pennartent txcr- tg MiTe k' is always reclrkod to sicfitilty artd to ptevenl collapse with possRle petsonul"artd property dunnage for genetai gu kince regardirg the 6904 Parke East Blvd. k9xicalkxL storage, "Nary. erectkxl and txocing of trusses and Russ systems. seeANSI/IPI I Quality Criteria. DS649 and SCSI Butiding Component Tampa. FL 33610SafetyInformationavailbleRomRuaRoteInstitute. 218 N. Lee Street. Stile 312. AlexancIft VA 22314. Jruss russ ype ty PlyJob T12304329 WP0077 1,-:s Hip t tI Reference (optional) Builders First50urce, Ternpa. Plant cry. FarWa 33566 7.640 a Aug 16 2017 tAI sk Inausitres, Inc. 1 nu LXI IV 00:13:54 2011 rage 1 I0:AeAoATVyRAFFSImF42W41SypZgj-zCAnt P7SESGB7SaKKMIEAtrcZd8Y1mg90HzotcyRvVh 1-0 s-9.14 11-0-0 18.7.4 26-0.12 33-0-0 3&10.2 44.8-0 -8 Ti:14 5.2.2 7.7.4 7•S 8 7-7.4 5.2.2 S-A14 -0 5x8 = 500 f 12 2x4 II 4x6 = 3x8 = 5x6 = Scale - 1:78.7 3x8 = 19 18 16 t5 13 12 3x8 = 20 11 30 = 4x6 = 5x8 = 2x4 II Sx6 W8= 3x8 = 20 11 5.9.14 11.0-0 t8-7-4 26.0.12 33-8-0 38-10.2 1 44.8-0 5-&14 5-2-2 7-7d 7.58 7.7.4 5-2.2 5-8.14 Plate Offsets (Y Y)-- 12:0-4-2,0-1-81,(4:0.5-12.0-2-81,(6:03-O.Edae).fe:0-3-0,0-2-41,110:0-4-2,o-1-e1 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 0.85 Vert(LL) -0.40 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(k) -0.97 15-16 >546 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.30 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 226 lb FT = 20'e LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.6: 2x4 SP M 31, 6-8: 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz2=-70(LC 13) Max Upllft2=-457(LC 8), 10=-457(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpi 7-16,7-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3573/2063, 3-4=-3162/1869, 4.5=-3824/2315, 5.6=-3824/2315, 6-7= 3824/2315, 7.8=-2897/1793, 8.9=-3163/1869, 9-10=-3572/2063 BOT CHORD 2-19=-1766/3208, 18-19=-1766/3208, 17-18=-1481/2877, 16-17=-1481/2877, 15-16=-2017/3821, 14-15=-2017/3821, 13.14=-2017/3821, 12.13=-1782/3207, 10.12=-1782/3207 WEBS 3-18=-381/332, 4-18=-104/379, 4.16= 627/1214, 5-16=-431/372, 7.15=0/301, 7.13_ 1192/617, 8.13=-428/870, 9-13=-378/331 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=3.Opsh h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS 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 457 lb uplift at joint 2 and 457 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - V#d* dedfin Parametma and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.703 MV. 1402MIS BEFORE USE. Design vaild for use only with Mllek®conneclors. This design Is based only upon parametets Yawn. arxi Is loran Indl"KA LAWN component. not a truss syslorn. Before use. the txAc6lg designer must vodtV the applicability of dosion parameters and property hcor osato this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Add illo al temporary and permanent tracing MOW is always required lot stability and to prevent collapse with postxo personal Itlaay and property damage. For genercd yukknce regarding ite tabdcatbn storage, dfelfvory, erection and bracing of trusses and Iris SySIOMS. seeMSI/TPI I Quality Cdtarla. DSS•69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Irus Plate Institute. 218 N. too Strout. Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job us1I ru$a I ype ty T12304330 WPo077 Tt8 Hip 1 1 Job Reference (optional) tduaaefs rusibouice, range, Hram Gey, Fgaaa 33565 r 54u 11AU9 16 Zu1 r MI ex Inausrnres. Inc. t nu ;.XI Iv UU 13 55 LU1 r rage I ID:AeAoATVyRAFF51mF42W41SypZag-ROkgEk84 OO2kbgWu3HTi5NomIXf1KitF1aMP2yRvVg 1-0 4.8.14 9.0-0 15-11,14 22.4-0 28-11-2 354-0 38.10.2 44$ 4.11 14 4-2.2 6-8.14 6-7.2 6.7.2 641-14 4.2-2 4.9 $14- 0 0 1 0 Scale = 1:78.7 20 II Sx6 = 3x8 = 4x6 = 3x8 = 5.00 12 5x6 = 4 5 6 7 8 8 r ¢M 3x8 = 17 16 15 14 13 3x8 = 3x8 = 6x12 MT20HS = 3x8 = 6x12 MT20HS = 3x8 = 9g-0 4 158-14 22.4-0 28-tt-2 35.8.0 44-a-0 7frA.td A.7.9 A.7.9 A.A.1d A.n.n Plate Offsets (XY)-- 12:0-4-2.0.1-81,14:0-3-0,0-2-41,16:0-3-O.Edgel, 19:0-3-0.0-2-41, 111:0-4-2.0-1-81 LOADING ( psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.53 15 995 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 1.22 14-15 434 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.30 11 n/a rVa BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 221 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 1 Row atnlidpt 5.17.8.13 REACTIONS. ( lb/size) 2=170010-8-0, 11=170010.8-0 Max Horz2=-58(LC 17) Max Upllit2=-477(LC 8), 11= 477(LC 9) FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=- 3509/2066, 3-4=-3320/1916, 4.5=-3061/1835, 5.6=•4760/2795, 6.7=-4760/2795, 7.8=-4760/2795, 8.9=-3061/1835,9-10=-3320/1916,10-11=-3509/2066 BOT CHORD 2-17=- 1775/3162, 16-17=-2326/4348, 15-16=-2326/4350, 14-15=-2329/4350, 13-14=-2330/4348, 11-13=-1791/3162 WEBS 4-17=-478/ 974, 5.17=•l558/861, 5-15=-256/538, 7-15=-338P296, 8-15=-256/538, 8-13_ 1558/861. 9.13- 478/974 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpt=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown, 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 to 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 477 lb uplift at joint 2 and 477 lb uplift at joint 11. 8) `Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Verily ded9n porameten end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1118.7479 rev. 1802ao15 BEFORE USE Design valid (of use orgy vAlh MlloW connoclots, TM design 8 based orgy upon parameters shown, and Is la an i dllvld al building component. not a liuss system. Solofe tee. Iho building designer must verify the applicability of design parameters and pfoloody hcoipoialo this design Into the overall ding design. Bracing In ilcatod is to prevenl budding of Individual truss web and/or chord members orgy. Additional temporary and permanent bta ci ng MiTek' S always reof trodtostabilityandtopreventcollapsewithpossiblepersonalhnflayandpropertydanage. Fer general guidance regarding the fabncotim stooge. delivery, erection and brocing of trusses and truss systems weANSI/TPI I Guailly Criteria. DS8.89 and BCSI Building Component 6904 Parks East Blvd. Safety Information available room truss Plate Institute. 218 N. Lee Street. Suite 312. Alexanal t, VA 22314. Tampa. FL 33610 Job fuss Truss Type ty y W P0077 1,-:7 Hip Girder 1 2 33], Job Reference(optional) ounaers rnc ovuwe. w rya. r,am —Y. rw,wa .a.ww 1— . -..v ,........... ..............,... -... ..v. . ID:AeAoATVyRAFF5lmF42W41Syp2ql-GYSOVoCraE9CSWcgFKNryMdx4Si dRGidWg*diyRvVa 1-0 4 U 5 7-0-0 11.5.13 15.9.14 22 1.16 246.1 28.10.2 33.2.3 37.8-0 40.7.1 t 4441.0 4b 8 0 445 2.11.11 4.5.13 4-4.1 4.4.1 4.4.1 4.4.1 4.4-1 4•S•13 2.11.11 445 -0 Scale = 1:78.1 5.00 12 8x10 = 36 If 5x8 = 3x6 II 6x8 =5z8 = 3x6 It Sx8 = ex10 = 4 24 526 26 276 28 29 7 30 8 31 9 32 33 34 10 35 36 11 37 38 12 5x8 — 23 39 22 40 41 42 21 43 44 20 4S 46 47 19 48 49 78 5o 51 17 S2 63 16 5x8 = 4x6 = 012 = 1Ox12 = Sx8 = 3x6 II IOx12 = 3x6 II 5x8 = 445 1 4._. c,{ 14 a e_-, t .e02 3e2-r3 es8ra 2tt.tt 4- 0-015o 93: 1.170_14 n e Plate Offsets (xY)- 2:G-4.0.0.2-14).(4:0-3-4.0-4-12).(12:0.5-0.0-1-111.114:0-4-0,0-2-141.118:0-6-o.Edget.(21:0-6-0.0-6-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.46 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -1.05 19.20 >501 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 HOrz(TL) 0.17 14 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 678 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc puffins. 4-8.8- 12: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3581/0-8-0. 14=3581/0-8.0 Max Horz 2=- 45(LC 28) Max Uplifl2=-1202( LC 4), 14=-1202(LC 5) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-8414/2839, 3.4=-8455/2876, 4-24=-11555/3945, 24-25=-11558/3946, 5.25_ 11560/3947. 5-26=-11556/3944, 26.27=-11556/3944, 6-27=-11556/3944, 6-28=- 15041/5114, 28.29=-15041/5114. 7-29=- 15041/5114, 7-30=- 15041/5114, 30-31=•15041/5114, 8-31- 15041/5114, 8.32=-15041/5114, 9-32=-15041/5114, 9.33- 13857/4715, 33.34=-13857/4715, 10-34=-13857/4715, 10.35=-13858/4716, 35-36=-13858/4716, 11-36=- 13858/4716, 11-37=-7994/2727, 37-38=-7992/2726, 12-38= 7989/2725, 12-13= 8442/2869, 13-14=-8396/2830 BOT CHORD 2-23=-2559/7698, 23-39=-259517884, 39.40=-2595l7884, 22-40=- 2595/7884, 22-41=-4642/13866, 41-42=-4642/13866, 21-42=- 4642/13866, 21-43=-4642/13866, 43.44=-4642/13866, 20-44=-4642/13866, 20-45=- 5046/15052, 45-46=-5046/15052, 46.47=•5046/15052, 19-47=-5046/15052, 19-48=-5046/15052, 48.49_ 5046/ 15052, 18-49=-5046/15052, 18.50=-3875/11567, 50-51 =-3875/11567, 17-51- 3875/ 11567, 17.52=-3875/11567, 52-53=-3875/11567, 16.53=-3875/11567, 14-16=-2563/7680 WEBS 3.23=-129/346, 4-23=0/528, 4-22=-1472/4311, 5-22=-558/325, 6-22=- 2730/924, 6-21=0/319, 6.20=-453/1400, 7-20=-466/294, 9-19=0/359, 9-18=-1424/ 491, 10-18=-460/270, 11-18=-887/2705, 11-17=0/375, 11.16=-4210/1454, 12.16=-714/2546, 13.16=-128/354 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131-x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 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= 4.2psh BCDL=3.Opsf: h=15fl; Cat. 11; Exp C; Encl., GCpi=0.18, MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on Dade 2 I& WARNING- Vedry dedyn penmefert and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 mv. I&V2MOIS BEFORE USE DeslWt valld for use only vA1h Milola® connectors this design Is based orgy upon parameters shown. and Is for an trW Adxl building component, not bal a Irun system. Before use. the king dmppl esigner usl verify the alcablilty, of designm Maoters aW properly Incorpotalo this design Into the ovorall building design. Bracing Indicated is to buclehtg of IndfWtudl mass web and/or ctard members only. Additional temporary and pormarwnl bracing MiTek' rxevent Is always ruffedfaslabillyandtorevent collcrAe withpossmKf porsoral Injury and rxoperty damage. rot general gukknce regarding the 6904 Parke East Blvd. fabricatim storage, delivery, erection and tracing of misses and Inra systems. seeANSI/TPI I Quality Clteda, OSS- 69 and SCSI Building Component Tampa, FL 33610 Safety Information available horn truss Plate Institute, 218 N. Lee Skeet. Suite 312. Alexandria. VA 22314. Job uss Truss Type oty Ply T12304331 wPo077 T17 Hip Gadat 1 2 Job Reference (optional) Builders FirstSource. Tampa. Plant City. Florida 33566 r 54V s Aug 16 zu1 r Mn ex mausares, Inc. rnu r.ro1 1v usa+:u1 zu1 r rage z ID:AeAoATVyRAFF5lmF42 W 41SypZgl-GY50VoCraE9CSWcgFKNtyMdx4ShdFizvBdt9gdiyRvVe NOTES- (11) 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1202 lb uplift at joint 2 and 1202 lb uplift at Joint 14. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 323 lb down and 284 lb up at 7-0-0. 105 lb down and 107 lb up at 9-0.12. 105 Ib down and 107 Ib up at 11.0-12, 105 lb down and 1071b up at 13-0.12, 105 lb down and 107 Ib up at 15-0.12, 105 lb down and 107 lb up at 17-0-12, 1051b down and 107 Ib up at 19-0.12, 1051b down and 107 Ib up at 21.0.12, 105 Ib down and 107 lb up at 22-4.0. 105 lb down and 107 lb up at 23-7-4. 105 lb down and 107 lb up at 25-7-4, 105 Ib down and 107 Ib up at 27-7-4, 105 Ib down and 107 Ib up at 29.7.4. 105 lb down and 107 lb up at 31.7.4, 105 lb down and 107 lb up at 33-7.4. and 105 lb down and 107 Ib up at 35-7-4, and 323 Ib down and 284 Ib up at 37-8-0 on top chord, and 394 lbdown and 93 lb up at 7-0-0, 81 Ib down at 9.0.12, 81 Ib down at 11-0-12, 81 lb down at 13- 0-12. 81 lb down at 15-0-12, 81 lb down at 17-0-12, 81 lb down at 19-0-12, 81 lb down at 21.0-12, 81 lb down at 22-4-0, 81 lb down at 23-7-4, 81 lb down at 25.7-4, 81 lb down at 27-7-4, 81 lb down at 29-7-4, 81 lb down at 31.7-4. 81 lb down at 33-7.4, and 81 lb down at 35-7-4, and 394 lb down and 93 lb up at 37-7.4 on bottom chord. The design/ selection of such connection device(s) Is the responsibility of others. 11) - This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 54, 4-12— 54, 12-15=-54, 2-14=-20 Concentrated Loads (lb) Vert: 4=-276(B) 12=-276(B) 23=-382(B) 16=-382(B) 24=-105(B) 25=-105(8) 26— 105(B) 27=-105(B) 28_ 105(8) 29=-105(B) 30=-105(6) 31=-105(8) 32=-105(B) 33=- 105(B) 34=-105(8) 35_ 105(8) 36=-105(B) 37=-105(8) 38=-105(8) 39— 58(B) 40=-58(8) 41=-58(B) 42— 58(B) 43=-58(B) 44=-58(B) 45— 58(8) 46=-58(B) 47=-58(8) 48=- 58(8)49=-58(B) 50=-58(B) 51=-58(B) 52=-58(B) 53=-58(8) WARNING - VMIy dedgn paramsfms end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N67473 rev. /d032015 BEFORE USE Design vdkl for use only with Milek0 conneclots, this design Is bared oNy upon barometers shown. and h for an kxlNkAal building comlwnent, not a truss system. Before use. Iho building designer must verity the appllcdblilly of design bxramelers and rxopedy lncogwtate this design Into the ovetc, bxldho design. Bracing Wilcofed is to buckling of Individual truss web and/or crowd members oroy. Additional temlwrory and permanent txaclrlg MiTek' txevenlis always recphed for stability and to prevont collapse with possible personal "and fitoperty carnage. For generai gUdatce regarding the 6904 Parke East Blvd. k-"Icalbn storage, dellvery, erection aria bracing of trusses anus truss sysfains, soeANSVIPI I Quality Criteria, OSS-69 and SCSI Building component Tanga. FL 33610 SalaryIMdrmallonavailablehornlrlgRateInsilMe. 218 N. Lee Street. Srlto 312. Alexambla. VA 22314. Symbols Numbering System General Safety Notes 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. 0-1/ 14, For 4 x 2 orientation, locate plates 0-'44' 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. 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/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS 5 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 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' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on 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 portles. 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 wone 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. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type. size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better man mat 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, ar less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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. 6EARW6 HEIGHT 5GHEPLLE U 44-8-0 IPAMELE i 6 CJ5 CJ CJ5 1 y CJ5 19 CJ3 CJ w CJ I I m r I III In W Ln I II II I ILEA IL,, IW CJ3- Ln I ti c I I II II I I II I I I II I I I I b u u u u 17 4 0 7-4-0 20-0-0 44-8-0 0 0 0 0 NOTE5: 1) REFER 10 HID 91(RECCMMETDATIONS FOR HANDLM INSTALLATION AND TEMPORARY BRACN6) REFER TO EN6INEERED ORAWIN65 FOR PERMANENT DRACIN6 REOWED 2.) ALL TRI %E (WCLLDIN6IMME5 Mat VALLEY FRAAIDN6 MI15T bE COMPLETELY DECKED OR REFS TO DETAIL V105 FOR ALTERNATE BRACING REAUIREMENT5 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED BY BNLDER 4 ) ALL TRL%E5 ARE DE516NED FOR 7 o c MAXIMLM VACIN66 LKE% OTHERWISE NOTED 5) ALL WALL5 SHOWN ON PLAMCENT RAN ARE CONSIDERED TO DE LOAD BEAM& LINLE% OTHERWISE NOTED. 6.) 5Y 1 TRUSSES ML15T DE WSTALLED WITH THE i0P DEIN16 UP. 7) ALL ROOF TW% HAN&ER5 TO DE SIMPSON NTLU26 LP1.E55 OTHERWISE NOTED. ALL FLOOR TRU55 HANSER5 TO DE SIMPSOJ THM22 ME%OTHERWISE NOTED. B.) DEAWHEADERALINTEL (IDR) TO DE FURNISHED BY MWERR. SHOP DRAWING APPROVAL THIS LAYOUT PS THE 50.E SWRCE FOR FABRICATION OF MISSES AND VOIDS ALL PREYPA AMITECTMAt OR OVER TOM LAWS REVIEW AND APPROVAL OFIHISLAYOMMIST BE MEWED DIME ANY TftWS WILL DE JILT. VERIFY ALL C"TIONS TO N5URE AMN5T OW65 TINT WILL RESMT N EXTRA (MUE510 YOU 1,4-uA hnaU Mu PA. uilderBFslrstSources Orlando PHONE: 407.851-2100 FAX: 407-851-7111 Plant Clty PHONE: 6I5-754-5951 FAX 815-752-*32 LE' Ashton Woods 1551 Halley S Gr lILUAR11%. HIISIAM WP0071 nI c 8-11-17 1 Josh RECORD COPY City of Sanford Building and Fire Prevention Product Approval S cification Form Permit # # 1 7- 3 1 9 6 ! SANFORD h Project Location Address 3"1 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 Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed Corp Roofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les 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 Lomanco Aluminum Roof Louver FL3792-RS Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 BA" 17 Florida Building Code Online Business & Professional Regulation r SCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats Q Facts I Publications I FSC StW I acm Site Map I Links I Search Florida r *Product Approval I USER: Public User0't'f1`-- e r Product Approval Menu > Pmdurt or Aoollatlon Search > Aooilea iiia List > Application Dotall 0 OFFICE CF THE FL FL15000-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rlckw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall 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 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect httpsJ/Floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtOquS73Fr2ZyiPozAnABCzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 1/3 u 6/9/2017 Florida Building Code Online Sections from the Code _ Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/OS/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star' 68 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes F1.15000 R2 If INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.3 c. 'Fiber Classic' or'Smooth-Star" WO 'Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 Il INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 I d. "Fiber -Classic" or "Smooth -Star" 18' 0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 It INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of'7" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 I e. "Fiber -Classic" or "Smooth -Star" 18'0 "Non -Impact" Glazed Double fiberglass Door - Outswing Inswing (XX Configurations) https:/AoridabLilding.org/pr/pr aM 00.aspx?param=wGEVXQwtDquS73Fr2ZyiPazAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6WO17 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.S for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" WS "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 1I INST 1S000.6.3df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]' part number doors, which have been stained or painted within 6 months of Installation.) Eh lE Contact Us :: 2WI Blair Stone Road. Tallahassee FL 32M Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses arc 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 mall. If you have any questions, please contact 850.487.1995. *Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Oepartment 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 4S5, F.S., please c11dc here . Product Approval Accepts: 5M &_ Credit Card Safe https://noridabLdlding.org/pr/pr_app dtl aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a%o2fuCfc2MRiSC82w%3d%3d 313 g R-MECERMA s 2•-.'. ):. v`k r•`i 15:``•:i.i,••21 :1; 74 4 1.1 i \` • m dd PA!(B lVIDiH 3 OOOR PrIIELrROSS SEC7fONG t. INIMIDE 3 L L •jam'. ,,. pi; .%i cS Sys CMIOR INTERQR a u1nN srnE O _ ( FlBER CLASSIC) ice.. •iy M P ¢ OOOR Fiber Classic0_ I i? I a 0 oae f la 4 F1RfCE STILE 8 BO7T0lA RAIL WAD NMI 9 FlBER CCA551C) (FIBER CLASSIC) r21 VERTICAL CROSS SECRON ses rh dK o 3 DOOR PANEL asc on LFS 3 M.- es. d FL- 16000.3 0 1 SAW 3 at 12 Oe PANG WIDTIi Q KIP a 5 SIDFIITE PANEL Smooth Star lIGLASS ctss 7Hic Ce 34J 1/0a lOB Gt %_TEMPERED GLASS AIR SPACE a' PERO CLASS 1/2' MIN. GLASS TMK aa TEMPERED GLASS AIR SPACE ZERO GLASS E , 1 al WS't t NOIL HORIZONIAL CROSS SECTION Y sioa,E PANEL 1'6A' I f+-1 C- ant-+: rnrV, `` B 42 PLASl,C UP LfiE ""ME%1 PLP tlrE AL11AE g=2L1i t7C, RtNEO PVC EXASftC SNC 2 \ vmnckL CROSS SECIbN SIDa iSIDE11rEPANEL I 1. 5pae'utpfor ttam #2.4 ar !{, (Me home eerowa) eats D2 Iwo W.IS; 12 i 1531' I F+I$f- is as fallow From the bottom up on sWes; W. wM ( 7) mare epaaod at 9.875' o e. !hare ore (2j M or. JK 11 Mws bath top and ba tom at 2.125' in from each 1 42 S1DEtIrE TOP g SOMM RAIL i1 S,DE7 E BLANK SIDE STILE So wmer. a FMCFR J—= PONDEROSA PD1F., S 0.43 ANGER JOINrEV PONDEROSA PINE SOm0.43 i M-L--a 0 46 49 lit r ir......• P.` g i,,gj i 7 rrfl tr `$ 3a7od 66 T. The ddaGte do OcO sot 6Tto the Jamb wo (72) Rom A143 a IS x 2' pfh Mood eamw. Thane am r 1J (4) at each vertfool Jamb. from the top dam at 75 1J.5, 31' 48.r & Sr Timm am (2) at the 1-tJ4'AglL 21 18 header at 4' from the oAdde aornen of the EMIL (m) forme. Them are (2) at the z% 4' from the aabrde eamen. A'1E81PB HOR=NrAL CROSS SECTION 7 ¢ 4E 10484) BI49 E Js*m L 17 1J 45 C-sm B 43 73;ye,' 8 c L Y• -S: % AMVE cl 1f>B ro SEE NOTE 1 J5 9 43 A 21 oaa 24w 2 t0 i8 i2 taus N.T.& 011a. eri JK e 2 HOR OML CROZ SECTTON 1 HOR1Zowx CROSS swwn °° el iFS 3t y oouee im., T 18 FL-1500O 3 c newZ v12 O w} I I SHOWNNF13R MASONRY 49 I i REFERENCE OPENING I 1 I MASONRY s 9 d MULLIONII II ENING AD JAMBS sHM FOR 1 U i REFERENCE I11I 1 Zx BUc II a 2X SUCK II II 1 II ASTRAGAL i I I FOR1Rom( SHOWN OR REF i u€ REFERENCE II 1 II Q t II i II 1 II i II i cdo w!. II 1 Il DOUBLE BUCK W/SIDELIT75 ANCHORING I E--S DOUBLEIfi DOOR INSWING MASONRY OPENING Cb!lCRFJEANCNOR MDTE£ T. trAxotfans althe r nwybeadpafbd fo mafDtahl QI9 m9t 2X BUCK wive d3falm to rreaAarjdnh 2. ConeMlyandxrboafloranofedas9NAX.ONC9Mr nvdbea*xI`edto n?g*fds ft m¢I. edge dMmm to ma* rlo&ft oddtimdconaele cux;1 as nWbereglAedtoemswet*%EAXCNCe4Wdbieiranaenatexteedea a ComaefeandlartcftE nW • TAPCON 1/4, mir r 4 EflA 1/dONI I II MULLION II SHOWN o I I sioWN FOR a9 REFERENCE II TYP. Hm II do JAMBS II II II II II II II If II II I I MULLION II SHOWN FOR II REFERENCE II II 11 If MASONFn OPENINC 2X SUCK oj cdd r, i a° c 02 4 12 Me N. TS. a ,a JX ' a c tns OFS 3 FL-IS00OJ u a c1B6iTAcMwffi6? laS 14W a E z Bffi41d V TYP. , n TYP. TYP. a AS 40 s?s' aas G aMcr air OV U6r tn SEE NOTE 1 g 0 0 aIQ Bgm. ASTRAGL DETAIL t 4 12 mum N.TS5 am n a 1. THE AS A X BOLT HAS A 3' THROW AT THE TOP oac = LFS one*& m, AND THE SCMhL FL-15000.3 u a J1v12 Y T.-HERMAITRU THERk4A TRU DOORS T Its AIoufflot . rue.. JKDM MIOM. OM t9617 FIBER CLASSIC / "SMOOTH STAR° 8'0 INSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT° GR48ZALM M I. This Prodba bwwWualed orvd tstrl aonplat vv3hNseSEr F;d on l q RoAda 6 g Code IFsq sttuchtrottequietnatbischrdin9 4re t VatodMHuaScmoe7an6' M1t}. 2 ft dudacfmsg0baasWWaWspaoedastarmandvtols.M twren• mOne Mtobosa eoterfd shd be beyond wcJ dlas ft ard=cm a WhenumdOsUse'FMQ'1F1rp1od ltmglkedfobepmtodWvAhanElpocttedttonf vat spMotoom WvahSet@as1626titheFr— d. Wlsmmdln arem outside df11e IAW regJftwad bmw doW poledlon ffds produd6 mgded lobeprofodedwM%cm irpad trsls,f arm ft fhotoomplksWHb$eeQon 1619]2of 8se FfiG d fbv2r dttd Gann cotalproEofyandvi of fhm tadts shy be Nle sane enUotstsosvn fa2t buccmamycambtr brL 6.sl ccxta tgtwdevidelnsfntedetotrofftfSdmwbecegtdefAwetMwwbtpano"try ettt$a_d erlp5s or ariliDecf. 7. ftproductdoe5not~lh9wl2erb,Mallatrequsemer*Ibrtba"XVW.WdvbrpurU ShMbe ktstc edaiv innaNsobTidble aeca aothobAobfalocafotapmfected branoredso ga oatapy tat InatplebetwmfheWa cfom watomhavtodkfetsNon4! deam- 2 VjrmAx SEE MAL -el SHEEf 6 y nntrnrC luzzo mm rAfSiMys ldPllf ow SfE DusaSHEET B/ SEE SKW 6/ () `'l xx li-..n"`. '.j7 7_ 7z7-P— I® Y 1 1 1 1 1 3 I FL-15OK4 I IA 1 * 4 " 55 EXTMOR SN4 4-1 Dix 36WMAX c DOOR PAKELWOTH 141 I'N HORWMM CWW SWWN V DOOR PANEL 4=; I-W EXTERIOR WTERIOR ke C lb srv) BID (MAftAR) t, LL- RE DOOR PANEL ram q 1sw 57 02/24/12 GROW W=o mft M-74M I DOOR PMEL mn a 2- QfJ2 30 TO 1 16 13 13 r rrr jjul s` 31 V d'o e i'$ al 1 17 I 17 a. a d itBey r • 39 . 42 :.. ,•' 316 d 17 F < r SEE NOTE 2 0 EXTERIOR Io¢e xa alos •1v,'.. aiSEEwas G1 f r NOTE 2 45 46 SEE NOTE 2 A i rh y::' t •' c 47 VERTICAL CROW SECTION V Shown wllx sub -buck 28 4o x'd:• • y 42 iS OPTIONAL SURFACE BOLTS ON ACIIW PANEL w 18 73 SEE OEM PRESSURE CNARI) 30 31 SEE NOTE 1 a •' : •• y a . a i s . ` .t 1. The s de8te to dbwt Ce Into the Jamb with (12) 4 a a Mfh- m #43 a I8 x 2' pwood mew. Thee are (4) a• r . li at each veWcal Jamb, from the top down at 13S 31 4821' & 66. Them are (2) at the header at oft 4 12 N 7S 4' fromtheouWdscomersoftheforma. there are 113 0 fe x 2-1/2' pfh. wood some at the o M JK yc Lps 1 4' fromthecuWacomer1VERT CAL. CROSS BECKON 2 VEIMAL CROSS SECTION 2. OP7MKAL SURFACE BOLTS ON ACTW PANEL som L 1 ^ F-1500040 5 5SEEDESIGNPRESSURECH4M) aoe -A- erg O 3 px 3e 11 cog z Dark SEE NOTE 1 t . 1. Tha sdeffte to direct set kdo the jvnb ltirim43with (12) Ran 10 a f8 x 2' p(h. Wood e i e mw. There am (4) at am* v"ool 4 tl R - jom4 from the hop down at 13S . 31'. 46..i`•' & 66'. Thera are (2) at the header A0T1VE Y = e$ a m at 4' from the outsfde comers of the r.,• {A ra, t's17F1.1 r . frame. them are (2) 113 a #8 x 2-1/r pfh. woad trsew at the 6A 4' from the autdde oamem. ts` •'4 :t v is ss 30 n INTERIOR 36 s aAS 41 29 44 36 DETAIL gk 29 77 16 OPTIONAL SURFACE BOLTS ON ACMIE PANEL ItiN StP amm PRt55M awm TTiPJ m 1WEM8 3 HORIZONTAL CROSS SCOMN 22 al?A1Ut 33 cK 8 T SEE NOTE i 8 43 33 MCIIVE ACTIVE 10 G1 4J:: `;ip jy.y 'f11 aj. I r '•({ y lri •ft, ilf .{I L 13 it>TERIQB 44 36 4 8 10 37 43 oae 4 r2 gamm cma N.T.S. TB cm an .°( a I t 1 HORRONYAL CROSS SEOJION • 2 HORIZONTAL CROSS SECRON K 1 6 FL-15Ooo.4 a 0- arm O 7.:. r1. MASONRY II II OPENINGII TYP HEAD I IJAMBSASTRAGAL II l SHOWN FOR I IREFERENCE 11 r 112XMICKI( 1 II IkMULUONSHOWN FOR II 1 SHOWN FORFOR I 1 11REFERENCE li REFERENCE 1 II r Na II 1 II II r II n. II 1 II II II y.t nOUBNE ODOR W/Sron= RUCK ANCHORING 2X c NCI:QEANC fOR NOtB; Coaero arediarbmgore at the comers maybe aetj<ectedro maDda4N fhe may edge d[ttarrce ttmorlarlaink 2 ConcmteanChorboatbmnotedas%LAXONC94Wn rtbeaefjtebedto ma2themin.edge d6la =tommkrjohkaddUldaanaeteardras mcyberequdedto endue the WAX ON C E Ntt W dhmdan cm rot aaeeded 3 Comte widarPoble: AIN ffw TAPCONe am ULTRACON t 4 1-Ur r II II II II II II II II IL TYP. HIM JAMBS I II II SHOWNNFOR II II REFERENCE II II J II I II MULLION III II SHOWN FOR II II REFERENCE II II II II II II II MASONRY. 2x I-+-{— 9- r1- 41- TVP. EAD JAMBS ASTRAGAL SHOWN FOR 1 REFERENCE 1 gam t 1 and ElOUBNE ODOR BUCK ANCHORING FL -two" sg DETAIL a' CONCWEAICHOR L Commle am: tarboagcm at the comas maybe ac@nlad to min fftemh edge ddance tomortarjiahk 2 Conabtoandwbaaffuunoted OrWX.ONCtMWm[WbeodjfeJedto nK" c?tNtemlh.edge dMorwetomorfor)o f4addCondcorl7eteandxrs maybe mq[ded to emn the VAX ON C54W dfm wabn we not w= doa 3l Conuete andloHktfe: y'... Ow'. J r7WIR htahaum a • _7 t - - 1. Malah a m$l6' edge dthalae.l woodremvs to prwwttm spff fng atwood 7} 1E56 (2) ANCHORS- REO' D ONLY WHEN DP > 47 PSF 777 MASONRY raw euox OPENING 1 w Iz eucu FRAME TM IFAD t JAMBS O SUM x eucNc TM. s fE' 0 i 1 1i - BOLT i10pErAiLIs13OETA[ EW LT SMKE PLATE THRESHOLD i i O C in 02 4 2 Mrs. 6 a sn JX t. an !FS coo lea FL- ISOW.4 6 oQ g Ind e 0 73 W/yt BOCK MASONRY f1aTTL1AT1oN OPENING JS W/IY nuCK TYPES Ei1D aJAMFRAME v 2X BUCK yg I I• DETAL 'J*jolmrAL VIEW A k 1 L L STE OELUL • o ITYP. SLLL IIf l B' — Doz OOOR A' OOWWWAKCHORNOTM T. Cancefoandrerfaoalialcalfiecanes msybeacfttvWtomakifull the mBL edge d3tanco to mortwick d. 2. Conaehs andw looaftis noted as 7" ON CENM "mlot be O*Wed to mc&# Oh the u t edge dllfanoe to nwftrfohbr, add kmdoanaete anahars nWbetoglmed to gram the 7AA1L ON C94W d011araion as not mmooded. 1 Ctxvl9eanfiortobfet MERV SIX DM ' 4' HIM OPEN1fVG _ 4"S FRAME 2X BUCK tqo 14 Tip. SILL T• 1 49 W/ 2X SUCK19 0 31INSTALLATION ZU, CoN48 330T OETAIL ' 2' g ASTRAGAL do SURFACE BOLT STRIKE PLATES ® HEAD a TFFFF 31 JT 0 o 24 T2 30 o JO 6=4 N.T.S. as on JK oj LLtt• m LFS SURFACE BOLT STRIA PLAT—A o THRESHOLD 1J000. 4 In arm r 3;f d lase' 1BS6' 2o.se lss 14 J!' ; P s KEE 27 27 p' 27 a TYP. Typ. e e o e e e Ar e u 191P r 07 ass oast TSEE NOTE 1 2< D N.rQ$ lu T2 s w , Rc n 1. THE ASTRkGAL BOLT HAS A 3` THROW q THE TOP opc e LFS 3 AND THE SOrMm. »y FL— iS000:< 11or12 p ARW ca NY oR7sz° a14J sue,. • o ® O 2` $ c+acer --F nosm g • sm 46 SMCE BOLT LIVES..2S- SM 1 F—A • g`_ L I 1sd OsuRFmz EaT snww P Air ! 7z wm iumNm 2S i AUn6ea1 I" wm MR Lsxr EI sm sm. _ MA NC FINGER JOINED POMMS4 PME, SG--M43 v m 7 ® RISWM DOOR ROITou SWEEPsm Mt .080- 14AX WALL, 9 n 05, WL WkL t.:) r<-: is ,_..• ' T am 09,42411 WKD 19 $ F7 c !10lRIN e F 1H1i641 ^ um N TS ALMMUM NN _04A Wd rrAf 050- TIiK WALL. VIN11 L. 15 BD BO oT wt Or. vs 0. 09' EXTRWED VMYL. WALL O0sm Nu FL- 16000.4 OnT 0, ar-M R W R W Building Consultants, Inc. B Consulting and EngtaeaftService& for the Building Indastry C PA, Box 23Q V*h1co, FL33S9s PS000 813,6999197 FlorldoBoard o1Pro&a9ow1Sndmrr OWf1rataofAwhmlradonNo.9813 Product Category Sub Category Manufacturer Product Name Swinging Thenna- Trp Corporation Fiber Classic" / "Smooth Star' Doorss r13derfor Door 118 fndustrlst Drive 8'0 inewrng wand w/out 8idelltes Do Assemblies 6dgsrton, OH 43517 Fiberglass Door Phone 1 2e8-1740 Mon-Im sot• Soopa: This Is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndpn F. Sphmldt P.E. (syatem ID # 1098) for Therms Tru Corporation based on pule Chapter No. 6tQ20-A Method 1 D of -the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon R Schmidt, P.E- do not have nor YA. aoqulre financial interest In the company manufacturing or distributing the product or in any other entity Involved in the approval praosss of the product named hereln. lrrnitallons: 1, This product has been evaluated and Is in oompllanoo with the 6th Edition (2014) Florida Building Code (FBC) structural requirements Ihofuding the'Hlgh Velootty Hurricane Zone° (HVHZ). 2: Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing oratucco. S. When used in the °HWO this product to required to be protected with an Irnpeot resistant oovering that compiles with Section 1628 of the FBC. 4. When used In areas outside of the °HVH7 requiring wind borne debris protection this product Is required to be protaoted with an Impact resistant covering that compiles with Section 1609.1.2 of the FBO. 6. For 2x stud framing construoton, anchoring of these unb shall be the same as that shown for Px buck masonry construction. 6. Site ooncildons that deviate from the details of dtawfng FL-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water Infiltration requiremenfs for the °HVFW, inswing units shall be Installed only in non - habitable areas or at habliabis locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to dh Is fees than 46 degrees. 8. See drawing FL 16000.4 for size and design pressure limitations. M, porNntqQocaments: TestReportNo. TFl 01480337-A,B,C TEL 01460336-A,B,C 8TTS00001 16427- 107362 ATI 87608.01.108-18 ETC 01-741-10701.0 ETC 01 741-10703.0 ETC 01-741-10693.0 TEL 06-1031-3 TEL 00-1031-4 2. Drawing UZ No. FL 150004 a. Caloulations Anchoring ASTM E1300 Glass Load 1est Standard ASTM OM-08,ASTM D1929-96 ASTM D2843-99 ASTM D83rj-0d, ASTM 01929-96 ASTM D2848-99 Ai9TM G90-96 ASTM E84-00a ASTM 01990.08 TAS 202.94 TAS 202-94 TAS 202-94 TAB W2.94 TAS 202-94 Prepared by RW Building Consultants, Inc. (CA *9813) Prepared by RW Building Consultants, Inc. (CA#9813) Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Partlolpatlon issued by National Accreditation and Managemaf tnstitute , oertifying that Therms Tru Corporation Is manufacturing products within a quality assurance program that compiles with ISOAEC 17020 and Guide 63. Sheet 1 all Testing Laboratory Sinned by Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P,E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Ina, ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation Lab,lno. Testing Evaluation Labjno. a e Lon Hicks, VP Operations WNlfam E. Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. MarkD. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Signed ? j sealed by Lyndon F. Sohmldt P.E. F. SohmldL P.E. Lyndon F. Schmidt, P.E. FL PE No. 43400 2/ 24016 4 Florida Building Code Online Page 1 of 3 f 9 flwrhwnlQ acts tome imp rn i User Reotstratlen tl CUP1a SuW* svrcl uge Stats a facts Publication feC Staff ace Ste Map Unks search Busl'nes Protessi - I Product Approval0UGMPubicUser Regulation apg py > PieduG ar Aeotrotrorl Search >AgaftHail st > Appllwticn Oetall FL* FLLS332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Q Product Manufacturer MI Windows and Doors Address/Phone/Emall 6S0 West Market Street. Gratz, PA 17030 717) 365-3300 Ext 2S60 bsiUinger®mlwd.com Authorized Signature Brent Sltlinger bsltlinger@mlwd.com Technical Representable Address/Phone/Emall 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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 17J31/2015 Validated By Steven M. Urlch, PE 0 Validation Checklist - Hardmpy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Yeas AAMA/WDMA/CSA 101/I.S.2/A440 200S 62I affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A bnps://www.floridabuik ' org/pr/"pp dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FLIS332 RZ CDC FLIS332-COMP.Ddf Method 1 Option D 04/301201S 04/30/2015 05/06/2015 Page 2 of 3 FL # Model, Number or Name Description 1S332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80- NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVH2s No FLIS332 R2 II 08-OQ500C.Ddf Approved for use outside HVHZs Yes Verifed By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE SLO807B.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 FLL5332 R2 11 08-00498C.Ddf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62Si4 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other,. REFER TO APPROVAL DOCUMENT FOR DESIGN FL1S332 R2 AE S1n8058.0df PRESSURE RATINGS Created try Independent Third Party: Yes 1S332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x961 Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 o8-02248A.odf r Approved for use outside HVHZ Yes Verified By: Luis RobertD Lomas 62Si4 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A @valuation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S12968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 961x96" Limits of Vse Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 0"2249_A.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 Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AS 512969A.odf PRESSURE RATINGS I Created by independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED Limits of Use Approved for use In HVHZt No Approved for use outside HVHZs Yes Impact Resistants No Design Pressure: N/A Other. REFER To APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.6 SERIES 420 REINFORCED ALUMINUM SGD Limits of use Approved for use In HVHZ: No Approved for use outside HVHZe Yes Impact Rosletants No Design Pressures N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"A96" Installation Instructions FL15332 R2 II 08-02250A.Ddf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Installation Instructions F 15332 R2 U OB-00499C.odf Verified By: Luis Roberto Lomas 62514 Greeted by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 5108068.9df Created by Independent Third Party: Yes SERIES 420 REINFORCED ALUMINUM SGD OXO 146-x96- https:llwww.floridabuilding. org/prlpr_app_dtl.aVx?param=wGEVXQwtDgtH8572gvdWl... 8/31 /2015 Florida Building Code Online Page 3 of 3 Limits of Use Instaibtlon Instructions Approved for use In HVHZ. No FL15332 R2 II OB-OOSOIC.IMf Approved for use outside HVHZi Yes Verified By: Luls Roberto Lomas 62514 Impact Resistant) No Created by Independent Third Party: Yes Design Pressuro: WA 9valuatlon Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 AE S10808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD )00( 143asc80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZi No F115332 R2 11 08-00S02C.I1df 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 R2 AE S108098.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.9 SERIES 4301440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143aX96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 TI 08-00503C.odf Approved for use outside HVHZ. Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FIA5332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by independent Third Party: Yes QM&=.w :i ISO North Momas Sbct Teaehassee FL 3232a phon e24 The State or Fiords k an AA O employer. Caowloht 2OQ7-2013 ale eF FNrl6a.:; !'!l bi rr :: Under Sodida law. eons) addr u m are pubic Mm:ds. 9 you do not want your o-m:dl address released In response to a pubaammrds raquos% do not and deabontc mail to this entity. rrstud, contedthe arum by phone or by tradslonal mall. Iryou haw any questlons, please mr:dct M467.1n5. -Pumant to Section 455.275(1), Flmlde Slature eRocMve October 1 2012, Ilceaass licensed rmdar Casper 455, P.S. must provide the Department w M an erne address It they haw one. Tiq omWb pmvW may be usad for o:l hl eommuNertlon MAM the ttarKaa. However enatl addrafs!! era pudk temN. n you do not wish to supply a pveonal address, plea pradda the Deparhramt wah an arms address whkh an be made available to the public To determine It you am a acensw under Chapter 455, F.S., please dld:yfiM. ProductApprooal Acaptss ti CrcclitS. A FE hrips:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd'M... 8/31/2015 TOTES: 1. THE PRODLX:: SHOWN HERON 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 RESPONSIBU Y OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERK S MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE 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 STRUDED ALUMINUM 6063 75. 6. UNITS MUST BE GLAZED PER AM E13OD-04 WTTH SAFETY GLASS. 7. APPROVED IMPACT PROTECITLr SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAOGMUTA ALLOWABLE SHIM STAB( TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN i.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. MR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6- MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION OETILS. 11, FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4' MINIMUM EMBEDMENT IRTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORNG 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 S40WN IN ELEVATIONS AND INSTALLATION DETAILS. 13, ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHILL 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 SPEGFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE — MINIMUM COMPRESSIA STRENGTH OF 3,192 PSL C. MASONRY — STRENGTH CONFORMANCE TO ASI'M C-90, GRADE N, TYPE I (OR GREATER). D. METAL STRUCTURE STEEL ISCA, 33KSI OR ALUMINUM 6063—TS 1/$- THICX MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PD( I RN I acwFin aw I "m I AmaKD 1 I A I ADDED FLANO&- AV0 FIN 04TAUAT10N 1 12/10/13 1 R.L. SIGNED: 12/T f2013 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD \\5. - • . CARROLLTON, TX 75006 TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER96" x 96" DESCRIPTION NOTES •e IT C 1 I NOTES nlurtle ayy Cv i.. 2 — 3 ELEVATIONS V.L. 05-02249 A /BS%Q 4 — 10 1 INSTALLATION DETAILS 150U NTS 0A'9 10/30/13 —1 OF 10 //UTI 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED LOCATION2) HARTSEECFORNUMBEROFLOCATIONS REQUIRED 6' MAX r — 6' MAX IB' LAX AME IGHT L 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER Ex7&" VIEW OEWNPRES.SURERATM AoWACTRA77NG t3SOPSF Na-Z WIH2-f4r SILL SEE CHARTS 01 AND R FOROTHON UA975 RAT94GS Dp5lBNpRESSURER117NG /AIPACTRA77NG 23.af-28.6PSF NNE WRIT 1-trSLL SEE CHARTS /eAAO /4 FOR OTWAUN?SRATINGS CNARrff W7TH2.1R8'6LL WI ME WATER 1NMTR471 DN ASSISTANCE IS AEOUPtO e eurrr Dadan prow" eh-t OLV Verdi aid Iopb1 tm7 So seoo 1 3" rAw 47ouo 1feo aboa Pea N.9 I Pea I Hey N49 I P&A 54 a4o fao 6eA gig fob fzb fob 4e9 aaA 4 e 4" 1 a7.1 IK° e 1 4 3S9 0 CHARTIV WRH26Vd2'S1LL WHERE WAM INFLTR4770N REPSTANCEIS AR7T REOU9t®. 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TX 75006 v SF .d SERIES 420 SGD REINFOR 9b CED WITHOUT ADAPII1i E x 96' ELEVATION 1 V.L. 1 08-02249 I A I 9 M Fit HO 9S' MAX FRAME WIOTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX 1— . { 6• MAX I 6- MAX 8` AX 4ME GH1 6' MAX SERIFS 420 SGO REINFORCED WITHOUT ADAPTER DESIGNPREswRER47WG wAOTRA7Wa 35 OPSF MNE mm 2-rar stu SEECRA=Cf ANOF2S)&cEr2POR OTHER LINKS R TWW DES/GNPRESSURERAnMG IMPAGTRAnMi 25.01-28.6PSF NONE wru l-wsu SEE CHARMPAND f4 SHEE72 FOR 07MR UNITS R47WW IFMV I »K I — I HRealo 1 I A I AWED PIANGE AND FN INSW AWN 1 12/10/13 1 RA. CNART06 Ammtri N66edwleevOe6s.7ne @ P6W 6661EnI IMNtlIb (W J66 l6 Q0 1 QA Kew Lw i0.0 726 6i0 io Has jwzb HK hm6 HK Ja aD fLS Af6 D I4.0 6 5 B 5 6 6 6 6 6 6,6 c i e i 6 s 6 ii0 4 6 6 6 0 6 6 6 2' 2 Wr SILL AUJMWUM 6064•T5.053770CK S 3/6- 1 1%2• 1 1/2' SILL ALUAfWUM 60MTO. aWTMCX MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD . \5. - • • , 4i CARROLLTON, TX 75006 GEpSR9s SERIES 420 SGD REINFORCED WITHOUT ADAPTER *• 96' x 96' FIN ELEVATION E OF V. L. 06-o2249 wmu3 OF 10 1/2' MIN. av oLaownaN ate ArveDutll EDGE DISTANCE A ADDW FLANGE AND FIN IWMIA71ON 12/10/13 FLL 1 3/8" MIN. WOOD FRAMING EMT ENT OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE 1 3/r MIN. 1/4' MAX. 10 WOOD EMBEDMENT SPACE SCREW PIM INTERIOR 1/2' MIN. EDGE DISTANCE rr-i1 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXMRIOR U U INTERIOR VERTICAL CROSS SECTION WOOD FRAMINOOR2KBUCKDarALLATVN NOTES: 1.pJTF mAMDCTEWORRNMgMBYOTHER4 m0T 8HOWNfaR CL.AIUTY. 2 PERlNETERMV JODYrSEALAMBYOTF®tSTV aE DESWXV iNACCORDANCEWTTHASTNf3112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL TEE SHEET 3 OR SILL OPTIONS MIN. TENT 10 WOOD SCREW WOOD FRAMING OR ZX BUCK BY OTHERS J JAMB INSTALLATION DETAIL VH70D FRANWG OR FX BUCKWSTALLATVN MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 98" z 95, FRAME INSTALLATION DETAILS DFAM a 0 Na 1 V.L 03-02249 NTS 0" 10/30/13 —4 OF 10 b---;EN--9u METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS DCTERIOR 1/4' MAX SHIM SPACE T 10 SMS OR SELF DRILLING SCREW TN7FRIOR L TO BE SET IN BID OF VULKEM IIS NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VER77CAL CROSS SEC77ON METAL STRT/GTURFWSTALLATTON NOTES: 1. 0 l3WR AND EXTERIOR FEWSNES BY OTHER& NOT&WINNFORCLAWY. 2 PMa4E7ERAAV JOUVT 8EAL ANT BY077 9T5 TO BE DESIONW INAOCOAa4NCE WIN ASIME2112 I- 7/8' MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS E LEY oEsawEla a0t unovm A I ADDED FLANGE AND RN OWN.ATION 12/10/13 RL 1 /4' MAX. SHIM SPACE JAMB INSTAUA77ON DETAIL METAL MUCT LIRE MTALLtTEON MI WINDOWS AND DOORS U.0 IR! Y 1001 W. CROS9Y RD CARROLLTON, TX 75006 Ax A,••••. GENa SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 95, M-ATFRAMEINSTALLATIONDETAILSt OR4ft OYC Eta lA i111". s'ORIa08-02249 ONAL 141IVa...> NTS D"IE 10/30/13 5 OF 10 2 1 /Y MIN. L EDGE DISTANCE I a 1 1/4' MIN. s a! EMBEDMENT CONCRETE/ J MASONRYBY 1 /4' MAX. OTHERS rJ SHIM SPACE OPTIONAL I BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON EXTERIOR LLJJ L U INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16' TAPCON SEE SHEET 3ALLFORSILLOPTIONS MASONRY/ CONCRETE BY OTHERS f . 1 1/4' MIN. n.• .: EMBEDMENT 2 1/2' MN. EDGE DISTANCE VERTICAL CROSS SECTION C4NCRET6UAS0NRY9VSTALLATJON 1 1/4' MIN. EMBEDMENT a21/2' MIN. EDGE DISTANCE 3/16' TAPCON CONCREIE/MlSONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 ocsr al are uvawm AWED FLAME AND FIN 01SGUA110N I 12/10/13 IFLL 1/4' MAX. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL C0KC MTMdASONRYTNSTALLATION NOTfifi 1. WTEWRAND EXT9iWI RN/SHES, 8YOTHEM NOTSHOWN ORCLARRY. E PERIMETERAYDJOLVrSEALANTBY0TWMTO BE VSSWNEPINACCOROANCE % THASTM0l f2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SOD REINFORCED WTIHOUT ADAPTER 96" z 96' FRAME INSTALLATION DETAILS OpAm O ml R V. L 06-02249 WAX NTS — 10/30/13 —6 OF 10 S 1RRL Dili i ATw WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCF BY OTHER 1/2' MIN. EDGE DISTANCE 1 31C MIN. EMBEDMENT A SHIM SPACE 10 WOOD SCREWS EXTERIOR IMM910R VERTICAL CROSS SECTION WAOOO FRAMING OR 2XBUCK 1NSTALL4MN NOTES: 1.P SUAANDOClE91OAF1%1M,6YOTHERS, NOT SHOWN FOR CLUUT. 2 PEWA&THT AND.1000T SEALINT SYOTHDLST08E DESIGNED /NACCOMMAIDEWIIHASIME012 0 BE SET IN OF WLKEM 116 RUCTION ADHESIVE UAL SEE SHEET 3 FOR SILL OPTIONS 1 3/8' MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS J 1/4' SHIM SPACE oatamon are vvnovm ADDED FLANGE AND MN INSGLL4MN 12/10/13 1 ELL lArrFA2InA JAMB INSTALLATION DETAIL hDO0 FHAMM 0R 2XNitICKb"TALLATXW MI WINDOWS AND DOORS LLC L1R"•Ca i i 1001 W. CROSBY RD\? CARROLLTON, TX 75006 G • • . Qf9 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96" o SitATEFLANGEINSTALLATIONDETAILS OFam L Nm 08-02249 MY A OR inS/Aux1 . NTS 1— 10/30/13 1-7 OF 10 1 "/fflll METAL STRUCTURE 9Y OTHERS P10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN WLKEA 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL MUC7URE INSTAUL1710N NOTES. I. INTERIOR AND EXTERIOR F1N19HES, BY OTHER.., NOTSHDWNT OR CLARIT1: z PERIMETERANOJODVT SEALANfBYOnERS7O BE DESIGNED INACCORDANCE NQTNA37M EH t2 T- 7/6• Mil EDGE OISTA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 /d• I/AV Fl14016 pma 041E I Ar4FOVFD AWED FlAHOE AND Fa NSTALLATTON 12/10/13 1 RL. JAMB INSTALLATION DETAIL METAL$TRUCTUREINSTALLATRW MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96, FLANGE INSTALLATION DETAILS oKe" OWo N0. p V.L O3-02249 sm" NTS — 10/30/13 —8 OF 10 min 3:7511 CONCRETE/ MASONRY BY OTHERS OPITONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 EXTERIOR 2 1/2- MIN. EDGE DISTANCE 1 1/4- MIN. EMBEDMENT r _ 1 1/4- MAX. SHU SPACE 3/16- TAPCON WTERIOR SILL TO BE SET IN A BED OF VULKEM IIS CONSTRUCTION ADHESIVE 3/16- TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE . BY OTHERS ki T a:• • EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRE11WAAWNRYINSTAIJA770N DOE I wMWO ADDED FLANGE AND FIN DLSTALLA=N 17/10/13 1 P-L 1 1/4- MIN. EMBEDMENT I r; 1/4 MAX. 2 1/2- . ! SHIM SPACE INTERIOR EDGE DISTANCE 3/16" TAPCON CONCRETE/W/SONRY BY OTHERS E GERIOR JAMB INSTALLAT70N DETAIL OPTIONAL 1X BUCK COyCRET&U4S0hRYWSTAtLAT0V TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTE& 1. MI RIORAND EXTERIOR FMFIFA SYOTHERS NOTS±OWNFOR CYARJIY. 2. PZMETS?AND JONNTSlEALANTNRY OTHERS TO BE DESIGNED DVAC CDRROAA(CEWTTHASTMF21I2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 v, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" >< 9K FLANGE INSTALLATION DETAILS 1a tpla Na aEv L 06-02249 A NTS L 10 30 13 —9 OF 10 WOOD FRAMING —j 1/' I" BY OTHERS I SHIM SPACE INTERIOR I I 1 5/6- MIN. LJ EDGE GIST. 1 a TRIM MIN. 1 1/4' MIN. EMBEDMENT INTERIOR EMBEDMENT MASONRY/CONCRETE 9Y OTHERS B WOOD -clix BUCK BY OTHERS, SCREW EXT[17IOR HOOK STRIP 1X BUCK TO BE 7/16' MIN , I PROPERLY SECUREDLiEDGEDISTANCE3/16- TAPCON JAMB INSTALLATION DETAIL QTERIOR PANEL INTERLOCK VMCOFROMMOORZYDUCK DOrAu 730AF HOOK STRIP INSTALLATION MASONAriDONCRETE 1 1/4" MIN. METAL STRUCTURE EMBEDMENT BY OTHERS IS WOOD WOOD SCREW FRAMING BY OTHERS INTER OR TRIM TRIM 1/ 4" MAX 1 3/8' MIN. j SHIM SPACE EMBmMENT EDGE s' MINDISTANCE INTERIOR DISTANCE - INTERIOR EXTERIOR VERTICAL CROSS SECTION WORD FRAMWO OR 1X BUCKP=ALLATTON FOR SILL INSTALLATIONSEESHEET " HOOK STRIP HOOK STRIP 10 WOOD $10 SELF DRILLING SCREW SCREW PANEL TE EXRIORPANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION NOOK STRIP INSTALLATION Z( BUCfiQ%Z 0DFR4MINQ METAL STRUCTURE NOTE£ 7. 1MEA10RAND EXTF MA RNISHEM BYOTHERS, NOTSHOWNFOR CLARITY. 2 PETTIMETERAND JO/MSEALANTBYOTHERS TD BE DEWONIED JNACOOADANCE NIT HASTME2112 1 /2' MIN. av DMOR " WE omvw EDGE DISTANCE A ADDED C14AWS 03/00/12 R.L B WAS D 1`61 NEW TESTING 10/15/13 R.L 1 3/8' MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 RI WOOD FRAMNG EMBI ENT OR 2X BUCK BY OTHERS 1 3/8' MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE MAX. I STUNTINTERIOR 10 WOOD SPACE 1/ 27 MIN. SCREW EDGE DISTANCE 0 a EXTERIORINTERIOR10 WOOD SCREW a SILL TO BE SET IN 10 WOODCREW A BED OF 116 ION AD SCREWCONSTRUCTIONADHESIVEOR EQUAL SEE SHEET 2 EXTERIOR FORSILLOPTIONSWOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK WOOD FPA04NG OR ZV BUCK INSTALLATION I BY OTHERS 1 3/8' MIN, EMBEDMENT VERTICAL CROSS SECTION W000 FRANMORY1f BUCKfiWALLATRW LLC MIWINDOWS1001W. `R l(` 10 4'oi CROSBYOROSyS0Z CARROLLTON, TX 75006 `r v GEN6; SERIES 430/"0 XIX SGID moms: 143• x 96' REINFORCEDOF 1.(NTER(ORAND 4TAYE4 ETf7E1110RFlA7SNE5, BY01NFA$ FRAME INSTALLATION DETAILS 70 ZPe41METERAIVD NlRAtK oeo no. av S 1Nr8EAL4NrBYOT494.4TOBE W MASMElf(2 08-00503 DESFGNEDACOOR44NCEINNTS 02 23/09 3 OF 9 v o Ton we APAWYm A ADDED CHARTS 03/05/12 R.L 1/4" MAX. EI WASED PER NEW TESTING 10/15/13 P-L METAL STRUCTURE SHIM SPACE C ADDED FLANGE INSTALLSTIONS 12/06/13 R.L BY OTHERS tf 1/4' MAX. r SHIM SPACE I 7/8" MIN. EDGE DISTANCE tD SM5 OR INTERIOR SELF DRIWNG SCREW EXTERIOR INTERIOR 10 SMS OR SELF ORIWNG SEWS o SILL TO BE SEr IN A 80 OF WLKEM 116 CONSTRUCTION ADHESIVE 10 SMS OR OR EOUAL METAL SELF DRILLING SCREW SEE SHEET 2 STRUCTURE BY OTHERS FOR SILL OPTIONS EXTERIOR METAL STRUCTURE BY OTHERS JAMB INSTALLATION DETAIL META. STRUCTURE 4WrALrAT10N VER77CAL CROSS SECTION METAL SMCTUREWSTALLA710N MI WINDOWS AND DOORS LLC AAutllrui 1001 W. CROSBY RD CARROLLTON, TX 75006 J\S;t:IO/i SERIES 430/"0 XIX SGO f43" x 96' REINFORCED yNOTSHOWNFORCLIRTTYir. 4.TA:fl' B ER10RnNU WMER1OR FTNMLf!M4 9YOTHERs, FRAME INSTALLATION DETAILS 1,,OF ; a 2PERMETERANDJUOMTSEALWrOY01'14 7019E AccaROANOE wrttrasnr etr 12 T>w>rte o c N C, S DRID ` 6i" - oEskdv®m 08-00503 NTS ouc aar0223/09 4 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET i 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2' MIN. EDGE DISTANCE e • • t '. ., . • 1 1/4' MIN. EMBEDMENT 1 1/4" MIN. EUREOMENT r .: .. 2 1/2' MIN. aEDGEDISTANCE SPACE 3/16' TAPCON3/16' fSHIM TAPCON CONCREIEBY /MASO EXTERIORERIOR SILL TO BE SET INjjjABEDOFWLIQ:M 116 CONSTRUCTION ADHESIVE O/R—EQUAL H J FooRR SIILLL OPTIONS VERTICAL CROSS SECTION UO N0REr&%"SONRY lWAUATTON T 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 1/4' MAX. r SHIM SPACE INTERIOR my PIN" ow MPa yw A ADDED CKAM 03/00/12 RL B REMED PER NEW TESTING 10/15/13 ILL C ADDED FIANCE INbMLAMONS 12/06/13 RL ff D 6&' 13 o EXTERIOR i-; p JAMB INSTALLATION DETAlL OPTIONAL 1X BUCK 00Nd&-r&M4SQNRYlWALLAT70N TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 VOTES 1. UVliS<ifORANO SCTIFFM RNMIES. 6Y OTHERS NOTSHOWN FOR CLARITY. E PERMTERAND JOENr•SEALANTRYOTWS TO BE OEMAI DNlACCORA4NCEWMASTT61&M MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143' x 96' REINFORCED FRAME INSTALLATION DETAILS i NoN0. REV F. A. 08-00503 C NTS I 01°Q. 02/23 09 —5 OF 9 S q OF 1/2' WIN. aEV omm0oN GTE .araaov® EDGE DISTANCE A ADDED p{ARTq 03/06/12 RL 8 RENSED PER NEW 1FSiIXG 10/15/13 RL 1 3/8` MIN. C ADDED fL1NCE INSTALLA710N5 12/06/13 RI 000 FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1/4' 1 3/8' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE MAX. SHIM 1AMTOR SPACE 1/2` MIN. 10 WOOD SCREW EDGE DISTANCE EXTERIOR INTERIOR a 10 WOOD SCREW WOOD10 SCREW TO BE SET IN ID OF VULKEM 116 TRUCTION ADHESIVE QUALW000FRANINCSEESHEET2EXTERIOR OR 2X BUCK BY OTHERS FOR SILL OPTIONSkA JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK WOWFRAMMOR&BUCKTNSTAIIATION BY OTHERS 8' MIN. BEDMENT VERTICAL CROSS SECTION WOW FRAMMa OR 2X BUCK WSrAUA TION MI WINDOWS AND DOORS LLC ulululf/ R•• L041G i1001W. CROSBY RD CARROLLTON, TX 75006 OENs'0 SERIES 430/"0 XIX SOD NOTES' i.ANT&;IOR,INOOcIF]iIORF/H18HE&BVOTHERS 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS NOTSHOWNFORCLARITY. i0: j4 Zpfi METERMoJOt4TSEAUNTBYOTMMTOBE oaAaw owc naG;: C A/V,,;" o6SIC11VEOMA000RDANCEWTTfiASIME2ifE F.A. IsuE 08— 03 t \ NTS 02/23/09 6 OF 9 Reu olu A ADDED CNAR15 03/06/12 RL B REVISED PER NEW TESTM 10/15/13 R.C. METAL STRUCTURE 1/4' MAX. C ADDED FIINGE INSTALLAl10NS 12/00/13 RJ_ BY OTHERS SHIM SPACE I 1/4- MAX. r SHIM SPACE 10 SMS OR } 7/g MIN. SELF DRILLING SCREW EDGE DISTANCE INTERIOR EXTERIOR INTERIOR J10 SIAS OR a SELF DRILLING SCREWS SILL TO BE SET IN A BED OF VULXEM IIS CONSMC11ON ADHESNE 10 SMS OR OR EQUAL METAL SELF DSCREW STRUCTURE OE p(7gRlOR STRUCTUMETALREFOR SEE SHEET 2 SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS it ME7ALs1 V=RE/NSMILLAT10N VERTICAL CROSS SECTION METAL STRUC1ilR66YSTALIATICN MI WfNooww. ANDLLC VL. La irirORvS CARROLLTON, TX 75006 SERIES 430/"0 XIX SGD NOTES143" x 96" REINFORCEDo FLANGE INSTALLATION DETAILSFQ;q.-VAT4 iPEwimE7ERA1 .roNrss ANrsY07MMm3E munr wro ra 1 v 08-00503 C CIORNA G$ DE&TONEDINA000RDANCEmiHA6WE2112 F.A. IONA4``;\ u1c om 02/23/09 IMU7 OF 9 I(IIIII CONCRETE/ - MASONRY BY OTHERS 2 1/2' MIN. EDGE DISTANCE 1 :;. a.- 1 1/4' MIN. c i ' EMBEDMENT OPTIONAL 1X BUCK TO BE PROPERLY 1/4' MAX. SECURED SHIM SPACE E NOTE 3 SHEET 1 3/16- TAPCON EETERIOR 11 I I I I I I I I I T INTERIOR 3/18' TAPCON -1 II II 'I II Il (I 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 3/15' TAPCON CONCRETE/MASONRY BY OTHERS 1/4' MAX. r SHIM SPACE r w oe s ",= QM 1vrimwo A AWED CHARTS 03/00/12 R.L 6 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE 0WALEATIONS 12/06/13 ILL. SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL opnoNAL 1X BUCK JAMB INS'TALLA17ON DETAIL TO BE PROPERLY pgr y AUA V SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS NCTE&I s 1 1/4' MIN. 1./M MORANDDrTMORR?ZPM9,HY0'TiER% y • . E]MBEDMT NOTSXOWNFOR CL4Rm: EPERm1ETERANOJOOVTSEALANrBYOTHERSTORE 0S% GNEo wACDORDANCE H?1FIASTTI Lsr12 VERTICAL CROSS SECTION 2 1/2' MIN. 1 -4 CONCRETEASONRYOVSTALLITIONEDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS oR, aQt Onc rm F. A. 06-00503 xr NTS I we 02/23/09 Iowa OF 9 1 5/B' MIN. EDGE GIST. TRIM . . INTERIOR ' MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1le MIN. EIABEDMFM lX BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED EXTERIOR --Z=:y `PANEL INTERLOCK HOOK STRIP INSTALLATION MASDNRYA.ONCRETE INTERIOR TRIM 1 3/B' MIN. EMBEDMENT HOOK STRIP 1 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION ZX6UCKWOODFRAAQNO A ADDED CHARTS 03/06/12 RL B REMO PER NEW t6101G 10/13/13 Rd, C ADDED FIANCE iNSTAUATIONS 12/06/13 RA. METAL STRUCTURE BY OTHERS TRIM INTERIORHOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION NETAL STRUCRATE NOTES I. INTERIORAN09 EVORMSHM&YO WEAS NOT SHONW FOR CLARITY. 2 PER6HETERAND JOW 8EAL4NTBYOTHERS TO BE DESIGNED INAGGORDANGEWMASTM EM 1P MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAM ONO N0. F. A. 06-00503 E NTS I OAw 02/23/09 10mTS. OF 9 v, v CENBE` P 44AT S' 10J27/2016 Florida Building Code Online OGP Business SI Professional Regulatiion W, w _ if' l SCiS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FSC Staff I &CIS Site Map I Links I Search Florida Yb Product Approval I USER: Public User Purdue[ Aoomval Menu > Product or Aoolica[ion Search > Adolication List > Application Detall FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/ Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Ma rk_Ga ronOOve rheaddoor. com Authorized Signature Greg Taylor gtaylor@Wayne- Dalton.com Technical Representative Greg Taylor Address/ Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylorOwayne- daIton. com Quality Assurance Representative Address/Phone/ Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 4 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard DASMA- 108 DASMA-115 Year 2002 2005 hMxJ/ www. floridabuilding.orglpr/pr_app o.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10127/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # Model, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0228 318958 P7.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.2 15120 / 6100 / 9100 #0229 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 Rli AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0230 318960 P10.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 III AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 Rll II 0231 318996 PS.odf FL9174 Rll II Track Suoolement Chart P10.odf FL2174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf EL2174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 Rll II 0234 319022 PS.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 hMxJwww.floridabuilding.orglpr/pr appdtl.aspx?param=wGEVXQMDqulljRNVxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 1111 II 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 tt 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WD3ambSuoolementP16 s.odf Other. Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL2174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WD]ambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.0df door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll If WD]ambSuoolementPl6 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI I AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 RI II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 tI Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 II WD]ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 RI1 AE Eval Rent 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 Pi Post.odf Impact Resistant: Yes FL9174 Rll II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WD]ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes https:/Mrwwfloridabuilding.org/pr/pr_ppp o.aspx?param=wGEVXQwtDquflJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3/6 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WD)ambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 Rll AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll If 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WQ]ambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 s.odfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 III II 0602 319028 PS.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WD]ambSupplementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart 1310.odf Impact Resistant: No FL9174 Rll 11 WD)ambSupplementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart PI0.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WD3ambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 RI II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WD]ambSuor)lementP16 s.odf https-/Avwwfloridabuilding.org/pr/pr—app_ffil aspx?param=wGEVXQwt0qufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10127/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports I'L41/4 Kll At tVal KEDr `J1UU 171 s.Daf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll II 0606 319032 P6.odf FL9174 Rll II 319040 Pi Post.odf FL9174 RI II Track Suoolement Chart P10.odf FL9174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll II 0609 319035 PS.odf FL9174 Rll II 319040 Pl Post.odf FL9174 Rif II Track Supplement Chart P10.odf FL9174 Rll II WD]ambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0608 319034 P4.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll If WD]ambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.20 15140/9400/9600 #0607 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll II 0607 319033 PS.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll II WD1ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Bazk Nert Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovrlaht 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 mall. 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 smalls 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 45S, F.S., please dick here . Product Approval Accepts: httpsJMrww.floridabuilding.org/pr/pr_app o.aspx?param=wGEVXQwtDquRIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5(6 10/27/2016 Florida Building Code Online MIRE Credit Card Safe httpsJ/www.floridabuilding.orglpr/pr app O.aspx? wtparam=wGEVXODqufllJRfWxifw7ojnl0heli%2bRKJkizESWxAzegKuYBGeGO%3d°3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "OTEs 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 1 7 1 6 S`` No. W737 do STATE OF ZX Zl;; 440Ni ; 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =161t LOAD PER JAMB = 30psf x 16ftJ2 = 240lb/it 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2 MINIMUM FASTENER SPACING SHALL BE 1-1/2-, AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "orE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a s 0" VcEN&e-..;plb i No. 51737 i tk 614 STATE OF. 00 016ks %- _CpR11D pZ Z Z/S8ONA; ` 11111 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. 5cates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 1 13 16 800 10 1 13 15 SN01I111111/1/ 1 'Sc No. 51737 O STATE OF 0-0 fill flll 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69' MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2' O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3' AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT, S. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ NOTE4 2500 PSI CONCRETE "oTE, 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLEDCMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 1 18 N/A 800 16 17 N/A Nz No. 51737 i "O ;•• STATE OF FLO_R1QP' Q spa* DNA; 0m§"\ 11111 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT "oTE• 2500 PSI CONCRETE"oTE I 4000 PSI CONCRETENOtE i 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 a 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 1a 8 800 17 1 17 8 I No. W737 O STATE OF : j Q•c`N S 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' 0.0. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3% 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GRQUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH - 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 9ld I OZ9t,Zi I I -"130 NOLL3NLLSN03 —10NW JO NOuv3U0M n3a 'ON laud oNlMvaa 1N3W3lddnS N01103NN0D BWbf N0J AV+O 030"S.1 lv3S &&133IMPG WHOSSUOW lu-IXJ-JHJI Z 30 L 133H5 4Z I NMVaUj SBl 0[tZ JO upvdv3 3Lv0 0V l IOIS30 wnWIxVW i1Iv130 113gw3w laoddns NIVw 3HL O1NI .ZC/6-t JO NOLLVaL3N3d WnwINIVI V 3AVH INNS SM3aOS OVl Sa3HSVM '00 ./l-1 HLNA SM3a3S Ovl VIO .9/t () Z/I-t a3ewm 13M3va8 3NId Na3HLnOS M301 a30V3H I tf 9 Z wnWINIW SNOISMS Sgl 0011Z 30 /.LIJVdVO ovoi N01530 wnW1I(VW'•= z llvraa JO 33NV1SIO 3003 wnWINIW V ONV ,/C-Z JO HLd30 1N3w03gW3 wnWINIW V ONV a314SVM -/t-t V H10A HOHONV AMOS ON N3LLL NOSdW1S ,9/C () r . 1JXJva9 3NId N 71301 a3Ov3H D t/ 9•Z 5gl 99OZ 10 A113VdV3 avoi No530 wnw0(VW -im T-117M t-Z !0 33NVLSIO 3003 wnWINIW V ONV ./C-Z Jo HLd30 1N3 MSM WnwINIW V ONV a3HSVM ./t t V RUM HOHONV MUM ON NUM NOSd"M .9/t (Z t-Z 138YIM 13NOVag 3NId Na3HLnOS N301 a3OV3H *b t/ gxz WnWINIW HLOLM 0000 F xvw .9 nwo ornu lnoso ONV 3L383NO3 Ol 1N3W3H3VLLV a0J 9rZ w a0 ONIOVdS3nSOOOM01IN3seasWnwll(vn lH013N a000 s3vllysoioJa3ewnl 3ovao lvanlonats KZ wnWINIW nsmL t s31nO3H3S aid Sa3N31SVJ M .9 SW3LSAS ONt3a0JNOa 150d lvOLMA aoJ 03a1n0311 - C 0NV 'Z 't SlIV130 33S T C6ZZ!/WM 3d XL LCLIS 3d U LOM %L 'NMTMWO 00 31v3UNJ tZIC 00,90- £S:SS:60 OZ•ZO'S LOZ :aged 3•d'samS .3 u40F Aq pau6ls Allei161d lI I III// WNOI&Nz i d LUi s 'ON i d •.8pNs7.• O , NX 0696-L (0(;g) blszf vaisou 'vl00VSN3d 3n180 NOSIOOv WC uWVI Q 92091A 9 Ld I Ngt Z A3a 'ON idVd ONIMVSG SNOISIA38 1N3W3lddnS NOLL03NN00 BWdf Z 30 Z L33HS 3OvaL AN X3108H OL—t/t GNV 1OVUL BMW r/[—NOLLV301 L3X3Va8 8AV1'13 Va8 SAW U aoi (. r I Z) Ofus 3LN33 NI 038Y'O .Zf/6—1 HLNA M3a35 9Vl .9t/G a0Ia3LX3 I 3 WAILLS 3HL WJ Oa033a 30 1VNOISS3JOad 3HL i0 ALnI81SNOdsis 3lOS 3NL 38 TIVHS 3V=naLS 3NLLa0ddnS JO N91S30 3aftt3naLS 3HL JO OV01 NOIS30 3HL 033OX3 AVA Vol a3N3LSVJ 318VMOTIV XVA MM WILLS TIVM a3L138 80 (WO-J) JdS . • L MA X3vrLL n713. 0VUB Z—/ t ON3Val Z6AVf NOLLV301 137OVae BAVP NMNLL30 . 9 NIA '03B/ L3 NIA .*/f—Z 0H N3LLL NO,A; .9/f T'SO33H 3afLLWRLS 3HL a0J JO 1VN06SUOSd 3HL ho 3 NIA jo Ainre6NOdS3a 310S 31LL 38 f t Z 11VHS 3afLL3nals omasodans JO N9630 3a( LL3naLS 31kIL JO OV01 NOIS30 3HL 033OX3 AVA OVOI a3N3LSVJ 316VM0TFV XVA IMR 3L3a3NO3 ISd OOCZ NIA Sl'VL30 N0LL3MLLSNOD OVOIONVA JO NWV3UVnA a0J AIM 03ON4tld IVIS S.833M3N3 1VNOIS3JOSd cOZZJ/OOc99 3d XL « ctS 3d 1J too" U '" MTINV" No 3lVOWVJ tztc 3d 'aVZ3NHW00,90- 9Z:6S:60 OZ'ZO'S LOZ :aled A'd' saie:)S A uyor Aq pau61s Alleu.6id 1VNO14%i 4t, p t iiqj • • d jo UVls 0696-1, 41, (099) ttszf VOIa0l3 ' Vl03VSN3d 3Aisa Nosiaav Stiff uOWm Q au6 & The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121, Suito 200 Levnwillo. TX 75067 Phone 469S497100 fax 4695497281 rmw.overheaddooccom April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 1 :Horton ranch0OverheadDoor..Corporation nsubsidiaryersenwetloldingt.C«pwatbn. : •'. .•... John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972)492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. cz:* . G 11 vtom FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 2 MOM Drawings TABLE 1. FL 09174-117 Drawing option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev PS 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 iEA—WCO Ica/q Fl.09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 1aCSD 4 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a Y4" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with W MDF decorative overlay. 5 'b6o t1 FL 09174-I17 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, CAC.a.-c Jo n E. Scates, P.E. ( Florida PE # 51737 l0(`A 0 John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Dr. Carrollton TX 75007 fax (972) 492-0077 1 office (972) 492-9500 Re: Statement of Affirmation to FBC 5` Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5' Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 cS// Alawi'rF i No. 51737 O STATE OF ip0.c'•.A'CORVOP p?' r/ N . IIII IyOTEM. 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER NTH A MINIMUM OF (6) /Bxl' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (NTH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN 011 THIS DRAINING. GLAZDIG STALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSE! GLAZING IN MOLDED FRAMES GLUED WITH A 1 WAD OF BOOK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITN A MINIMUM OF 10) jB.l' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESCH PRESSURES SHOWN ON THIS DRAWINO. GAZING SHALL HAVE A MAXIMUM me HT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-EORNE DEBRIS REGIONS GLAZED SECTION REQUIRES 18 CA J-STRUT SCREWED TO LOWER INTEGRAL FIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL 9H) l/4-14.7/9' SELF DRILLING CFIMPTITE SCREW TOATTACHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS} GLAZING SHALL BE 1/4' MAKROLON-AR POLICARBONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM H13GHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WINO -BORNE OFBFIS REGIONS SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL FIB (SEE DETAIL G SHEET 2L 16 CA J-SIRUT SCREWED TO LOWER INTEGRAL FIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FLED INSTALL (1) 1/4-14X7/8' SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 13 CA HOFIZ ANGLE 13 CA FLAC ANGLE 16 CA MIN HORIZTRAP( 5/16xl-5/6' LAC SCREWS MIN 3 AS SHOWN) , 16 CA MIN VERTTRACK 5/16.1-5/8' LA SCREW AT EACH JAMB BRACKET 1/4-20x9/16- TRACK BOLT AND 1/4-20 HEX NUT AT EACH JB JAMB BRACKET LOCATION 15 GA SnFFEN JAMB BRACKETS SEE SCHEL.OULE FOR 41 QUANITY, LOCATION. AND TYPE LOCK OR 9JOE LOCO BOTH ENDS NOT , WIRED WITH OPER TOR SEE NOTE 5). SLIDE LOCK SHOWN FOR CLARITY 1 (4) SECTION SOLID ODOR SHOWN. SEE .SHEET OR U-BAR LOCATIONS OTHER AND SEE NOTES 1, 2, AND 3 ON THIS SHEET FOR KEY 4, VINYL OR WOW DOOR STOP NAILED A MAXIMUM OF 6' O.C. MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM RE 7/16' TO MEET NEGATIVE PRESSURES. 5. KEY LOCK, SLIDE LOCKS OR OPERATOR REQUIRED. 6, SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINIMUM FACER STEEL AND A POLVLAMNATE BACKER 2 F ENO CAP TO HAVE A MINIMUM 1.1' DEPTH. SEC 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL Of RECORD FOR Rff BUILDING OR STRUCTURE AND IN DAZING OPTIONS. AOCOI ANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS ORAWNG. RL DOOR JAMB TO BE MINIMUM 2x5 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM Of (6) /61O' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS LOUNEnEG SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCATES PE 3121 FMRGATE OR. CARR(UTCH. Tx 75OG7 EL M 31737 TX PE 3&=/F2Z03 rROE551aA1 ENaNEER•S SEAL PRONGED QILY FOR VERIFICATION OF wMOLOAD CONSTRUCTION OETAILI SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION CA END CAP 0 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED DOOR U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER CRT 3/8/06 P5 ADDEO SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. TIO.IEL (5) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS GREATER THAN 12'-0-. (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-O'. ARE NOT IMPACT I RESISTANT. 1 GIRT 6/6/07 P7 MODIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR ITRAP( DETAIL SHEET 2, CRT 4/17/08 i P8 ADDED IMPACT M RESISTANT GLAZING. 1 ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9" ADDED H104 LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 I P9 UPDATED TITLE BLOCK GIRT 8/26/10 PIC ADDED LONG PANEL GLAZING OPTION CRT 3/15/II JAMB A ET SWEDULE DOOR HEIGHT NO, OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK rfPE LOCATION OF CENtUCJNE OF JAMS BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS ! 2') i-0' 4 6 ON JB . 13 (01). 25-1 JB . 34 JEI. 45-1 4 Q , 63 JB 7'-0' 4 8 FAT JB , 10 JB , 21-J 4 JB , 29-3 4 JB , 42 JB , 63-1 4 JB 8'-0' S B p JB , 13' p . 23' JB . J4' JB , 47-1 4' OI . 587 JB , 67' p 75' JB C-0' S B FAT JB , 10 JB , 21-3 4' JB , 29-3 4 JB , 48'(413). 57-1 4' JB 86' JB , 75-1 2' JB 8 -0 IGH LIFT OOF PITCH SEE NOTE BELOW NOTE: JB) FOIIDW 10 DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20n9/16' TRACK BOLT AND NUT. p) FOLLOWING DIMENSION DENOTES WICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REWIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX OORDOORHEIGHT UNIFORM LOAD EACH JAMB (PLO WIDTH 16'-0" ALL 207.2 -230.4 14'-0' ALL 181.J -2QI.8 12'-O" ALL 133.4/-172.8 10'-0' ALL 129.5 -144.0 1111ay"e® 091tOn STATIC PRESSURE RATINGS DESIGN (PSF): +25.90/-28.80 APPROVED SIZES MAX WIDTH: 16'-0' SCALE: N.T.S. DATE SIZE: A NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO)- YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRS MODELS 5120/6100/9100 SHEET 1 OF 2 MISON OF OVERHEAD DOOR COR PENS COLA..O1FLORRIDAON 32514 eso 474-9890 WINDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART NO. 318960 REV. P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO W17N THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU ENO CAP AT WITH (2) 1/4-IsxS/6• EACH ENO WITH (2) 1/4-14x7//89 CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS FOR STANDARD TRACK AND (3) O 1/4-14x7/8' SELF DRILLING CHBNPTTE SCREWS FOR LOW HEADROOM TRACK (2 OF VMICH °. ARE USED TO ATTACHED 11@ TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES W TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14XSIW CRIMPTIJSMWSTHE B) PRE -PUNCHED HOLES EACH END USE MEWING HOLE IN SLIDE TOFACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERCAP AT EACH ENO WITH (2) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHEDEXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8'RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OFBE ATTAC ED THRU ENO CAP AT EACH WHICH ARE FACTORYEND WITH (1) 1/4-14x7/8' SELF DRAWIG ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-8AR BATE- WE TO CLEARANCES REQUIRED TO 2' NYLON STORMGAROINSTALL SCREWS AT THE ENDS OF THE ROLLER NTH U-BARS, ALL U-BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U—BARS SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED CH U—BAR OVER WITH (6) 1/4-20x5/8' INTEGRAL RIB AND ATTACH CRMPRTE SCREWS (2 OF WITH (2) 1/4-20x5/8' GRIMP SCREWS THRU WHICH ARE FACTORY PRE —PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INL LED INTO LOCATION (1 THRU FLANGETOPLEAF. AOF CF U—BAR AND BOTTOMWHICHISFIESTALLEDHINGELEAFAND1THRUTHRUPRE—PED HOLE WEB OF U—BAR AND IN U—BAR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/4-145/8' CE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRUU ENO CAP AT EACH END WITH (1) 1/4-14x7/8' SELF ORIWNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8' SELF BOTTOM BRACKET MUST BE DRILLING CRINPTTE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8' RIWNC CRWPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. 480/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2. O.C. MAX 1 /8' BEAD GE ACSSG4000I l SG{ OOOAC I ` STRUCTURALFACER STEM \ JC14N E SCATES PE NON—STRUCTURAL 3121 FAIROATE DR. DECORATIVE INNER C4 61(LLTON, TX 75M7 WINDOW TRIM — FL PC 31737 TX PC 35=/F2203 PRCI ESSMAL ENG NOWS SEAL PROM= ONLY FOIL VERF1GT10N OF WNROAD CONSIWICTION OETAILS DETAIL E USED ONLY ON IMPACT GLAZED SECTION - 11 CA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/4-107/8' SELF DRILLING p ; CRIMPTITE SCREWS (2 a THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G 1 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J— STRUT k OPERATOR BRACKET. NOTE- J-STRUT ML SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) iT 1/{- 14x7/8' SELF ORIW-NC /_1 CRIMPTITESCREWSIMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) 3'. 18 GA, W KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 4) SECTION DOORS WITH ( 5) 3'. 18 CA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U— RAR ATTACHMENT NOTES 1. ALL tRS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES NTH (2) 1/4—I44/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-140/8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP ( EXCEPT BOTH U-SARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET), (2) 1 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-144/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO IT- 0•, THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. REVISIONS CHANCES TO GENERAL MAT AND CHANGED TAR FASTENER TYPE END CAPS AND TOM RETAINER. WGED CENTER HINGE IGE AND ADDED VER OPTION WGEO STRUT 1TIFICATION METHOD iM COLORED PAINT TO DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2 CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9'. ADDEO HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 P10 ADDEO LONG PANEL GLAZING OPTION CRT 3/15/11 OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN 1/ 4' POLYCAR19ONATE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SLIOES AND THE (6) PRE —PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES W ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-145/8' CRIMPTITE SCREWS. 3, 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH ENO. STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN ( PSF). +25.90/-28.80 MAX WIDTH: 16'-0' 1 DATE NAME TEST ( PSF)• +38.85/-43.20 MAX HEIGHT: 8'-9' DRAWN 3/B/06 CRT DOn IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT, 21' CHECKED 4/6/06 1 MRB MODELS 5120/6100/9100 SHEET 2 OF 2 DIVISION OF OVERHEAD DOOR C PENS COLACCIIA FLORIDALDRI322514 0501 s7h9A90 WINDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART 318960 NO. REV. Pt0 14" MAX 1 12" MAX 12" MAX I I 12" \ MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E SCATES. PE 3121 FAIRGATE DR. CARROLLTON. TX 75W7 FL PE 31737 TX PC 90300/1`2203 PROFESSIONAL ENGINEOtTi SEAL PROVIDED ONLY FOR VERFICATION OF VANDLOAD CONSTRUCTION DETAILS. PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIS CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE TYPICAL CLIP OLTING DETAIL TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT 13 GA MIN CONTINUOUS WALL ANGLE TRACK D 2) 1/4" X 7/16 SEMI TUBULAR RI VI TS O 11 GA MIN \\ 1) 1/4"-20 TRACK OR CARRIAGE BOLT CLIP SEESCHEDULEril r% NTH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL RSW 0 28" II III 1 `•. SEE SCHEDULE P 2 1 1 1) 1/4"-20 TRACK 13 GA MIN OR CARRIAGE BOLT CONTINUOUS j WITH 1/4"-20 NUT WALL ANGLE TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR MAX PSF WIDTH 9--0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 45.0 PSF/-52.0 PSF REVISIONS INCH ACK-CUPS-TEXAS LLANGLE 12 FOOT DATED 3 6/11/03 UPDATED FORMAT. TIEASED ALLOWABLE ESSURES TO 6. 00/-52.00 PST FOR L DOOR WIDTHS. ANCED TEXAS WALL GLE' TO *CONTINUOUS U. ANGLE'. ADDED BSTRATE MOUNTING TAIL_ CHANGED TO EN HD ANCHORS T 4/2/07 CHANGED FORMAT. DED MODELS 9800 D SD24 WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS TED IN CHARTS. DATED SPLICE k CUP HEDULES. 9/ 05/07 UPDATE MOUNTING TAIL DRAWINGS T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E 08 CUP (REPLACED DK / 9 ACROSS THE ARD). 10/ 24/07 UPDATED STEEL UNTING DETAIL B 04/11/08 EXPANDED 1-1/2- TO 3/ 8' DOOR THICKNESS ART UP TO 14' HIGH. T 12/11/08 UPDATED TIT1E 3CK T 6/2/10 wake® DRAWN 1 DATE 8/ 21/07 NAME GIRTpimn CHECKED8/21/07 MRB 3395 ADDISON DRIVE PEN 850) A47FLRIDA 4 0989D 32514 SHEET 1 OF 2 DRAWING PART NO. 307494 REV. P10 TRACKSUPPLEMENTCHART 2 3/4" f 1 " EDGE DIST E60XX MIN 1 8 2-2, 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTIN 5/16" x 1-5/8" WALL ANGLE-----" v LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR - - -._ BETTER AT EACH 1/4-2Ox9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL q• WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDINI d' a d ° e CONCRETE MOUNTING DETAIL JOIN L SCARS, PE 3121 FAIRCATE DR. CARROLLION. TX 75OD7 FL PE 51737 U PE 3WO/F220.1 PROFESSIONAL ENONEflYS SEAL PROVIDED ONLY FOR VERIFICATION OF WNALOAD CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP SPLICECLIPANDASCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SLPUEE # 7'-O' 7, 9, 9, 9, 9, 11 16 8' - 0' 7. 9. 9, 9, 9. 11, 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10,- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11 ' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0' 7, 9, 9, 9, 9, 11, 11, 11. 13, 13. 13 20 13' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14' - 0" 7, 9, 9, 9, 9. 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHTECLIP #'S FROM BOTTOM TO TOP SLAICE 7'-0' 5, 6. 6, 7, 7, 9 12 8'-0' 5, 6, 6, 7, 7, 9, 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-O' 5, 6. 6, 7. 7, 9. 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6. 6, 7, 7, 9, 9, 9, 11, 11. 11 16 13'- 0' 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11. 11, 11, 13. 13 18 MODELS 6100 8300 8700 1-3 8 TO 1-5/8" THICK D OR CLIP #'S FROM BOTTOM TO TOP p ILIC # 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4. 4, 4, 5, 6, 6 8 9'-0' 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, S. 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4.4.4.4.5.6.6.7.7.9.9.9 12 14' - 0" 4. 4, 4. 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLIC # 7'-0' 4, 4. 4, 4, 4, 4 6 8'-0' 4, 4, 4, 4. 4, 4, 4 6 9'-0' 4, 4. 4, 4, 4, 4, 4, 4 6 10'-0' 4, 4, 4, 4, 4, 4, 4, 4, 4.17f671 REVISIONS 2 2 INCH LACK -CUPS -TEXAS ALL ANGLE 12 FOOT DATED J 6/11/03 UPDATED FORMAT. CREASED ALLOWABLE TESSURES TO 46.00/-52.00 PSF FOR A DOOR WIDTHS. 4ANCE0 'TEXAS WALL OGLE' TO *CONTINUOUS ALL ANGLE'. ADDED JBSTRATE MOUNTING TAIL CHANGED TO TEN HD ANCHORS IT 4/2/07 1 CHANGED FORMAT. DED MODELS 9800 4D 8024 WITH OVERLAY TRACK CUP ED IN CHARTS iATED SPLICE k CUP EDULES 9/05/07 UPDATE MOUNTING AIL DRAWINGS 10/05/07 UPDATED CHARTS TO IINATE THE USE OF 8 CUP (REPLACED 1 09 ACROSS THE 1D/24/07 UPDATED STEEL INTING DETAIL 104/11/08 EXPANDED 1-1/2' TO B' DOOR THICKNESS RT UP TO 14' HIGH. 12/11/08 ADDED MODEL 8700 ATED TITLE BLOCK 6/2/10 wa c® DATE NAME Damon DRAWN I 8/21/07 GRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PE" g 0)A4 4FLORIDA09890 32514 DRAWING PART NO. 307494 I REV. P1 oTRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 2 Business • Professional • 1 i tr r 0 2pdrlibll'tb(d Busines( Professional SCIs Home 1 Log In i User Registration t E Public User i Hot Topics } subam Surcharge I suits 6 Facts i Pubguclons FaC star ` SCIS Srte Map i Unks search i Regulation Product Aeoroval Menu > ProouR or Aoollcatlon Snatch > Aoolicatlon List > Application Detall FL # FL1971S Application Type New Code Version 2014 Application Status Applied For Comments Archlved 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 Ful Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrianoslbp.com on Berrlan onberrian@slbp.com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/i.S.2/A440 Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http://w",xv. floridabui lding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA%2bunzk l ... 2/ 19/2016 Florida Building Code Online Page 2 of. 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Lim Its of Use Certification Agency Certificate Approved for use in HVH2: No FL19715 RO C CAC 2-4-16 CCL-_Ist.i)df Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO If SWD002 SS 2016.02-03.odf Evaluation Report, PER3947, for design pressures and Verifled 8y: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes Back Most Contact us:: 1410 NorM Monroe Sweet Tallahassee FL 32399 Pnone: SS0-aa7-1824 The State of Florida IS an AN/EEO employer. Cb2vrloht 2007.2n13 State of Flo wda.:: Privacy Statement :: accessibility Statemit •: Refund Statement Under Florida low, 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 elaronk mail to this entity. Instead, corded the office by phone or by traditional mall. If you have any questions, p!ease comet 850.487.139S. -Pursuant to Section 4SS.275(t), tlorloa Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Oorartment with an email addrm If they have one. The emails provided may be used for official communication with the Ocensee. 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 pudic To determine If you arc a licensee under Chapter 4SS, F.S., please dick hM. Product Approval Accepts: M SCCUrlty.1lLrpr-: http://www. floridabuilding.orglprlpr_app_dtl.aspx?paraln=wGEV XQwLDgtvA%2bxmzk l ... 2/ 19/2016 INSTALLATION NOTES: 1 ONE (L) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF tin INCH 1 HE DEPICTED LOCATION L SPACING IN IME ANCNOA LAYOUT DETAILS I.F, W1111OU1 CONSIDERAI(ON OF rOLCRAHCCSI. TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. A SHIM AS REQUIRFO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF 1/16INCH OR GREATER OCCURS. SHIMIS) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 89 WOOD SCREWS OR I GAUGE ROOFING NAILS OR 106 COMMON NAILS O'r SUFFICENT LENGTH TO ACHIEVE 1-1/2 I7V MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN 3/6' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE SR 4SELF -TAPPING SCREWS. OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/11' EOGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE$to WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUC(TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MA5ONRY, USE 3/16INC1 DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4- EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE R10 SELFTAP7ING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF1H3NEAO ENEINA11ONSEYONO METALWALL 10. MINIMUM EMBEDMENTANO EDGE DISTANCE EXCLUDE WALL FINISHES, INCLLICING OUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 21. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON - IMPACT) GENERAL NOTES. 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EOmON Q014) FLORIDA BUILDING CODE (FBC), EXCLUDING IIVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/ WOMA/CSA l0lAS.Z/A44048/Ll 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY 01 THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND ZX DUCKS (WHEN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONOmONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO BE ORTAINF.D FROM MIIWILOAOE PER OR AM S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK 00 NOT INSTALL INSTALlAT10N ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED 7. IN ACCORDANCEvmH THE STH EDITION FpC, w000 FROM rRtE COGF OF BLOCK OR EDGE Of MORTAR INTO FACE SHELL OF COMPONENTS SHALT HAVE SEEN PRESERVATIVE TREATED BLOCK, OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR GLASS MEETS THE REQUIREMENTS OF ASTM E L300 MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USEDINSUBSTRATESWITHSTRENGTHSLESSTHANTHEMINIMUMSTRENGTHSPECIFIED BY THE ANCHOR MANUFACTURER. 14 INSTALLATION ANCHOR CAPACMES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF QSS. 6. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROAT -FILL EO CMU- UNIT STRENGTH CONFORMS TO ASTM CAO WITH MINIMUM COMPRFCSNE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUF COMPRESSIVE SI RENGTH OF 2000 PSI. 0. HOLLOW BLOCK CMU - UNIT STRENGT4 CONFORMS TO ASTM C-90 WrTH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF 47.6 MIL (0047W or 16 GAUGE). MIN. 1/2' EDGE DISTANCE. F. ALUMINUM -MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1116'. MIN. 1/2' EDGE DISTANCE TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VEQTTCAL A HORIZONTAL SECTIONS (NAIL FIN) 5 1 VERTICAL 8 HORIZONTAL. SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, 4 6LAErNG DETAIL MAX OVERALL SIZE CONFI6. OEST6N PRESSURE MISSILE IMPACTRATING WIDTHHEIGHT36' 6P O/X 35 / •35 PSF NON IMPACT 36' 66' O/X 50 / .50 PSF NON LMPACT 36' 74' CIA 50 / -50 PSF NON IMPACT 36' 7T O/X 35 / -35 PSF NON IMPACT 44' 62' O/X 50 / -50 PSF NON IMPACT 4/' 72' O/X 35 / -35 PSF NON IMPACT 48' 64' O/X 20 / •20 PSF NON IMPACT 52' 77' O/X 25 / •25 PSF NON IMPACT 36' 63.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT w 96' O/X (ORIEL) 20 / -20 PSF NON EMPACT 72' 62- O/X-O/X 35 / -35 PSF NON IMPACT 72• 44' O/XO/X 35 / -35 PSF NON LWACT 7W 62' 0/X-0/X 50 / •50 PSF NON IMPACT 76' 72' O/X•O/X 50 / -50 PSF NON IMPACT 76' 7T O/XO/X 25 / •Z5 PSF NON IMPACT 60' 74' O/X.O/X 35 / •35 PSF NON IMPACT 964 74' O/XO/X 30 / -30 PSF NON LMPACT IOB' 62- O/X-O/X-O/X 50 / -50 SF NON IMPACT 106' 72- O/X-O/X-O/X 50 / -50 PSF NON IMPACT LOD' 64' O/X-O/X-O/X 25 / •25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SilverUne MAndersen r4l ale SRYE:LRR: Pam MCIANTPAe . 1mwom PA ( I ST) yS4W0 Z 3 I"1 y T 8 ' N _ rZ Z CoC h i W Z to Co Q N m s vaNZt L WmOZ >+ V1 aCLU f- G z u., h UJ1 OF b MAX. FRAME MAX. FRAME Silver Line WIDTH e8' WIDTH 49. - brAndeTsen 11, B E 8 E eera.eeeea ONE SRVLILDIE MINE Nani naasvacr, w aege rN. D7T1 usnoo F F F F 7 5 S S ti m 0' C g 3 p 5z w VZZI Q= x 5 O D V g V., MAX. FRAME u' HEIGHT 96' HEIGHT 96' + m AQUALIFIEDCONFIGURATIONS ZIn W :)43 AR04 TOP CONFIGURATIONS FOR ALL 2501AW1 . h w ` PRATINGS, SINGLE UNIT CONFIGURATIONS u i W F,l Q A O A O 5 { S m ELEVATION ELEVATION vi SINGLE HUNG WINDOW ` SINGLE IIUNG ORIELWINDOW O H o H FRAME MAX. FRAME WIDTH 96 tn WIDTH 108' w W S QUALIFIED CONFIGURATIONS S ARCH TOP CONFIGURATIONS FOR ALL 2"24W2 — RATINGS, TWIN UNIT CONFIGURATIONS p F O F f Z 7 7 { ............, 47A MAX FRAME = O HEIGHT 74• MAX. FRAME •X' X. X. d'• Z HEIGHT 84' m A 0 Yi V Z 25A D $ In IQ tun) 5 ELEVATION DW&#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 5. b002 SHEET, 2 of 6 M 2" MAX FROM Il' MAX. O.C. CORNERS L n" MAX. r O.G. 2" MAX. FROM CORNEQSL I NOR7 IA•• W Won ATM 70'SI SMALL FE AWIMED YAw P OL ATNTA0.7AW.AN03RL ANCHOR LAYOUT NAIL FIN . SINGLE HUNG WINDOW 2MAX. 4 1/2' MAX. FROMCORNERS I O.G. 4 1/2" 0. 4 AAX— T 2" MAX. I I 4 1/2' MAX. FROM O. C. CORNEQ5 ANCHOR LAYOUT NAIL FIN . TWIN SINGLE HUNG WINDOW 1' MAXFROM . —^{ 6' MAX. CORNERS I I O.C. 6" M. 0. 4 I MAX. 1 I I 6' MAX. FROM J —"•i ham— O.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6" MAX. FFROM_ 20, MAX j-- CORNERS I O.C. 6" MAX 6' MAX. FZOM FROM 12 3/4" MAX. CORNERS O. C.CORNERSIIo. r- 20" MAX O. C. L 6' MAX FROM CORNERS ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW 16 1/ 161/ 2' MAX O. C. 12' MAX. O. C. SilverUne 6y%+ I1dPt en Rio osor"•000as OrE S¢hNd1E e.LoE NO1TN Law•vcccwaFoz n pst,A slaoo L n R J < o[ =} Z j; Ztm E! N` W 7 G Z i r N Lu m L ac W d m s F G t CDv / Z O Z H a w a a9 In > 6' MA —ZZ_ ANCHOR STRAP 6' MAX' _ N Y ' < 1' FROMFROMANCHORSTRAPcP/ N 50-2995-2 0 0 = u Z CORNERS CORNERS P/N 50 2995.2 SEE SHEET 5 FOR DETAILS o p v SEE SHEET 5 FOR DETAILS DW6 #: ANCHOR LAYOUT ANCHOR LAYOUT 5 W OQQ 2 THROUGH FRAME - TWIN SINGLE HUNG WINDOW THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW SHEET: 3 OF 6 2" MAX. I I 4 1/2' MAX. FROM O. C. CORNEQ5 ANCHOR LAYOUT NAIL FIN . TWIN SINGLE HUNG WINDOW 1' MAXFROM . —^{ 6' MAX. CORNERS I I O.C. 6" M. 0. 4 I MAX. 1 I I 6' MAX. FROM J —"•i ham— O.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6" MAX. FFROM_ 20, MAX j-- CORNERS I O.C. 6" MAX 6' MAX. FZOM FROM 12 3/4" MAX. CORNERS O. C.CORNERSIIo. r- 20" MAX O. C. L 6' MAX FROM CORNERS ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW 16 1/ 161/ 2' MAX O. C. 12' MAX. O. C. SilverUne 6y%+ I1dPt en Rio osor"•000as OrE S¢hNd1E e.LoE NO1TN Law•vcccwaFoz n pst,A slaoo L n R J < o[ =} Z j; Ztm E! N` W 7 G Z i r N Lu m L ac W d m s F G t CDv / Z O Z H a w a a9 In > 6' MA —ZZ_ ANCHOR STRAP 6' MAX' _ N Y ' < 1' FROMFROMANCHORSTRAPcP/ N 50-2995-2 0 0 = u Z CORNERS CORNERS P/N 50 2995.2 SEE SHEET 5 FOR DETAILS o p v SEE SHEET 5 FOR DETAILS DW6 #: ANCHOR LAYOUT ANCHOR LAYOUT 5 W OQQ 2 THROUGH FRAME - TWIN SINGLE HUNG WINDOW THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW SHEET: 3 OF 6 Nil CONCRETE/ MASONRY BY OTHERS CAVLK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS ySEE514EET6FOR CONNECTION DETAILS 98 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS / PERIMETER// SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL. SHEET 6 1 1/2' MIN. EMBEDMENT 3/8' MIN. r E06E DIST• 1/4' MAX. 1 V411 MAX. SHIM SPACE SHIM SPACE 1 SASH REINFORCING INTERIOR SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING DETAIL SHEET 6 INTERIOR g VERTICAL SECTION 4 NEAD - zX WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER 1SEALANT BY OTHERS 1/4' MAX. EXTERIOR FINISH SHIM SPACE BY OTHERS VS WOOD SCREW y INSTALLATION ANCHOR 3/8' MIN• EDGE DIST, 2X W000 BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS P•. a! CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 i/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT A VERTICAL SECTION 4 SILL - zK WOOD suac NAIL FIN EXTERIOR O.A. UNIT WIDTH MIN. 3/6' EDGE DISTANCE MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE 8 6R. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE 5HEET I INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS 0 HORIZONTAL SECTION 4 JAMS - METAL STUD NAIL FIN SilverUne aAndersen II. {Y{•0.O{{ aw SavE2tv4 CAM tjm l m&vml4m w c4m IN-CM1-15-M 3d u W Is Zb of = oY^ N 0C0C Zeir O`+ Zm f7 i a . z< Q;QWmcZX tii vl c p u O to Z O Z H W w aC o i "' 4[ rr,_ `v , i m N m y J yl vz c v in NG tk SW0002 4EET: 4 OF 6 410 WOOD SCREW 3/4" MIN SilierlineINSTALLATIONANCHOR MASONRYCONCRETE/ BY EDGE DISTANCE 2X WOOD SUCK/STUD BY OTHERS bAndclsen OTHERS EE SHEET 6 FOR I/4• MAX. SCONNECTION CAULK BETWEEN ', a '; SMM SPACEDETAILS MIN. 3 THREADS CONCRETE/MASONRY ' e . • e` SASH REINFORCING PENETRATION BEYOND SEE SHEET 6 FOR REQUIREMENTS METAL STRUCTURE BY OTHERS '. SEE GLAZING MIN. l/2" EDGE DISTANCE w o e • r e , e • oe OW Einius DETAIL SHEET 6 NNW wry EXTERIOR FINISH EMBEDMENT r"' (M•3sxW VBYOTHERSINTERIOR lU 6R. y 5ELF-TAPFIN6 SCREW PERIMETER SEALANT — 1/4" MAX' SHIM SPACE INSTALLATION ANCHOR g C BY OTHERS / METAL TUBE/STUD OR APPROVED V o z g Z N a p _ A 1 MULLION BY OTHERS. N o v O.A. EXTERIOR ( / INTERIOR SEE 514EET t INSTALLATION 51^ w i a1 UNIT / NOTE 14 SSS H < HEIGHT h W u m r 9 ee E SEE GLAZING PERIMETER SEALANT EXTERIOR BY OTHERS C p C DETAIL, SHEET 6 W c Waa 0 A. UNIT WIDTH C1 HORIZONTAL SECTION mVERTICALSECTION5JAMB -METAL TUBE/STUD OR APPROVED MULLION S IIEAO. 2X W000 BUCK THROUGH FRAME n THROUGH FRAME SEE GLAZING 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO DETAIL. SHEET 6 FRAME. HOLES PROVIDED TO ACCOMODATE #14 DIA, 4.0000—4.0000 1-40 V) t EXTERIOR INTERIOR r 2.0000 ••I-2.0000- of 15 ANCHOR STRAP, AT TWIN 8 W v) TRIPLE CONFI6.ONLY. SEE PLAN 00620 o O A. I VIEW -ANCHOR STRAP UNIT / P/N 50-2995-2)' DETAIL AT 4.0020 HEIGHT RIGHT FOR INSTALL REQ. 0.500012) 1/4' MAK 2.3750 ZPERIMETERSEALANTSHIIASPACE BY OTHERS a3) 0.7500(2) 3.0000(2) 6,0000 INSTALLATION ANCHORS EXTERIOR FINISH FROM ANCHOR STRAP TO BY OTHERS . e' I ]/4" MIN. EMBEDMENT PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING SEE ANCHOR REQUIREMENTS BELOW. i PRECAST SILL 9 ,e BY OTHERS •• f. `i.7 ' Ee • 3/I6' LTW TAPCON ° a •' v:. . • ANCHOR STRAP ANCHORING REQUIREMENTS: i y. INSTALLATION ANCHOFORR e y a TAPCONS RO;! e;14- MIN. PER PER STRAP, MIN. IO1/4" EMBEDMENT MINN3/4' EDGE DISTANCE T co EDGE DISTANCE S. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DR LLLNG SCREWS, 6R PER5, STRAP. MIN. 3 THREADS PENETRATION, MM 3/4" EDGE DISTANCE. N 2 i f 1- C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. mm a, 3 u 2 VERTICAL SECTION 1-1/2' EMBEDMENT, MIR V E06E DISTANCE. o c u DWG#: S W [)00 25SILL-CONCRETE/MASONRY THROUGH FRAME SHEET: 5 OF L SilverLine NOTE: byMdersen ALL ACONFIGURATIONS SHALL COMPLY Y GLAZING REQUIREMENTS WITHHSAFETYOUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. v . •ere . o 0 o e INTERIOR r+ wluwsswwux-j*0M MZ) 4n-woo 5/8' O.A. I.6.6U55 w Q Z Q rEXTERIORINTERIOREXTERIORINTERIOR 7F CC 3 oG' y ya77ppwLLJI ac=F2p 5: SMALL' FRAME ' LARGE' FRAME o MIN. GLA55 SITE 1/ 2' O i m < c w REINFORCINGEXTERIOR REINFORCINS SEE BELOW FOR QEINF. SEE BELOW FOR REINF. O / -} 1 L' tii g N m m c Q REQUIREMENTSREQUIREMENTS. 1/8' SETTLNG BLOCK Z w o, VERTICAL SECTION HORIZONTAL SECTION 6 MEET1NGSTILE 6 INTERMEDIATEFRAME MUWON GLAZING DETAIL I c I- ALUMINUM SASH REINFORCING I5 REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, ( 0/X). DESIGN PRESSURE •/- 35 PSF 36 X 84, ( O/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, ( O/X). DESIGN PRESSURE •/- 50 PSF 38 X 77, ( 0/X), DE5I6N PRE55URE •/- 35 PSF 72 X $4. ( O/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, ( O/X-O/X), DESIGN PRESSURE • /- 50 PSF 108 X 62, ( O/X-O/X-O/X). DESIGN PRESSURE •/-50 PSF lOS X 72. ( O/X-O/X-O/X), DESIGN PRESSURE 4-50 PSF C- STEEL INTERMEDIATE FRAME'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, ( O/X-O/X), DESI6N PRESSURE •/- 35 PSF 0 - STEEL INTERMEDIATE FRAME'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, ( O/X-0/X), DESIGNPRESSURE •/- 35 PSF NOTE: 1. LOCATION OF BUCKOR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. 0 C. SPACING SPECIFIED 15 NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK. 1/4' ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX. O. C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 1 1/4• MITd. EMBEDMENT . •7. 11/ 2' MIN. EDGE DISTANCE I 2' MIN. EDGE I DISTANCE CONCRETE/MASONRY BY OTHERS BUCK INSTALLATION DETAIL z E PRo````` R i T y J N V Z G DWG #: SW0002 SHEET: 6 OF 6 WMANUFCTURI RSASSOCIATION IEWDMA Hallmark® Certificate of Conformance and License rCCL ' l ) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adn,in»,Y,t,.` systcros' Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psi; Water Test Press 220Pa 4.59pso 440-H-025.36 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 318/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-051 Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/1912016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 413/2017 914x1930 mm (3606 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7l1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25pso; Negative Design Pressure DP) = 1200Pa (25psi); Water Penetration Resistance Test Pressure = 180Pa (3.76psQ 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (38x66in'yType H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW R DOOR M/wuFACTURERSAS=ATION Hallmark® Certificate of AMS, INC. IEWDMA Conformance and License (CCL) ^ Ad""nis""'w"""agem"" Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.21A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 240013a (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50pso 440-H-025.47 2900impact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35: Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219xl829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP 8 Cycle Pressure +50/-50 52in 73in NCTL-110-16675.1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP 8 Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50: Size Tested 1321mm 1854mm NCTL-110-16675.3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of ' i IOWDMAConformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. AdmmistrativcManngctnrnt Systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/1.S.2/A440 11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675.3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, 965mm 1575mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 29004900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-10947 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25: Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/612018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-10947 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi; Water Test Press 260Pa (5.43psQ 440-H-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-10947 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-1-1-025.65 29004900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-10947 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.66 2900.4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4113/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7l2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi, Water Test Press 360Pa (7.52psQ 440-H-025.68 2900.4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01.109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR MANUFACTURERSASSOClAT10N Hallmark® Certificate of 01X1>1 Conformance and License (CCL)S,stca%l,c. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adminisw=hY Man11WDMA Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-rt 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.70 2900-4900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027A9 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-10947 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.21A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-10947 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-027.22 2902/4902 101/1.S.21A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psi) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psi; Water Test Press 260Pa 5.43psi) WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW R DOORonMANUFACTURERS ASSOCIATION Hallmark® Certificate of IEWDMAConformance and License (CCL) • Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. AdmmWrou%rS1anageroent Systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5127/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109.47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 29004900 Series/29024902 Twin Single Hung 101/1 S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-10947 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900/29024902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-10947 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PC-30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903/ 70 Series 101/I.S.21A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 27370575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1117/2017 2718x1575mm' (107x62in•-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 DOOR MANUFACTURERSCTURERSASWCIAMN IEWDMA Hallmark® Certificate of , Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AdmioistaivcMnnagernent Systcrns,lnc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/29034903 101/I.S.2/A440.11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-10947 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psi) 440-H-028.20 2900/4900 Series 290314903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20: Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-028.22 2900-4900129034903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psi) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9l5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43pso 440-H-029.08 29004900129074907 Single Hung 101/l.S.2/A440.11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psi) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1114/2014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psi; Water Pen Resist. Test Press = 150Pa 3.13psi) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-10947 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-10947 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 DOORWMANUFATURERSAS=AMON Hallmark® Certificate of IEWDMA Conformance and License (CCL) 4C > Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +3505 psf: Water Test Press 260Pa 5.43psQ 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +3505 pst; Water Test Press 26015a 5.43psQ WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 AMS, INC. Administrative Mann, Icnt Systems, Inc. CertDate ExpDate 11 /23/2015 4/27/2025 11 /2312015 4/27/2025 I. John afcFee, YP of Certification Progrorns, fTT V4 HalLnark By: — nJ4 Rhonda Schon_, Authorized Representative, AUS If Program Sponsor: Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL (312)6734828 www.wdma.com Program Administrator: Administrative Management Systems, Inc. PO Box 730, 205 West Main Sackers Harbor, NY 13685 TEL (315)646-2234 staff@amsceri.com WD-20 10114109 Friday, May 13, 2016 Page 26 A\\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norcro, P.E. Florida Professional Engineer # 73778 Date: 12/ t 5/20 l 5 Contcnts: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' DES F. 0 Z4v '-.p 7 T0TP C OP:'• : G S/ONAL I1111 Hermes F. Yorero, P.E. Florida No. 73778 A\\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Product Category: Product Sub -Category: Compliance Method: Product Name: Silver Line Building Products Windows Single Hung State Product Approval Method (1)(a) Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 51'' Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51' Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the Vh Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization ia: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization t# TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/OS/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/2812017 Florida Building Code Online Il 1., ' as ,' _ I• r _ .: ' y ] li 8CIS Home I Log In I User Peglstratlon I Hot Topics I Submit Surcharge I Stats a Fads I Publications I FaC Staff I SCIS Site Map I Unks i Search I Fbrida1010% rO ProductApproval USER: Publlc user Ai 0 9:., .gym Product Aooroval Menu > Product or Application search > Anpllcatlan List > Applleatlon Detail i'} i L •• 'mu . a FL # FL12194-113 Application Type Revision Code Version 2014 1 ; • t Application Status Approved Comments Archived Produet Manufacturer Aluminum Coils, Inc. Address/ Phone/Email S001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcollsinc. com Authorized Signature. Gareth Rahman grahman@aluminumcollslnc. com Technical Representative Paul Frost Address/ Phone/Email S001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollslnc. com Quality Assurance Representative Address/ Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 5 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest I 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 FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpsJ/ www.floridabuildi:ng.org/pr/pr app dtl.aspx7param=wGEVXOwtDquk24AUC%2fEHMrNrkL4bysALEZSXMJSX5GEO%2f1CXzYpyxA%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/201S Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 SUmTary,ofProducts. _--r- -.1 ,'-. e ---- .... -- -:-.— FL # Model; Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL12194 R3 11 ALClSO01 Evaluation Report 2014 FBC 04 T4 Sofflts.odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other. See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC1S001 Evaluation Report 2014 FBC 04 T4 SoMts.odf Created by Independent Third Party: Yes Contact Us :: 2601 alalr Stone Road. Tallahassee FL 32399 Phone: SSO-487-1624 The State of Florida Is an AA/EEO employer. Coovdaht 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-mall 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 mall. if you have any questions, please contact 8S0.487.139S. •Pursuant to Section 455.275(t), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, 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, ff you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please dick _qM_. Product Approval Accepts: go rm Credit Card Sate httpsJ/www.8oridabuilding.orgtpr/pr app dtl.aspxlparam=wGEVXQwtDquk24AUC%21EHMrNrkL4bysALEZSXMjsX5GEO%2f1CX.YpyxA%3d%3d W CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.alumlnumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the. HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 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 bythe 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 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. Sea Appendix D for dimension drawings. 318" 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. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for Stale 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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES. LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. W rui yEwr 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in Aln.ft for the 'full vent' configuration and 4.2 In2Aln.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 1 C p `G P.- R. AR'i,' i O 1 J .0 O. GENS.FS, ., 27 No 74021 07'05'00 04'00' STATE OF O •. O R 1 O P N`' Zachary R. Priest, P.E. SS NAL C1, Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE 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 (7 pages) 2) APPENDIX 13— Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 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 niport does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12' T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 44nch O.C. Fastener Fastener Fastener Fastener Location Location Location Location c. 16' 04 Soffit —16-inch o.c. Fastener Fastener Location Loon ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Lnmtion L- Fastener Fastener Location 11"l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12.14 Approved Systems for 124nch Overhang with J-Channel 1 -f1 Approved Systems for 164nch Overhang with F-Channel 16.14 Approved Systems for 164nch Overhang with J-Channel 24F7 Approved Systems for 24-inch Overhang with F-Channel 24J4 1 Approved Systems for 244nch Overhang; with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width PSI) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max One (1) min. 3/84nch head dia. nail, One (1) min. 318 x 3/84nch One (1) min.1 3/4-inch long x 12F-1 164nch Wood min. 1.254nch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- S40 0 24-inch o.c. o a inch head dia. trim nail spaced 364nch o c. Max Three (3) min. 3/44nch x 1/4-Inch One (1) min 3/4-Inch x 1/44nch One (1) min. 1 3/44nch long x 12F-2 164nch Wood Wood crown staples In diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/44nch 48 244nch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max. Masonry One (1)14 ga. S!8-Inch long T nail W One (1) min 3/4inch x 1/4 nch One (1) min. 1 3/44nch long x 0.0724.nch dia. x min. 1/44nch 48 16-inch spaced 8-inch o.c crown staple spaced head dia. trip nail spaced 48- 2ainchpandsecuringeachpanellapincho.c ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 124nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314- inch x 1/4-Inch crown One (1) min. #8 x 1/24nch One (1) min 3/44nch x One (1) min. 1 3/44nch long x 12J-1 M ax Wood staples in diamond long x head diameter Wood 1/4inch crown staple inch dia. x 16 inch pattern spaced 24screw spaced spaced 16-inch spaced 84nch oxc. 48- head dia. trip nail spaced 48- head l spaced 64. 64.2 inch o.c nconnectingsoffittoJtthannel Inch o.c. Approved Systems for 16-incKoverhang 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)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max Masonry One (1)14 ga.•5/8 nch long T nail Wood 14nci leg staples spaced max 0.072-inch diameter finishing nag with min. 3116- 253.3124nchspacedmax8-inch o.c. flinch o.c. and securing each inch head spaced panel lap 124nch o.c. Three (3)18 ga.1/4-inch crown x 1- One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.0724nch diameter 16F-2 Max 124nch Wood Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max o.c. and securing each finishing nag with min. 3116- 53.3 spaced 16-inch o c. panel lap inch head spaced 124nch o.c. Max One (1) 3/84nchhead dia. nag, min. One (1) min.318-inch x 3/8-inch One (1) min. 1 3/44nch long x 0.072 Inch dia. x min. 16F-3 164nch Wood' 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/164nch head dia. trim nail 25.6 inch o.c. O.C. spaced 364nch o.c. Max. Three (3) min. 3144nch x 1/flinch One (1) min 314-inch x 1/44nch One (1) min. 1 3144nch long x 0.072-inch dia. x min. 1/4- 2716F4 16dnch Wood staples in diamond pattern spaced 24 inch o.c. Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of arty product changes or quality assurance dhanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-5 Max. 16-inch Masonry One (1)14 ga. &84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- t43.3spaced8-inch o.c. inch.o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3)18 ga1/4 inch crown x 1- One (1)18 ga. 1/44nch 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 staples spaced 4 inch o.a and securing each finishing nail with min. 3/1fr 543.3 spaced 164nch o.c, panel lap inch head spaced 16- inch o.c. Approved Systems -for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate J-Channel Attachment- Substrate Panel Attachment Fascia Cap Attachment 16. 1-1 Wood Three ( 3) min. 3/44nch x 1/4-inch crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch One ( 1) min. 1 3v44nch long x 0.072-inch die. x 23.5 164 nch spaced 2414nch o.c. crown staple spaced 8-inch o.c. min. 1/44nch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 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 A Approved Systems for 244nch overhang with F-Channel Wall Connecliori Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 124nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80lAO diamond pattern inch x 7d ring One (1) min. 1.754nch inch O.C. 31164nch head spaced spaced 164nch o.c shank nail x 0.0724nch diameter 12-inch o.c. 244nch o.c. finishing nail with min. 3116-inch head spaced 44nch o.c. One (1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One (1) min.1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter. 80124F-2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch unch °'c 31164nch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (rows1) 18 ga. 1/4 One (1) min. 1.754nch x Max. One 1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood lleg staples spaced 8 finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.754rich inch o.c. 3/164nch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 9a.1/4-Inch Nominal 1x2 crown x 14nch leg Three (3)18 ga.1/4- No.2 SYP anchored to staples spaced 124nch o.c. securing One (1)18 ga. 1/4- One. (1) min. 1.75-inch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F4 16 inch Wood leg staples in 1) min. ring Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75anch inch o.c. and securing 3116anch head -spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-Inch crown x linch leg Nominal 1x2 staples spaced One (1) min.1.5- Not SYP 124nch o.c. securing One (1)18 ga. 1W One (1) min.,1.754nch x ax inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F-5 16innch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced 164nch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F-6 166-h ch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-Inch o.c. 1) 7d x 2.25 One (1) min. 1.754nch inch o.c. and securing 31164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-Inch o.c. nag 244nch o.c. finishing nag with min. 3/16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 6 of 7 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 A Approved Systems.for•24inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal Ix2 No.2 SYP scabbed between rafters with one (1) min. 2.2SInch x 7d One (1)18 ga.1/41nchNominal1x2 ring shank nail clown x 1-inch leg No.2 SYP anchored to Three 3 18 gal/flinch crown straight-naled through the ratter Into the end staples spaced 124nch o.c. securingg One (1)18 ga. b- One (1) min. 1.754nch 24J-1 Max rafter with one x 1 Inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inoh x 0.072-Inch diameter finishing nail with min. 16012-inch 1) min. 2.25- staples in diamond min. 2.2Sinch x7d One min. diameter leg staples spaced 3/16-inUt head spaced inch x 7d ring pattern spaced 16- g shank nails toe- x 0 072inch diameter72 8 inch O.C. 12-inch o.c. shank Wait inch O.c naled on either side of finishing nal with min. 24-inch.o.c the batten at each balten/rafter 31164nch head spaced intersection. Max. 4ineh o.a rafter spacing Is 244nch o.c. Nominal tx2 No.2 SYP scabbed between rafters with one (1) min. 2.2SInch x 7d One (1)18 ga.1/44nchNominal1x2ringshankrealcrownx14nchleg No.2 SYP anchored to Three (3)18 ga.1/A-inch crown strai ht-rialed through9u9 the rafter into the end staples spaced 12'ence °• Ong One (1)18 ga. %- inch crown x 1-inch One 1 min.1.75-inch 24J 2 Max rafter with one x 1-inch leg of fete batten or two (2) early panel lap Wood leg staples spaced x 0.0724nah diameter finishing nail with min. 353.316-inch 1) min. 2.25- inch x 7d ring staples in diamond pattern spaced 16- men. 22minch x 7d rk+9 shank oafstoe- One (1) min. 1.754nch 83nch o.c. and securing each panel 16-inch headsspaced shank nall inch o.c. nailed on either side of 13/16-Inch x 0.072-Inch diameter finishing nail diaA min lap 164nch o.c. 24inch o.c. the batten at each batttion. ter head spaced intersection. Max 4-Inch o.c rafter sparing is 244nch o.c. ALC15001 FL12194R3 Page 7 of 7 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. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Min. 3/91 head dia. nail with min. l: en3a9emaat(for rood subst_ata} or min. 0.0971 die. T-n%il or stub nail with Min. 5!8• engagement(Lor concrete oi-.block aubstrat.l. upacad as aatud Above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL wocd, conc—r- or61:cY.w FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0. C. S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System Np. Installation Detail nSMAIMISOFFIT STAPLERAFIDPEN1O 3/4• x 1/4- ; I DIAMOND PATTERN I 0 AILCROWNSTAPLES , USING A DLAMOND --•-I PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X 1/4• CROWNJTRIMNMAJLFACIA BOARD S' 1fCHANNELSTAPLEONCENTER 1-3/4- TRIM NAIL P CAN BE INSTALLED WITH THE PAINTED S.S. 48- FASCIA CAP NAIUNG FLANGE UP OR O.C. 3/4- X 1/4- DOWN STAPLE SOS_ max. 22-inch span SOFFlT__j SUBSTIMTE SOFFIT & FASCIAirWOODDETAIL ALCIS001 FL12194-R3 Page 2 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. CREEK TECHNICAL SERVICES, LLC 12JA No. I Installation Detail OPEN RAFTER 3/4" X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN V—L;KMNLL 1-3/4' TRIM NAZIscrewedtosoffit wityl -"lmW *a r PAINTED S.S. 48' 1/2^ x 3/6' bead O.C. diameter screK, 16" C.C. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B f Vr, ; SOFFIT STAPLE i E—t ; DETAILDIAMOND PATTERN FACIA BOARD ; srvtcs , ASCIA CAP 3/4- X 1/4- CROWN 1-3/4' TRIM NAIL FACIA BOARD STAPLE '8' ON CENTER PAINTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE j;12ij SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' TRIM NAIL FASCIA BOARD PAOr1E0 SS FASCIA CAP SOFFIT N' EROMM sTAPte PER RAFTER FASCIA BOARD 11 Yi rTr Hr:i 16F-1 SOFFIT &FASCIA 16F-5 DETAIL f FASCIA CAP, REFER TO SOFFIT i FASCIA DEIAL F' CHAtOIEI SOFFIT: MAX Ri' SPAN MASONRY SUBSTRATE I A1.06001 FL12194-R3 Page 4 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. 1A CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail blin. 3/S" head dia. rail with min. I—. sixja_emsnt(for wood eubatrate) or min. 0.097" i1a. T-nail or stub.nail with min. 5/S" engagement(for concrete or clock substrate), spaced as noted abovo. FASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL wood, Concrete or Block wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail Lj SOFFIT STAPLE OPEN RAFTER , 3/4' X 1/4' II DIAMOND PATTERN IDETAILCROWNSTAPLES1 USING A DI MOND —VW 41 PATTERN FACIA BOARD / FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD 1-3/4' TRIM NAIL8' r.—r STAPLE ON CENTER 1-3/4- TRIM NAIL PANTED S.S. CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWm+ THE O.C. NAILING FLANGE UP OR 3/4' X 1 /4' DOWN CROWN STAPLE SOFFIT -ice• i6-inch span WOOD SOFT SUBSTRATE SOFFIT &FASCIAIrDETAIL ALCIS001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail 1 t- TRIM NAIL FASCIA BOARD PAUrTED S.S. FASCIACAP SOFFIT T'j' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1-4, CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND 1617-2 & PAITERN; REFER TD—\ DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL f0SOF CAP: REFER TO SOFFIT t FASCIA F' CHAKNEL OCTAL 8- 3/8 SOFFIT; MAX. u' SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 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. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4- X 1/4- CROWN STAPLE -2r ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE X;i4 T ZA 3/4' TRIM NAIL PAINTED S.S. 48' O.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B 3M ,2MCM ; SOFFIT STAPLE 1 DIAMOND PATTERN DETAIL FACIA BOARD i va rnvmi ASCIA CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE '8- ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL AL015001 FL12194-R3 Page 8 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix S System No. Installation Detail t TRW NAIL FASCIA BOARD PAOITEO ii rr,- (ROWN FASCIA CAP STAPLES SOFFIT USING A OIANOND PATTERN; REFER TO r%r CROW STAPLE SOM STAPLE DIAMORD PATTERN RETAIL 1 t- TRW NAIL FASCIA BOARD PANTED SS. SOFFIT b FASUA DETAIL 24F-1 & t 24F-4 rXJ' CRDMIt STAPLE — FASCIA U; REF[R o TO SOFFIT l FASCIA \ DETAIL / f-[NANNR Balto AntAored to SOW. nAx lt.- IRaftersrifAoneW Real She* Nall at every Rafteri WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-113 Page 9 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. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t' TRIN RAIL FAStu BOARD PARITED SS t.t' SMODTR SNAATc ` FASCIA CAP ROOF tU1S SOFFIT 1'at' CROWN STAPUE I t TRW MAX FASCIA BOARD PARITED SS. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 rat' CROWN STAPLE FASCIA GP. REFER TO SOFHt i FASCIA DETAt Noebw r.r STP Ratteo Aartlatd to SOFFIT. MAX n' F-CWAN+t0. Rafters ri1A err Id Min Shank sea u every Hatter MOOD SUBSTRATE ALC15001 FL12194-R3 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 repon.is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t- TRIM RAL fASCIA BOARD PAINTED S.S. A ' T-NAILS FASOA CAP SOFFn N* CROWN STAPLE I TRLY MAIL FASCIA BOARDPAINTEDS.S. SOFFIT L FASCIA 24F-3 & DETAIL 24F-6 r.t- CROWN STAPLE FAsnA TAP, REFER TO SOFFITi FASCIA DETAIL Raw" ra2' S" F• EHAMNEL Battsa Awbored to SOFFIT; MAx. 2V Rafters rilb an Id I Riaq SAa l Nan at every Rafter MASONRY ALC15001 FL12194-113 Page 11 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f- TRIM NAIL, —FASCIA BOARD PAINTED SS. r` STAPLESAPLES fASM LAP USOIG A DIAMOND SOFFIT- 1PATURN; REFER 10 AunLEVEREO 1`4- CROWN STAPLE SOFFIT STAPLE RAMRDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT b FASCIA I c` MIN HAIL PAOLTEO S S. DETAIL 24J-1 & rr2- tROWN STAPLE 24J-2 FASCIA LAP. REFER TO SOFFIT t FASCIA Noma! 1- A T SYP bannn DETAIL ucxqk aao SDrfii: MAX. iA- 3/ tMAMt L teurm aatn TMXM aea*r li? TOAnR I tllknk nad fbID*hI4rfHl OrwSn Ae rally Ora Ort W0OD SUBSTRATE of bo en «Oro Q?70 nn0 SJYnk nras mea+aOeC em CWW aide of the batten n It r bwYeNnOu mknxlbn SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of arty product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 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. Vwt is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 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 than either 4% of the least horizontal dimension or 34 ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof Height ft Basic Wind Speed Mph) 120" 13U . 140 150 160 170. 18d 190 200 Enclosed 4 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 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36A 41.1 46.0 51.3 56.8 Negative Loads) 5 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 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, Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 1 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 50so 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 1 17.8 1 20.5 1 23.3 26.3 29.5 1 32.9 36.4 ALC15001 FL12194-113 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. s -- ---T - - -- - - - -_-- - -- _ - -- --- - -- --_- -_----=sue------=-a - - - ---- - _-- - ___ CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind'Pressures for Soffrtsin Ez osure C Building Type Zone. Mean Roof Height ft Basic Wind Speed Mph) 12Q 13Q 140 150 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 602 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 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 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 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 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 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 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 402 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 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 1.5.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1 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 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building. Type Zone Mean Roof. Height ft Basic Wind Speed mph) 120 130 140 , 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 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 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 46.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 26.7 30.6 34.8 1 39.3 44.1 1 49.1 1 54.4 60 20.2 1 23.7 27.5 31.6 35.9 1 40.5 1 45.4 1 50.6 1 56.1 ALC15001 FL12194-R3 Page 4 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. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel r 1/r HEM 1 5/8"• i ISOMETRIC ,VON 3/1" PROFILE ISOMETRIC VIEV 3/r PROFLE ALUMINUM COILS, INC Soffits Appendix D ALCIS001 F1.12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4 7/8" 1 1/8" HEM T 6'FASCIA 7' BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 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. CREEK TECHNICAL SERVICES, LLC 16Q Q4 Soffit 18' BLANK 3 / 8 PROFILE 16M REF. SO TP. 25 11P. M125 TYP. DODDDD DODD DDDDDD= ODDDD D D D D D D DDDDD MY ,dMP PAfRPM ! LLI V ,C1 QaNERS DNIED M ref WKCIION AS Po9si ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 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. CREED TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" S/16' 1/2- 1/2' 1/2' 1/2" 1/2" IMS" BLANK 3/8" PROFILE 2.625 REF. 50 IYR DIDDDDO D00DD OODODDn DDDOD 0 ODDOD D0000 WMr IONrf PATrFW 0101 SQUn WMW rOft" 0 SAYE DMCnW AS F=) END OF REPORT ALC15001 FL12194-113 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE r EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 613) 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. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (17ST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use In the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 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. S. Installations shall meet the minimum ventilation requirements of FEIC 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 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Paste 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels 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 in2Ain.ft for the 'center vent configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 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 (or which (his report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated 'herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5r" Edition (2014) as evidenced In the referenced documents submitted by the named manufacturer. PRY rR,I 1; C E NSF• No 74021 r_ Q'.. STATE OF :/ 1110NACe 1-0 CERTIFICATION OF INDEPENDENCE 2015.08.27 11-A 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial Interest In- any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a Menial 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 (7 pages) 2) APPENDIX 8 — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCIS001 FL12194-R3 Page 3 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERv10ES, 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 1710.9.4. 2. Refer to LimrrATioms and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless. otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location L ion b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Location L lion Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001 FL12194-R3 Page 1 of 7 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 A d. 16" 04 Soffit— 84nch o.c. Fastener LnraL— Linn Fastener Fastener Location Xl Approved System Numbers and Definitions 12F-ft Approved Systems for 12-inch Overhang with F-Channel 12J roved Systems for 124nch Overhang with J-Channel 16174 Approved Systems for 164nch Overhang with F-Channel L# Approved Systems for 164nch Overhang with J-Channel ME# Approved Systems for 244nch Overhang with F-Channel Approved Systems for 244nch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-,Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 344nch long x 12F-1 16-in Wood min: 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.072-inch dia. x min. 3/16- 0 24inch o.c. 0. C. inch head dia. trim nau spaced 36-inch o.c. M Three (3) min. 3/4-inch x 1/4-Inch One (1) min 3/4-inch x 1/44nch One (1) min. 1 X44nch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/4-inch 48 24-inch o a and securing each panel lap head diatrip nail spaced 48- 2spaced inch o.c. 12F- 3 Max OneOne (1)14 ga. 5/8 Inch long T nail W One ( 1) min 3/4-Inch x 1/44nch One (1) min. 1 3/44nch long x 0. 0724nch dia. x min. 1/44nch in. 48 164nch spaced 84nch o.c. crown staple spaced 84nch o.c. and securing each panel lap head dia. trip nail 48- 2 inch o. c. ALClSO01 FL12194- R3 Page 2 of 7 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/44nch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples In diamond long x 3/8-inch head diameter Wood 1/44nch crown staple dia. x min. inch0.0ad16-inch pattern spaced 24- screw spaced 16 inch spaced 8-inch o.c.. dish spacedheaddia. trip nail spaced 48 64. 4.2 inch o.c. connecting soffit to Jchannelnn Inch o.c. Approved Systems for 164nch 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)18 ga. 1/44nch crown x One (1) min. 1.754nch x 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. 0.072-Inch diameter finishing nail with min. 3/16- t53.312-inch spaced max. 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3)18 ga. 1Wnch crown x 1- One (1)18 ga. 1/44nch crown x One (1) min. 1.754nch x 0.072-inch diameter 16F-2 Max 12-inch Wood inch le 9 staples in diamond pattern Wood 1 nch leg staples spaced max 4-Inch o.c. and securing each finishing nail with min. 3/16- 253.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch O.C. Max One (1) 3184nchhead dia. nail, min. One (1) min 3/8-inch x 3/8 inch One (1) min. 1 3/44nch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/164nch head dia. trim nail t25.6 inch o.c. O.C. spaced 364nch o.c. Max' Three (3) min. 3144nch x 1/4-inch One (1) min. 1 3/44nch long 16F-4 Wood crown staples in diamond pattern Wood One (1) min 314-inch x 1/44nrh x 0.0724nch dia. x min. 1/4- 27 16-inch spaced 244nch o.c. crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.754nch x 16F-5 Max Masonry One (1)14 ga. 5/84nch long T nail Wood 14nch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3 164neh spaced 84nch o.c. inch o.c. and securing each inch head spaced panel lap 16•inch o.c. Three (3) 18 go.1/44nch crown x 1- One (1)18 go. 1/44nch crown x One (1) min. 1.75-Inch x 0.072=inch diameter 16F Max 16 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 164nch o.c. panel lap Inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/44nch x 1/44nch crown staples in diamond pattem Wood One (1) min 314-inch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 164nch spaced 244nch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 41.4 hall spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 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. LACREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia -Cap Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 124nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern Inch x 7d ring One (1) min. 1.754nch inch o c. 3/164nch head spaced spaced 164nch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 244nch o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. One (1)18 ga.1/4-Inch crown is 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing 1/4aOne (1)18 g. One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap Inch crown x 1-Inch 0.072-inch diameter 80/ 24F-2 124nchroofing Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. T8.8nailspaced1) 7d x 2.25- One (1) min. 1.75anch inch o.c. 31164nch head spaced 164nch o.c, inch ring shank x 0.0724nch diameter 124nch o.c. nail 244neh o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. One (1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. One (1)14 ga.'S/8- anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80124F 124nch Masonry InchInch long T nail rafter with one Wood staples spaced 8- s finishing nail with min. 76.6spaced84ncho.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 31164nch head spaced inch ring shank x 0.0724nch diameter 124nch o.c. nail 24-Inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Walt Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One.(1) min. 1.754rtch x inch crown x 1-inch raft with each panel lap inch crown x 14nch 0.0724nch diameter 24F-4 164nch Wood leg staples in n 2S Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 164nch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.c.3/16•inch finishing nail with min. head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nth leg Nominal 1x2 staples spaced One (1) min.1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/164nch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-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 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.0724nch diameter 24F-6 16 inch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3/164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 244nch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALC15001 F1.12194-113 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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. wa CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal W-No2 SYP scabbed between rafters with one (1) min. 226-inch x 7d One (1) 18 ga.1/flinchNominal1x2 ring shank nail pstapmwn x leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown sba ht-rtailed throughr89 the rafter into the end spac-minchedstaplesspaced 12-inch ox. searing One (1)18 ga. %r One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of the barren a two (2) each panel lop Wood inch crown x 1-inch x 0.072 Inrh diameter finishing nail with min. t60 124nch 1) min. 2.25- staples in diamond min. 225-tnch x 7d One (1) min. leg staples spaced 3/164nch head spaced inch x 7d ring pattern spaced 16 ring shank nags to diameterx0.o72ineh diameter 8-inch o.c. 124nch o.c. shank nail inch o.c. nailed eitheratside of finishing nag with min. 131164nch244ncho.c. atthebatten at itbsection. r head spaced intersection. Max. 4-urch o.c. rafter spacing Is 244nch ox, Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 225-Inch x 7d One (1) 18 gal/4anchNominal1x2 Me shank nail crown x 14nch leg No.2 SYP anchored to Three 3 18 ga.1/4-inch crown straight -palled through the rafter into the and staples spaced 124nch °'c, securing One (1) a. Y.- 18 g inch crown x 1-inch One 1 min. 1.754nch 24J-2 Max rafter with one x 1-Inch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. 253.3 16inch 1) min. 2.25- staples in diamonddi tn. sim22ncnx 7d shank One (1) min. 1.75-Inch 84nch o.c. and 3/16inch heads aced inch x 7d ring pattern spaced 16 g nails toe x o.072 inch diameter securing each panel 16anCh o.a shank nail inch O.C. nailed either stile of finishing nag with min. lap 24- inch O.C. a thebattenat each battentrafter 3116 nch head spaced Intersection. Max. 44nch o.c. rafter spacing Is 244nch o.c. ALC15001 FL12194-R3 7of7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Min. 3161 hoed dla. nail with min. 1— engagement(for wood substrate) or min. 0.047* dii. T-nail or stub nail wi.h min. Sla' engagement(for ron.rote o: blr_t substrata) . apacod as noted abo•: e . ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-113 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that am not specifically addressed herein. CREEK Wm Imillill TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Lj 2M ; SOFFIT STAPLE OPEN RAPIER ,' 3/4' X 1/4' 1, DIAMOND PATTERN DETAILaArCROWNSTAPLESrrvmriUSINGADIAMONDANEW PATTERN FACIA BOARD FASCIA CAP 12F-2 FACIA BOARDSEMI3/4' X 1/4- CROWNJS.S." LB' 1r_'F' STAPLE ON CENTER 1-3/4' TRIM HAIL P CHANNEL CAN BE INSTALLED WITH THE PAINTED S.S. 48' FASCIA CAP NAILING FLANGE UP OR O.C. 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT- nuv . 12 - inch spar. WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3 nNMI= ; SOFFT STAPLE ST 1 DIAMOND DETAIL PATTERN FACIA BOARD air c*vmri rrAn.cs i 3/4' X 1/4- CROWN STAPLE -24- ON CEMER USING A DIAMOND PATTERN FASCIA CAP 12J-1 ib 3/4- X 1/4- CROWN STAPLE 'S' ON CENTER 1-3/4' TRIM NAIL PANTED FACIA BOARD caffit 1-3/4- TRIM NAIL) S.SscrewedCKAto with *nail; ±lax PAINTED S.S. 48' FASCIA CAP 2!2- x 3i8' bead O.C. diameter screw, 3/4- X 1/4- 16• o.c. CROWN STAPLE SOFFrt—max. 22-inch span WOOD OR BLOCK SOFFR SOFFIT & FASCIA SUBSTRATE DETAIL ALCIS001 FL12194-R3 Page 3 of 12 61ThisevaluationreportisprovidedforStateofFloridaproductapprovalunderRule 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 t t TRIM RAL FASCA BOARD PANfEO S.S. FASCIA [AP SCFFrr r4, CROWN STAPLE OPEN RAFTER FASCIA BOARD 14 GA Vr mitt 16F-1 SOFFIT & FASCIA 16F-5 DETAIL fASC A CAP, REFER TO WHY i FASCIA DETAOL F• CHANNEL SOFFIT: NAx. U' SPAN KASORR`J SUBSTRATE ALC15001 FL12194-R3 Page 4 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. sir.--= .`— - - ra- - - r7z 9 CREEK TECHNICAL SERVICES, LLC System No. Installation Detail Min. 3/S• head dia. nail w1=h min. 11,. sngagement(for wnol eubstra.•,) or rein. 0.097• d1a. T-nail or stub nail with min. 5j9- 6ncagsment(for concrete or block substrate). spaced as noted above. FASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Woad, Concrote or Olock Wall Z- STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. v CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail, n % SOFFIT STAPLE uPar RAFTER` 3/4' z t/a' ,L—f; DIAMOND PATrERN Q ETAI LCROWNSTAPLESt ler IETVED41IUSINGADIAMOND1, nAMcs PATTERN FACIA BOARD FASCIA CAP 16FA 3/4' X 1/4- CROWN FACIA BOARD 1-3/4' TRIM NAIL8' STAPLE ON CENTER TRIM NAIL PAINTEO S.S. CHANNEL •CAN BE INSTALLED WITH THE PAINTED S.S. 48' FASCIA CAP D.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT —max• 16-_nch span W000 SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALCIS001 FL12194-R3 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, LI-C 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 T t TRIM NAIL fASUA BOARD PAJNTtD SS. FASCIA CAP I SOFFIT 1 ' CROWN STAPLE OPEN RAFTER FASCIA BOARD Ya}' STAPLES SOFFIT 8 FASCIA USCQ A DIAMOND 16F-2 8 PATTERN. REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERNDETAIL FASCIA GP: REFER FAS/ TO SOFFIT i FASCIA t. CHANNEL DETAI 8. i SOFFIT: MAX iC SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 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. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM NAIL) PAINTED S.S. 48' O.C. SOFFIT -max. 16-Sncb span ALUMINUM COILS, INC soffits Appendix B n„orrmm" ; SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD ASCIA CAP 3/4- X 1/47 CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4' caowrl sTA 'LE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of arty 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. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t i' TRIM NAIL FASCIA BOARD PAOITED SS. 1• FASCIA CAP USOry A DIAMOND SOFFIT PATTERN: REFER TO (.4DMN STAPLE SOFFIT STAPLE DIAMOND PATTERN MAIL T;' TROT NAIL FASCIA BOARDPAOITEDSS. SOFFIT & FASCIA 24F-1 & 1\ k I DETAIL 24F4 ref' ERDMN STAPLE FASCIA CAP; REFER TO FASCIAFAS 9- \ 1ualtaalfat- SrP DETAIL 318 ` Batten, N SOFFIT: MAX Tr 1F-CNANIrtI Rafter v;fh me Id Rhm Shank ud at every Batter f MOOD SOBSiRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-113 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TROT NAIL .,—FASCIA BOARD PAINTED SS I 1-1' SMOOTH SMMII FASCIACAP ROOF NAILS SOFFIT rah' CROWN STAPLE 1 t TRW NAB, FASCIA BOARD PAYih7' SS SOFFIT & FASCIA 24F-2 & DETAIL 24F-5' r.t CROWN STAPLE FASCIA CAP. R;fER TO SOFFIT t FASEu OETA0. Nosing rat' syP F-CHANNEL ea11m AntEored to Rafters r0A one Td SOFFIT: MAX 24' Ring Stvmk Nail at every Ratter WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detad 1 f- 1111111 NAL FASCIA BOARD PAINTED S.S. 146A i' T-NAILS I - FASCIA CAP SOFHT r j- CROWN STAPLE I 1 1' TRIn NAP. I FASCIA BOARDPAWTEDS.S. SOFFIT & FASCIA 24F-3 & DETAIL FASCIA 24F-6 NZ 1'Q' CROWN STAPLE CAN REFER TO SOFFIT L FASCIA DETAIL Novw 1-xr SYP FtHAN.4EL Settee Aneboree t0 SOFFIT: MA%. 1C' Ratters vilb one >d Ring Sbaok W at every Rafter NASO4Ry ALCIS001 FL12194-113 Page 11 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sofilts Appendix B System No. Installation Detail I P TRB1 NA0.--FASCIA BOARD PAINTED SS. I-S;' CROWN CAPSTAPLES USM A DIAMOND FASCIA SOFFIT PATTERN: REFER TO ANTILEVER[D r,4- CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA I TRIM NAL PANTED Ss DETAIL 24J-1 8 r- ERowN srAPIE 24J-2 FASOA CAP. RUER TO SOFFIT t FASCIA NtQndq: 1' A 2 SYP DOCM DETAIL e- saum bsSveen ratter ace SOFFIT: TAX. Tl 1-CNANoubtLet:YU me lt) Ta nr„ Stunt rAD slM-„M•nWo IIYOUsn CY faller art* the OW VOOO SUBSTRATE of J+a Catkn or VM (2) TO Nrq spaft nab tca4uftc S*•• aids W the 06114M a the Gl 110 aduaa0aa SOFFIT. STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 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. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 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-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„n is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever Is smaller, but not less than either 4% of the least horizontal dimension or 34 ALCIS001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC soffits Appendix C Design Wind.Pressures for Soffits in. Exposure B Building Type Zone Mean Roof( Height ft Basic Wind Speed Mph) 120 130 140 1$0 160 170 180. 190 200 Enclosed 4 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 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 A8.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52A 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 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 1 -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 Enclosed 4 20 1 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4Positive Loads) 5 20 10.8 121 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 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 1 12.5 1 14.7 1 17.0 19.5 22.2 25.1 1 28.1 31.3 34.7 60 1 13.1 1 15.4 1 17.8 20.5 23.3 26.3 1 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 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. zr CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind* Pressures for Sofrrts in Exposure C Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 140 150 160 • 170 1'80, 190 200 . Enclosed 4 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 62.9 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 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 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5Negative Loads) 5 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 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 - 93.2 Enclosed 4 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 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 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 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 40 1 16.0 1 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 17.4 20.5 23.7 27.2 1 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-113 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean Roof Height ft Basic Wind Speed mph)' 120 130 140 150 160 170 180 190 200 Enclosed Negative 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 1.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 3.3 70.9 79.0 87.6 Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed Positive 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33A 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 1 26.7 30.6 34.8 39.3 44.1 1 49.1 1 54.4 60 20.2 23.7 1 27.5 1 31.6 1 35.9 40.5 1 45.4 1 50.6 1 56.1 ALC15001 FL12194-R3 Page 4 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. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" J-Channel t/B" HEM T 3/4- 3/8' ISOMETRIC VIEW 3/e" PROFILE IS PCM NEW 3/r PRWLE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7!6" 1/6" HEM 6"FASCIA T" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 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. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit M. 18- BLANK 3 / 8 PhOFILJ_ 2.625 REF. 50 M. O OODDO O000lu DODOODCi D000 m DODDOD ODD00 nuro nam++w nna n 0. 0wERS %DNIRD N SWE OG+ECgOu K amSj ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 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. NCREEKTECHNICALSERVICES, LLC 12" T4 Soffit S/16' N 1/2" t/2" 1/2" 3/4' 13.75" BLANK 3/8" PROFILE U25 REF. 50 TIM. 0.125 In?. 1 I ALUMINUM COILS, INC Soffits Appendix D DIDDDDD DDDDD DDDDDD DDDDD e DDDDDD- DDDDD Wmr 1006" CA}1[w/1 "1 v n iu wW= mmffo M Styr OS=rQ" AS mw, END OF REPORT ALC15001 FL12194-R3 Page 4 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. 4l28f2017 Florida Building Code Online i. , j''_`. _.- 1°[ 1:ctur„L• rty '• • , •• r, • - r'Zf/ T . * if 1 AiJI J `'t 1itr P' .tl. " i'L l^Jlti!S,I •• ` v -lY tt'+R{ SCIS Home Log In User Registration Hot Topics i Submit Surcharge Slats 8 Facts I Publications FBC Staff ; SCIS Site Map Links Search FIt)i ida Product Approval USER: Public Use Product Approval Menu > Prpdur2 or AodlcaUon Search > Application Llst > Application Oetalf t r`-•a:1:7r.ir • I. ,r f I Y''r' !` `•` f FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Small 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardle.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Category Panel Walls Subcategory Siding 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 Ronald 1. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. e: Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Indeoendence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R4 Eouiv ASTM C1186 Equivalency Slaned.odf https://www.0oridabuilding.orWIpr_app dU.aspx9param=wGEVXCtwlOgtsk%2bGnUu47ogxmaHRnH1104CXwhKRgKOf7RrxWwZsbgA%3d%3d 113 4/28/2017 i Sections from the Code Product Approval Method r . Date Submitted Date Validated Date Pending FBC Approval Date Approved r Summary of Producis Florida Building Code Online Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 FIL !F Model, Number or Name Description 13192.1 Gemplank Lap Siding fiber -cement lap siding Umits of use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 11 ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2SS7-IS Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO-2577-15 Plank to WSP Sheathino.odf FL13192 R4 11 Install CemPlank SidingodfCemPlankSlding.odfDesignPressure: N/A Other: For use In HVHZ install in accordance with NOA 15- F13192 R4 11 NOA 15-012204odfR4 [I NOA 15-012204.odf 0122.04. Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-IS Plank metal wood.odf FL13192 R4 AE ER RIO-2SS7-15 Plank Shinale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.2 HardlePlank lap Siding fiber -cement lap siding Limits of Use. Installation Instructions Approved for use In HVHZ: Yes L13192 R4 II ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192' R4 11 ER RIO-2SS7-1S Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 II ER RIO-2577-IS Plank to WSP Sheathlno.odf FL13192 R4 II Install HardlePlank Sidino.odf . Design Pressure: N/A Other: For use In HVHZ install in accordance with NOA 15-. FL13192 R4 11 NOA 15-0122.04.odf 0122.04. Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports 13192 R4 AE ER RIO-2553-IS Plank metal wood.odf FL13192 R4 AE ER'R[0-2557.15 Plank Shlnale CMU.odf FL13192 R4 AE ER RI0-2577-15 Plank to WSP Sheathing.odf L13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.3 HardieShingle Individual Shingles fiber -cement Individual cladding shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL13192 R4 It ER RI0-2SSS-15 Shingle metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 If Install HardieShingle Sidina.odf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2SSS-15 Shingle metal wood.odf Created by Independent Third Party: Yes s. 13192.4 HardieShingle Panel fiber -cement notched shingle panels (straightedge, staggered edge, half round edge)' Limits of use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2SSS-15 Shingle metal wood.odf FL13192 R4 II ER RIO-2SS7-IS Plank Shlnale CMU.9i f FL13192 R4 II Install HardleShlnale Sidino.odf Verified By: Intertek Testing Services NA Ltd. r, Impact Resistant: N/A Design Pressure: N/A Other: Created by Independent Thlyd:Party: No Evaluationi Reports t F-L13192 R4 AE ER RIO-25SS-IS Shingle metal wood.odf FL13192 .114 AE ER RIO-2557-1S Plank Shingle CMU.odf Created by Independent Third Party: Yes 13192.5 ^Prevail Lap Siding fiber -cement lap siding h Umits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 iI ER RIO-2553-15 Plank metal wood.odf hapsJhvww.floridabuilcing.org/pr/pr ppp dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDr7RrxWwZsbgMA3d%3d 2/3 4/2&2017 Florida Building Code Online Approved for use outside HVH2: Yes FL13192 R4 11 ER RI0-2S57-1S Plank Shingle CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO-2577-IS Plank to WSP Sheathlna.odf Design Pressure: N/A FL13192 R4 II Install Prevail Lao Siding.odf Other: For use In HVH2 Install In accordance with NOA IS- FL13192 R4 If NOA IS-0122.04.odf 0122.04. Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2SS3-IS Plank metal wood.odf FL131.92 R4 AE ER Ri0-2S57-1S Plank Shinale CMU.odf FL13192 R4 AE ER Plank to bVSP Sheathina.od IS-0fFL13192R4AENOA15-0122.022.04.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone (toad. Tallahassee FL 32399 Phone: 850-487.1824 The State or Florida is an AA/EEO employer. copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1.39S. *Pursuant to Section 4SS.27S(l), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4SS, 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 an be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Accepts: itNc. Credit Card Sate https-l/www.0oridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtOgtsk%2bGnUu47ogxmaHRnH1104CXwhKRgKOfIRrxWwZsbgA%3d%3d 313 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. 0 HardiePlank- A ro. Lap Siding JamesHardie EFFECTfVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPLUV PRODUCTS MtmutInvina e.can for the most recentvetsan. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONr PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10e PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE' APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HAROIE) STORAGE & HANDLING: CUTTING INSTRUCTIONS 0Uro00RS INOOORS Storeflatandkeepdryandcoveredpriorto Installation. Installing siding wet or 1. Position cutting station so thit wind will blare dust avuy tram user 1. Cut only urtlng sere and snap, or shears (manual, electric: or pneunatic). saturated may result in shrnkige at but] and duets in working area. 2 Use one of the following medads 2. Position cutting station In vtelWemlated area iolms. Carry planks on edge. Protect a Best- I. Some and snap edges and corners from treakage. James L Shears (etantal,elodfc on pneumaCl NEVER use a pCaer saw Indoors Hardie is not responsible for damage It. Bemr: 1. Oust reducing drauttr caw a gipped with a NEVER use a circular saw blade gnu does ma carry the fNnieRade saw blarb tadanark caused by improper storage and handling Haift8lade'saw blade and HEPA woasn er Wien NEVER dry sweep — Use wet suppression or HEPA Vacuw» of the product. a Good: 1. Dzi reducing dmrtr saw w1hh a Hatt hide saw Made 1•," • only tar: forto,v In moderale along) s,, r' 4`.',.'.X.>; `1:_ '9 UnptMart Nat? fx maodmm froteGion pa est re;;Qiahfe dust praAn r,.11 ttume reebmmends alvrap tFhg'Best"-Novel arting mAtndr wham. Eeasde. 1, 1109]-approed resplcaoas can be used in m*kvtbn win abm txating pracdoes to further reduce dust expostnes. Additional exposure Intimation is available at vnwv pma4ardle.can to help you determine the most appmpnate aatlng method for louriab re%kemems. too. cal. sill exists about enpmae noels a you do nol cunpy with the abwe practices. you should allays consort a clualred industrial tWen d w cantJet Janes Hardie for father information. GENERAL REQUIREMENTS: HardtePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements. Irregularities in framing arid sheathing can mirror through the finished application. Information on Installing James Hardle products over foam can be located in JH Tech Bulletin 19 at www.lamehardle.com A water -resistive barrier is required In accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building rode requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap` Weather Barrier, a non-w6ven non -perforated housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically useHardlePlank lap da minimumof6' in ung firstfascia or (rim applications. Figure 1 Construction Construction Do not install James Hardie products, such that they may remain In contact with standing water water-reslstiye barrier w•n oraedhg HardiePlank lap siding may be Installed an flat vertical wall applications only. wr+p«n or 24` o c, max. For larger projects, including commercial and multi -family projects, where the span of the o.60Aathing wall is significant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie' Siding Products' at www.JamesHarde.com. I DONOTusestain, oil/alkyd base paint, or powder coating on James Handle* Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options Figure 2 front tend nag are required by code (as ielerenced 20091RC r r_ present tplace R703. 3.2) T fastener A. Joint Flashing (James Hardie recommended) = • ^ '` _ ...-- • between 3/4" g 1 • from t opB. Caulking' (Caulking Is not recommended Na0 8` team of ptardg for ColoAus for aesthetic reasons as the Caulking and ColetPlus will weather Wit w differently. For the same reason, flash do not caulk nail heads on ColorPlus products.) _ J, Harder dk'sIuMg C.' H" jointer cover Instal planks In moderate esnact at bun Alms vtattir- ro9ivw. War P., o ,• fastener 6 lashil a 1 1/4' "at strip to easnre a rprm6lant plank angle leave appropriate gap bameen planks and trim, than cauk— Note: Feld painting vier caulking may produce a sheen difference when compared to the field painted PdmePlus. 'Refer to Caulking section in these Instructions. For additional information on Hamiiewrap°'weather, 8anier, consult James I lardle at 1.866.411ardle or www.fnndlewrap.enm WARNING: AVOID BREATHING SILICA OUST James Hardie' products eontah xesitrable crystalline silica, which Is Mown to the State of C,nifornb to muse caner and Is considered try IARG and NOSH to be a cause of cancer from some occupational sources. Omitting excessive amounts of respimbk saca dust can also cme a disabling and potentaty fatal lung disease called slficeeb. and has Oxen linked win other diseases. Some studles suggest shmaxiigmay Increase these rdca. Ourho austikttim ortundirep (1) work in atklar areas MM mile vmlilaaan; (2) use fxhty ream shears farrxatig or, vAtem not fewdlile, use n kvdheMe• saw Mile ated dust- reductrhg ocular sat attached to a HEPA vacwn; (3) ram othas In the Nmheylale area; (4) weer a popafy-f ttod. NOSH -approval dust mask or rs0rator (e.g. N-95) In aacardance with applicable poveunmatl reyuFalbns and inmufactuter hstructiom to Ruda Ihid rospieblo Nice Msuros, During Cgan-up. use HEPA vacuums orwetelosnup molhods - reverdtp swoop. for lurnhar udantaltan, a4or to wr nstalhtanl ihswclions and Maledof Safety gala 9hoet ardlabte at vnvw.Wnes wdle.can a by anng 1.800.9NPROIE (I-e00.942.7943). FAILURE TO FOHERE TO 0UR WMNNGs, MSOS. ANO MSTALLATION INSTFUCTIONS MAY LEAD TO SERIQIS PERSONAL INJURY OR DEATH. sh>ms tIS11119-Pl/ 4 6/13 y yo" CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-Flashing wired , : _ , f • : ' Code Min. y," Do not caulk Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry IFigure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension ecommended 6r HVU lin.Y4 ulk;; IQ nylae frro e,t xt: resentEV FASTENER REQUIREMENTS - Blind Naaing Is the preferred method of installation for HardiePlanka lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for emmpfion when doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09' shank x 0.221" HD x 2" long) 11 ga. rooting nail (0.121' shank x 0.371' HD x 1.25' long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F Panelfast^ nails or equivalent (0.10" shank x 0,313" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing. 0S8 minimum 7/16" 11 ga. roofing nail (0.121" shank x 0.371" HD x 1.75" long) Ribbed Water -head or equivalent (No. 8 x 1 5/8" long x 0.375" HO). s, 1.------ O.c?nex Nat U,e e0nd Nall wat:r neslsdva 11/1-min. 8arrlcr Ovarlau Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267" HO x 2" long) Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing Fibbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323' HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10" shank x 0.25" HD x 1.1/2" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/16" Siding nail (0.09" shank 0.221" HD x 1-1/2" long)' Figure 16 Minimum overlap for Both race and Blind Nailing min. I114• overap 24- - O. C. max.titi 1 min. I, oveve rlap 3/ 4'-1' f 1'- 1_ ° race net waler• resiauve barrier Laminate sheet to be removed immediately after installation of each course for WorPlus° products. When face nailing to OSB, planks must be no greater than 91 /4" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements, and when considerhlg anemative fastening options refer to James Hardie's Technical Sulledo USTB 17 - Fastening Tips for HardlePlane Lap Siding. HS11119- 152J4 6t13 GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot- dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardier products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other plrysiical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardleTdm Tabs to preservative-Ireated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads.. NOTE Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services it you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). pig. A ) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail hole and add a nail. pig. 8) For wood framing, under driven nails should be hit flush to the plank with a hammer for steel framing, remove and replace nail. NOTE: Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. y ro James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This -will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that tinder drives the rail. (Drive under driven nails snug with a smooUn faced hammer - Does not apply for installation to steel framing). 9 countersunk, flz, .0fill8addnail snug flush DO NOT DO NOT Figure A Figure 8 under drive nails staple PAINTING DO NOT use stain, olValkyd base paint, or powder coating on James Hardie"' Products. James Hardie products must be painted within 180 days for printed product and 90 days for unprlmed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufachners specifications. Back- rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grdde NS. Class 25 or- higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be appled in accordance with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and canting James Hardie® ColorPlus® products. (hiring installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus" Technology touch-up applicator. Touch-up should he used sparingly. If large areas require touch-up, replace the damaged area witch new HardlePlank° lap siding with ColorPlus'fechnology. laminate sheet must be removed immediately after Installation of each course. Terminate non -factory cut edges Into tdm where possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up inn ,lamer Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch -tip will not be covered under the James Hardie ColorPlus limited Finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Fnsure the surface is clean, dry, and free of any dust, drt, or mildew Repdining Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd base paint, or powder coating on James HardleO Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS1III9•P3/4 6/13 M71-9.= COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include v aste COVERAGE AREA LESS OPENINGS HAROIEPLANKe LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 91/2 12 1 SO = 100 sq A.) exposure) 4 5 6 6114 6 314 7 8 8114 10 3N 1 25 20 17 16 15 14 13 13 9 2 5o 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 26Z 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 260 166 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume responsibility for over or under ordering of product. IRECOGNITION: In amonfance Wei ICC-ES Evaluation Report ES11-22110. HaNlePlanl® lap sklnp Is meMnIted as a sutlade allemate to Wt spedred in: the 2006.2009,620121Mernaionet Reddenial Cade ra Ono - and Two-Fw* oee fts, and he 2006. 2009. 3 2012 Inlemattanal Brildtog Coda. Ha dePtank lap ddkg is dso moophed for application In the fo0owhq: Cky of Los Argales RDsearrh Report No. 2486Z Slate of Fbdda istirg F1.11869, Dade Counly. Fladda NOA No.02-0729.02. UA Dept d HUD Materials Release I Mc, Teas Department of Inswance Produd Eyatuagon EC-23. City of New York MEA 223-SW. and Collania OSAPA-019. These doaments amid also be consullad for acktdlonat Intonation conremkg (he suitafthy of thisproduct for specific applications. 0 2013 James Haase eullft Ptoduels. All dghts nasened. Additional Installation Information, TM. SM, and Odenote badentarlts or registered kadeawks of ' James HardreTedmobnLkNted.0isaregisleredtrademark Warranties, and Warnings are available atr"IJamesHardie ofJamesHardieTeow"V Limited. www.jameshardie.com Panelfest is a repisWad tradernaek of ETQF Fastening Systems. Inc_ HS11119- P414 ISM MIAMI-DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANI) ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADI1•(INISTRATION DIVISION 1' (786) 315-2590 F(786))15.2599 NOTICE OF ACCEPTANCE (NOA) www.minmidade.eov/eeonornv James Hardie Building Product, Iite. 10901 Elm• Avenue ' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AEIJ). 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 tneet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 1.2, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., beating the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been ruled and there has been rto change in the applicable building code utegatively 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 013-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed 6y Carlos M. Utrera, P.C. NOA No. 15.0122.04 M1AM1.O11DE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03 /3 f20IS Pit& I -- James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTEb A. DRAWINGS "Submitted raider NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HatdiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Stibinitted tttider NOA # 13-0311.07" - 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -rip drawings and installation diagram of HardiePlank, HardieSofftt and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted ruder NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. AT[ 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`° edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M.. Utrcra, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 L'-1 ii ll es WALL I a JDE[6ljl,A- Lf NGTH SEA Stud Spacing at 16" O.C. DETAIL A I/ OF B.*--: t Nags at 16.O.C. (typ.) 3/8° Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siring Water -resistive barrier per Florida Building Code Section 14042 518- thick /5 ply APA rated plywood sheathing fastened in accordance whh Florida Building Code Section 23223 2" X 4" S-P-F Wood Studs the wan and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. 51t3- tl,idk 15 ply APA ratedi plywood sheathing in accodanoe with Florida Buldrig We Section t S 232W WxterresiStVe barrier per Florida Bolding Code Seclion14042 2 X 4- S-P-F Wood Studs PRODUCT DESCRIPTION HardiePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber-c ament Products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DtMENSIOWS Width Length T rjdmess 4 8.9,10' 5/16- jMSLGNPR>5_S_t1RERATING_ Installation Design Pressure Wood Shads -76 psf J! HardiePenel, Impact ResistaM- C?J9N Cempw el, Planks installed over 5/B" thick / 5 Ply Prevail panel APA rated plywood sheathing Siding LJARDIEP J EI.,_CEMPANELPR 1/_AILPAIIEyL SIDING 1N- :[A—J >l _bDETAILS Ag installation shall be done in conformance with this Notice of Acceptance, the manufacltrrersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where Hardiepanel, Cempanel, Prevail Panel Siding will be installed shag bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote1] 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code S-wdion 2322.3 APA rated plywood sheathing supportedThesidingpanelsshagbeinstalledover618' thick 15 ply by a minimum of 2,X r S-P-F wood studs spaced a c d d , 0.092„ shank Note 21 The siding panel fastener shag be a 2", loci at er. O.C. at net edgesdiameter, corrosion resistant siding nail: the fasteners shag be spa Pa and intermediate surds; the fasteners shag be driven through the 5/81 thick 15 ply APA rated plywood sheathing into wood studs located at 16.O.G. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James bandit Building Products, Inc. 1D901 Ebn Avenue Fontana, CA 92337 Zs I FS" NO I ---- A PNL-PLK-SOFF Creator. E. Gonzales fs,u 1jr = t -0' I Date: 4rr42013 `srrr 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 1. Q{0w'1VCtlREV1Sm e iegvrat<be•F1 tla I a+4rere Ab /2 Product C,oartd MODUCrssvISM d n i!'B,r+ee>Elo.ids r ' tom c a I I• I Fastener Spa^ing per Florida Building Code Section ?.322.3 I fRA. 1NG NOMINAL 2" X 4" S-P-F WOOD STUDS 1S O.C. FASTENED WITH•3--dZ 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE NTH THE FLORIDA BUILDING CODE SHEATHING • NOMINAL SIS" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CLADM THE PANEL IS FASTENED WITH Y LONG, 0.223"HEAD DIAMETER, 0.09Z/ SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding 7 Framing Sheathing of STA I .FSSIONAL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) a HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION tames Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 Phone: 9094-96-6300 Sae FSCM "a DM No Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales 'sca V = r-0' Date: 424/2013 sy;Fr 2 OF 12 1 ALL LENGTH Stud Spacing at 16" O.C. I O>,18E r P w coft WAIL I' t Eu EIGHT a 3/8" Minimum 4c d NI N0. 24 STATE c+'•• FCORI NA Distance Nails at 6" O.C. (typ.) A-49!L A i Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardePanelS Siding V4ater-resistive barrier per Florida Building Code Section 14D4.2 so, thick / S ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 35/8" X 1-5X' Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code- SEE R&QDUC r_ LQSCRIPT O11 Hardieftnele. Cempanelm, & PtevaifW DETAILA Panel Siding materials are nonasbestos T 6V thick 15 ply APA raced fiber -moment products tested in plywood sheathing fastened accordance with ASTM C1166 Grade 11, to metal studs as described Type A and meeting the requirements of in Note 1 the Florida Building Code. Water esistive Width Length Thickness 1 \ barrier per Florida 4' 8,9,10' smell Sulding Code Section 14042 J-ESIG_NLP ESS_U_ RATING 46 Installation Design Pressure 111 209a, 3-5/rX 1-S/8• Metal Studs -104 psi Metal "tad 1 fill HardiePar el, Impact Resistant — Panel installed over SW thick / 5 ply GEg-UO—Ri Cempanel, APA rated plywood sheathingPreva1Panel Siding 1Ec.. Nt PREVAIL --. IDII-I LL,I --DETAILS AU installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePaneL Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this• N. OA Note 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6'00 at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4' long bugle head screw The siding panels shall be installed over 5(r thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 35/8' X 1-5/8" Metal C studsspaced a ma)dmum of 16"- O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1/8' long• ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from Comers. HARDIEPANEL, CEMPANEL., PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DAG NO A I I PNL-PLK-SOFF Creator. E. Gonzales I scALE' 12' = r-o- I Date: 424=13 jsrW 3 OF 12 6.001n. I+ 7— S. 0 O!wnL l I II 6.00in. as mn*bft we! do Fftda By II I' I II I• I 6.00in. I I II I• I I PSaMicrs,EvLsw ta' aaCode 22 FPAMII C _ STUDS IWO.C. FASTENED WITH See WAFER HEAD SCREWS (2 PER OP AND BOTTOM CONNECTION) TmS WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE Sdg LNG - NOMINAL5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT W OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO. 8-18, 0.395" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLAp_ DLNG THEPANELIS FASTENED WITH NO.8-18, 0.315" HEAD DIAMETERX 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6° O.C. AT PANEL EDGES AND I,vTERMEDIATE STUDS Cladding Framing II 1• I II I• I Sheathing II I I I I• I I.I I 1 I I I/^ I 1 I I %/s VGA ML 1 1•I p. 121 STATE OF ; ' FLORIN • FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOTPARTOFTHSAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products. I;>G 1M Elm Avenue For> tana, CA 92337 me Np Rr>hone: g0g3$6-6300 s FSCwFax 909-427-0834A PNL- PLK-SOFF Creator. E. Gonzales sCxe 1•=1-0' Date <12a/2013 s+eEt a OF 12 T WALL HEIGHT i No WALL LENGT Sff SpadingStud at W O.C. DETAILA 3/4" Minimum Edge Distance Mau .Sheathing fastener, as described in Note 1 Siding fastener, as decribed in Note 2 Plorids HardiePlank, Cemplank, PmvalLapSiding ter -resistive barrier Florida Building de Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs L. The wall and soffit frames are to be designed by the Architect or Engineer of Record in comprianoewlth the Florida Building Code. eRODUCTDESCRIE JN HardiePlankO. CemplankS). & PrevaiM Plank lap Siding materials sir t ick 5 ply APA are nonasbestos fiber -cement rated plywood products tested in accordance Whin sheathmg in ASTM C1186 Grade It, Type A and aixordwce Wth meeting the requirements of the Florida BuidiM Code Florida Building Code. section2322.3 PANEL PJ_A 9NS_LO-N_S. 1- t r.. at 16" O.C.(typ.) 'iii ii I Iq(tDI P_LA.N.•IC CIZNIP_LANICLP_ti EYA_SID-INS.,NSTA TIflNDtance,I.S All installation shaD be done in conformance with this Notice of Acceptance, the manufadureesinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemptank, Prevail Lap Siding will be installed steal be desioned by anEngineerorgrthiteCtpertheFloridaBuildingCodeandthereQuiremeritsofthisN,OA1] 5/8" thick / 5 pry APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322 3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4 wide laps at the top of the plank such that the exposure area of each plank is s 8-1/4" vertically. Note 21 The siding fastener shall be a 2-1/Y long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail, The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. hor!zontally; fasteners are driven intD wood studs through 5/8" thick /5 ply APA rated plywood sheathing, fastenersareplacedintheoverlappingareaapproximately3/4' from the bottom edge of the overt apping plank Vertical joints shag be placed over studs. APA plywood sheathing supported by aTheplanksshallbeinstalledoverSthick15ply minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 30. r ems Width Length Thickness barrier per Florida 59-1/Y 12' S/16" Burld'mg Code Section 14042 pFS N PijESSU_FZE1,.1?A ItVG 1 rX a• SP-F Wood Sardis Installation Design Pressure Wood Studs •92 P lap Siding lmpad Resislarrt— ' Planks installed over 5/8" thick / 5 Ply 1-1/4'tau x S/16• APA rated Plywood sheathingB lhidr starer strip HARDIEPLANK, CEMPLAHK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Buldirig Produc%, fnc 10901 Elm Avenue Fontana, CA 92337 I „....* v Fax 909-Q7-03 A PNL-PLK O FF Creator. E. Gonzales SCALE 112" =11-0" Date: 4/2412013 s+i 5 OF 12 Fastener Spacing per Florida Bulding Code Section 2322.3 0.75n as amolyigU*0011xift Bwl&* C0 ; A0=0111110M We T Sa25in. I , IIIIFastenerSpacing per Florida I Building Code Section 2322.3 FRAMING NOMINAL 2- X 4- S-P-F WOOD STUDS 15- O.C. FASTENED WITH 3-11T 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING ' NOMINAL S6' THICK 15 PLY APA RATED PLYWOOD SHEATHINGTASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLAD Q-1A- I PLANKS.OVERLAP 1-1W THE D(POSURE IS a-11,V THE PLANKS ARE FACE NAILED WITH 2-1/r LONG, 0223" HEAD DIAMETER, 0.W SHANK DIAMETER, CORROSION. RESISTANT SIDING NAILS, -PLACED 3/4- UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. OC Cladding Framing Sheathing I I IA ie", I awflaws Coft I ,No. 121 LF.,ftd =1Z ? - STATE OF . OR ID 4NAL Iloilo FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND VfIrYLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANIS,CEMPLANI( PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Incti- III 10901 Elm Avenue Fontana, CA 92337 Phone: 909a -6300 FSC4" NO °N'° NO Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E Gonzales SGu E 10 = 11-V Date: 4/242013 SHEET 6 OF 12 SWd Spacing at as CIO WALL HEIGHT I' i '• i i t 3W Minimum Edge Distance NG SEE PIZODUCT DESCWPTiOh DETAILA MardiePlanke, Cemplankm, and 5V thick / Spry APA Prevail® Plank Lap Siding materials r; — r rated plywood are nonasbestos fiber -cement E, %l sh aftg fastened products tested in accordance with ASTM C1186 Grade II, Type A and to metal studs as described in Note 1 meeting the requirements of the Florida Building Code. wisb6*Fdarda ry — 1/Vaterres stive t • 't bari_r per Florida PU1NISDIMEN$ONS eweJ¢[1{1.1 ` r F • Bu3cing Code Width Length Thickness Berton 14042 5 9-1Z 12' 5/161• vadda 1 i I I I * i 20ga 3-S/8'X 1-5/(i'. DESIGN PRF 3U$E RAMNG Meal i C-dudInstillation Design Pressure HardePlank Metal Studs -92 pst mpw*, Prevail M h' ' cis •.. ?\ Impact Resistant — LapSidLtgNails at 16" O.C. (typ.) .,NA ' 1-1 a• eau x s,s• Planks installed over 5/8" thick / 5 ply APA rated plywood sheathing thickstarterstripSheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 i HardiePlank, Cemplank, Prevail Lap Siding Water resistive barrier per Florida Building Code Section 14042 5V thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-&W X 1-5/8" Metal C-e•.ud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Mdnng Code. HARDIF3lAN C CEMPLA_NK PREV}kI_L $IDtNG_INS:Tg.! °,0 1 DETAIL S A I installation shall be done in oonforrnance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Cod& Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 11 SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6•oc at panel edges and all intermediate supports using a No.8-18, 0.315• head dtameterx 1-1/4° long bugle head screw Planks shall be applied horizontally commenting from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. INote 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1W long' bugle head screw aver metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened 58-1/4" O.C. vertically and 18" O.C. horizontally, fasteners are driven into metal studs through &8" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over S/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X I-W' Metal C studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/B". HARDIEPLANK, CEMPL4NK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 174 PSCY ND 1 0%& Q N0 A PNL-PLK.SOFF Creator. I_ Gottzaes I scuE Ur = V-W I Date: 4I24=13 I sHEU 7 OF 12 6.00in. }.— 16 in. OC Claddno I 6.00h 1 Framing 6.00i1LT OC I I I I Sheathing 0.76in .T f GA a aD iyi gtiithtSt E7afi®D !^ wi& F CIO& Z C. -121 T svy; a ' Moa"sl Coahvit ° TA1E OFP.60 C.M. 0.c„ OR10 ' x t.,. s8 25in cs OkI M E MA- KIN A NOMINAL 20 GAUGE 3-5/8" X 1-58" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE StLE T1JNG NOMINAL S/WTHICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18.0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE " HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION CLADQINIG PLANKS OVERLAP 1-1W THE EXPOSURE IS S 8-1l4" James Hardie Building Products.1no. THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" 10901 Elm Avenue HEAD DIAMETER X 2-1/4' LONG CORROSION. Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS Phone: 909-3 -6300 F " NO 01A Non'w PENETRATING THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A PNL-PLK-SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator E. Gonzales SCALE 1" =1'-0' Date: V24/2013 S FET a OF 12 STUD LOCATION ALL LENGTH Stud Spacing at 16" O.C. So I I I i.i WALL iEIGHT B 3/8" Minimum SE E E&QA CEDESCRtPTLON Dt?AIL A HardieSOMS & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A 1 and meeting the requirements of the Florida 1 Building Code. S_O_F_I-MQ tENSIONS 2" X 4" S-P-F Width Length Thickness Wood Studs 4' 8' 114" Ay,SLGI. P__,k _ _ _RE_R_ _Rt G HardieSoifd, Installation Desibn Pressure Cemsoffit Wood Studs -70 psf OGAW4 PRODUCT 8EVOM Distance Nails "O.C. (typ.)p uC1 rirt lra °6°i0-PW%-he&CFw.i" BuAd'mg Code offit'fastener, as e=ibed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The waft and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code, 21gqNo_ 21 J STATE OF JUARME,S_QEF_E—C-EMS-0EEI-TPA- RFLjbLSTAL•LA710YDQA". AU installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Instabdon recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit He'll be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of WS N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 19'O.C. Note 11 The soffit fastener shall be a r long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" U.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIFSOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10801 Elm Avenue Fontana. CA 92337 Ti M hb DWC NO PNL--PLK SOFF Cladding Framing, 4.00ir l may •, OGAW -' aabucrgs rRoocrcr , • Case Se'iQng Cow ' Aisepv..e tb Aooepe ar Ise • V > , 07 `. lpl- ' ' - No. 121 i Pti+rbA Gisoi t?+oe DtuLba Card STATE OF SIONM- , ,}, FRAMLhIG_ NOMINAL Z X C S-P-F WOOD STUDS I O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION). • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARcWrECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2- LONG, 0223' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS W' O.C. AT PANEL EDGES AND INTERMEDIATr STUDS FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLAMON DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 9=7. Fax 909.427-0634 A I I PNL-PLK-SOF•F t Creator. E. Gon2?Jes Sau_ 1^ = V-0^ I Date: a/24aots staT to of 12 ALL LENGTri Stud Spading at IV O.C. i.i i :•I I I WALL I. ii1EIGHTi i i DETiSI_L.9 Nails at V. O.C. (typ.) 3/8" Minimum Edge D'Istance Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit j 209a, 3.5/8" X 1-5/8" Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Flodda.Building Code. r P ,0_DU0i DE•S_CRIP72QM SEE HarcreSoffO S• Cemsoffi* materials DETAIL A are nonasbestos fiber -cement products tested in accordance vrith ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code:. 20ga. 3-SW X 1-5/8" SCR DJM NSL0-N-S. Metal C-Stud Width Length Thickness HardleSoffit, DESLGN PR1=SS_U_RE RAT &q Cemsoffit installation Design Pressure Metal Studs-55mf__ 0GQ 1 /vo. 24121 67A7E O t EAs'F1L EN 11, AiO_FF<CEMOLAAQNDLRI._SLP.Nttt All ins ailafion shall be done in conformance with this Notice of AcceptariE , tl&HinubeWrer's instaliation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-6/8" X 1-W Met21 C-studs spaced a maximum of 16" O.C. jNote& 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long* ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal • framing);the fasteners shall be spaced at V O.C. at panel edges and intem*diaee studs; the fasteners shall be driven into metal studs located at 16" O.C. Fastener's shall have a minimum edge distance of 3W and a minimum clearance of 2" from comers. SECTION MS moDUC• R-vISED PRODUCTRIVOM knb as eunplyimg with the f1wida Hy P: oaeacAned HARDIESOFFIT, CEMsOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION NI- 91-1- James Hardie Building Products, Inc, 10901 Om Avenue I Fontana, CA 92337 Phone: 909. 35S-SW0 SIZE FSCM NO DWG go RN Fax 909- 427-0834 4 PNL-PLKSOFF 1 Creator E Gonzales • SCALE 1r2" =1'-0" Date: 424/2013 srleET 11 OF 12 . I s.00m. 10.Uy° Cladding Framing 6.00irL REVUM IUerYi'' fbl+i pRp!)CiB . I 6ttt rR S s'soRpt t!e>Flaids l riiiii i' AWq No 2 C 9 ••. FLORA FFSSIONP FltAM NG. . NOMINAL 20 GAUGE 3-5/8" X 1-SW STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM! CONNECTION) ' 1 FASTENED WITH WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CL 4 DDI 1G_ HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. B-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1.1/4' LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc - FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE p - STUDS Fontana. CA92337 TPhone: 909-356-6300 fSCM NO Fax 809-427.0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales scxe 1" = t'-0" Date: a2a2013 12 OF 12 4128/2017 Florida Building Code Online yy i y% t" LYiY:(L(y,,:Ah':T .. .. • . c - .,—rlrMraww •• am Y•t __ efts Home Log to user Registration Not Topics I Submit Surcharge I Slats & Fads Publications F8C Staff , SCtS Site Map Units Search F(0f1(il Product Approval P USER: Public user Product Approval Menu > ProMM or AoMiration Search > Aonliratlon Ust > Application Detail i0r — s-ttsL3 FL 9 FL5444-RLO 1 /, .- Application Type Revision 1' y Code Version 2014 Application Status Approved Comments a Archived droduct Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email 2 Quality Assurance Representative t- V ti't••. Address/Phone/Emall Category Subcategory yi-y• 4•. Compliance Method e 'r 1 •p a CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 1935S 610) 651-S847 mark. d. harner@saint•gobain.com Mark Harrier mark. d.harner@saint-gobaln.com Mark D. Harrier 18 Moores Road Malvern, PA 193SS 610) 651-5847 Mark.D.Harner@salnt-gobaln.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity LIL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE fr Validation Checklist - Hardcopy Received Certificate of Independence FL5444 RIO COI 2016 01 COI Nleminen.Ddf Referenced Standard and Year (of Standard) Standard ASTM 03161, Class F ASTM D3462 s ASTM D7158, Class H Equivalence of Product Standards Certified By Sections from the Code httpsJJwww.(loridabuilding.orglpr/pr app gU.aspx?param=wGEVXQwtDgtahigO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d Year 2009 2009 2008 1/2 4n812017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Sul mmary of Products FL # Model, NumberorName Oescrlption- 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural r Shingles i asphalt roof shingles Umits of Use Installation Instructions ~ Approved for use in HVHZ: No FL5444 RIO R 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-RLO.odf Verified By: Robert Nieminen, PE PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 RIO AE 2016 l2 FINAL ER CERTAINTEED Asphalt Shinale FL5444-RIO.odf Created by Independent Third Party: Yes 7;k7.Q Coruact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8S0-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accesslblllti 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 mall. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Oepartment 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 perstimi 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 b= . Product Approval Accepts: a Credit Card Safe Mips://www.8oridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwt gtahlgO7CSsoycOrl?.8CcpCJinUeXw7ibKvlUzOW4hL8w°/a3d°/a3d 2/2 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.0S-R11 FLS444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPnON: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words ''TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done In its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: gZ9'.8T1T_ W Robert J.M. Nieminen, P.E. '•,s•, a; •• Q!?' Florida Registration No. 59166, Florida DCA ANE1983 %,si i?:*• the faeslm0e seal appearing was authorited bs Robert Nlemlnen. P.L on 12/Og/2016. This does not serve as an electnini ally signed document. Signed, sealed haMeopks have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest In any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. tr TRINITY i ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM 03462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 03161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM 03161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM 03161 03CA12702 05/27/2003 UL (TST 1740) ASTM 03161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29947 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM 03161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 OS/22/200S UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL(TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & 03462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 LOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM 03161 & D3462 4786570826 02/12/201S UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC ( TST 9628) ASTM 07158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Certificate aJAuthorftatlan 19503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/ 08/2016 Page 2 of 12 J TRINITY 1 ERD 4. PRODUCT DESCRIPTION: 4.1 CT2010, XT'" 2S, XT'" 30 and XT" 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont"', Carriage House ShangleO, Grand Manor Shangle*, Landmark'", Landmark'" IR, Landmark'" Pro, Landmark' Premium, Landmark'" TL, Landmark' Solarls and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solarls", are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras', Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot"' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge', Shadow Ridge'", Cedar CrestTM, Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM 03161, Class F and/or ASTM 071S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„a = 1SO mph (Vux = 194 mph). Refer to Section 6 for Installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V„a =ISO mph (V„ It = 194 mph). 5.4.3 Classification by ASTM 07158 applies to exposure category a or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis In accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the calculated uplift force (Ft) at a maximum design wind speed of V„a = 150 mph (V„n = 194 mph) for residential buildings located In Exposure 0 conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed In this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-Rll CertlJkate of Authorization 99503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY ! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1S07.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, 1S07.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1SO7.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC iSO7.2.6 or R9OS.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use In reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20 XT'" 2S, XT'".30., XTr" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 17, Use four nails and sir spots of asphalt roofing cement, for every full305awn) (305 mn)--(305 rtm) shingle (Figuro 11-4). Asphalt roofing ceatent meeting ASTM D4586 j 1.(25mm) _Mint 1"(25mni) Type lllssuggested. 5 $/a" (145 mm) Sr/?'PanAb --- ---- —__ I ; METRIC k 1"(25 mm) — Sa lanl _ 1"(25 nm) Apply 1- (25 mn) spots of asphalt roofing co wll J_ _ _ under each tab comer. 6 tA^ Figure 11.4.• Usefournalh and six spanofmpbaU cartunIon slerp slopes CAUFION. Excessive use of roofing cement can cause shingles. to. blister. AS-11•3: Usefournallsforetnryftdlshin& 6.4.1 Hip & Ridge for CT20'", X" 2S. XT" 30, XT"' 301R: Cut Shingles 25"') RS:10 I r-2..(50mm) Remave_ QF E 365nnmmOleFigure 11.24:44 tabu, teen trfm bank to uutke cap shinbdar N` i1lellsb dlntemians sboum). l 110411- 25: Inslallallon of caps along the blps and N4et. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastics NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-Rll Certificate of Authorisation #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCAOIArm: Use SIX nails for then' hill shingle loca l as shown heloa: I' (5 CM) I' (a NO; — trxl Lha LL NtJI Mil l6a Figure :d: Uat• aie nails for evarr frll shbrgle. t TRINITY I ERD Use Sit calls and SAM spots of asphalt mofng cement for tarry (till sldngle as shotw ht.'low. apply asphalt roofing cemen 1'(25 min) from Mtge of shingle. Asphalt roofing c'co;ent mewing A!%nt 1) 4386 Type 11 is stikgested. Hip & Ridee for Arcadia': Cedar Crest'", Cedar Crest' IR t't2smnl 1'ISmal— — F'Iprnt ;f: 1:Aa sir nails mall frnrr sfwts rf asphalt roryirrq. Cement on steep Apo. Use two (2), minimum IM-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. CeWfleate of Aathorltatlon Molt FBC NON-HVH2 EVALUATION Hand -sealing adhesive 114"ILI 4- 3/4" — ( -r— 1' Dab of asphalt Icementbetween 1" shingle layers Evaluation Report 3S32.09.0S-Rll FLS444-R10 Revision 11:12/08/2016 Page S of 12 6.6 I BELMONT-'. Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. o Add;timil mils i ; iml. TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4686 Type II is suggested. IMnml 1IQ'fk f Gt IC. f ld aml j , I' (25ron1 .•...._.....— RoWinp Qmera 6.6.1 Hip & Ridge for Belmont-: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: ShangleO Ridge Figure t7•l8.• Sbangleo Ridge. 18' Exposure Remove tape from,the right side and fasten r SECOND theFasten left side ey RIGHT FIRST LEFT Figure I7-19: Installation ojSbangle® Ridge sbiuglesc on hips -and rldtps. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3S32.09.0S-RSi Ceetltkate otAuthor(:atlon u9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/09/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE* AND GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE Gce five naib for every fill Simigle. Vsmm) SAI" 8 18" 16oan) ( 7 tmag) flgum 17.1: AW111r! nnUs jnrrreayfidf CronAAlaanrSbnngk; iarriage Ilona 5baugle. or P.entemlalSlate. TRINITY I ERD t( se sea en nails and three spurs of asphalr roofing cement for every fill Grind Manor Slraagle. Use five nails and lbrce -quits of usplrall roofing cianim for evey (till Carriage Ilouse Shmrgle and Centr:noUl S12o. Apply asphalt tirnftng mincul 1' (2i inn) fnau ul(,K: of shingle Plgarta 17•5). A.%plaa4 nufing cement meuing ASn( 045861}1c II Is suggested. I" 1 T'r- asmm) 38 mm) or _ I- fmm d 17grrre. 17•5. 1rbru iuridling GhnaAd6uanrSbangkIr on situp alopew. rise seaYa units and lbme sputa ofaspIAWI mrJLrg rcweut. Hip & Ridge for Carriaee House Shanele° and Grand Manor Shanele: Refer to instructions herein for Shangle• Ridge hip and ridge shingles LANOMARKt", LANDMARK`'" IR,,LANDMARK".-PRO, L'AWOMARIfa' PREMIuM, LANDMARiC" TL', LANDMARK.im SOLARIS, LANOMARKim SOLARIS IR' NORTHGATE: ; LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' 143/4" 17' 1--( 305 m0-- —(375 mm)—-(305 ntm)--) tFi.! 6:JSa"4:GA.' rM:9 7`iM•'.C:: :-ixtltVaw{t1 ;'P i ( I" (25 tutu) 110i aTape 1" (25 mm) l aft.. _ . Nallable Aha LANDMARK TL NorthGate: 13' 12" 13" 131/Y' 343 mna)----(330 mm)- +-(3431nm)-j I+ - I" (25 mm) 1 1" (25 tmn)--I EME m = 1. 14. 1'w four uallr jnr errq• fall sbi 1#e. woe m4rar; AREA 12" 14VV IT 305 mm) + 1375 mm) - - - (305 mm) -.. Ma Inpumis r as mm) I ltie r (ti om 1128119 uaaa for low and atindard akpoa #..mm 2:12 m 21121 Hal batman roper (i bx4t Inn 0 t* m abam. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-Rll Cerdflcate of Authorization 09503 f9C NON-HVH2 EVALUATION f1S444R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use sls nails and four slims of :up1rah cnoQng cement for every full L•tminuted shingle. Ike lieloay. Asphalt roofing cement should meet AMM U4586 Type If..ipply I' spots of asphak roofing cement uncle each corner and at afoul 12' to 13' In from ouch edge. METRIC DIMENSIONS I — 12 305 nm) Nal area For Steep'' 25mm) 143/ 4' —12"— 375 mm) 1 (305 mm) Tape 1"( 25 mm)- 25 mrV: LANDMARK TL NorthGate: STEEP 12' 14"U4' SLOPE 1-.-(305 mm) — (375 in NAILING AREA ( ( beg 1' 25 mm) TRINITY I ERD 131/ 2' 343 mm) 13" 330 mm) 131/ 2'L- - 1( 343 mm) 1"( 25mm) 1"(25mm)--1 Figure 13-5.• Use six nails x0foar swls of asphalt mofinge mient on sleep slopes. 1' 2' 305 m 1'( 25 mm) Nailing areas for steep slopes (greater than 21:12) and " Storm-Nalling" Nail between lower 2 nal Ines as shown above. 6. 8.1 Hip & Ridge for Landmark"', Landmark'" IR, landmark' Pro, landmark" Premium, Landmark' TL, Landmark"" Solaris, Landmark"" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory IZ' 97A1' 305mm) ( 250 m) tp50mm) 0SOmm) (125mm) ( 125mm) Weth for Notch for Centering Centering 12 % — T 131/4' \ % 305 NotcheslorAlbnnientto (") Notches for Alignment to the Top Edge of the Pm us 7' the Top Edge of the Pret4ous 751' Caplor5 ( 125mm) ( ) Cap(or55/B'(141mm)fzposure ('mm) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge"' Exterior Research and Design. LLC. Evaluation Report 3S32.09.0S-R1i Certrl2cate o1 AuthoAtatlon #9S03 FOC NON-HVHZ EVALUATION FLS444•R10 Revision 11: 12/08/2016 Page 8 of 12 J TRINITY JERD 9 27.32' 25d m:n; 4*116'025e S 13 1/8" t IImo_.—(333 mm)--II Cerimtag H•:Ieh N-8 5/8'-{e-6 sm -I II (168 mm)II 168 mm II 13 V4' 337 trm) ` alga those T Centering matches to top 7519, 131 ` Notch 1 edge oil 19s mC1 (337 m) ptrm u! corase ot gn o 7 5r8' e,or notches 10 top (194 noon) li revtous course. 11 NorthGate Ridge NorthGate Accessory 10rp,m) --I Laytrig Notch I I Exposure I I. nnn11' figure 13-20., Use laying noklwr to condor U)ingla at Gips and. dttge4 and to locrdo Me cornet! exposure 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic* NPI " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 CenlfkatealAuthodratlon 09S03 F8C NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 t D TRINITY I ERD 6.9 I PRESIDENTIAL SHAKE"", PRESIDENTIAL SHAKE'"A IR, PRESIDENTIAL SHAKE TVIA, PRESIDENTIAL SOLAR13r"w: LOW AND STANDARD SLOPE: For low and standard slopes, use Ove nails for each full Presidential shingle as shown below. 40' Guldugunes1 (1016 m(n) 5 1/4' I39mm) a a 141/4' 11/2' 18 min) 362 mm) NOTE: Apply nails on painted guideline. 6.9.1 6.9.1.1 6.9.1.2 6.9.1.3 6.10 figure l6-Q Fastening PtesJdettdnl and Preridmlial TL Sbabe sbingles on low and standardslopett STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply I' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nais In between die nalling guide thies, apply 4 nabs 1' above lab cutouts making certain tabs of overlying shluge cover nails. T I' diamatO( asphalt roofing MAW f Figure 16-7: Fastening Preskienllai and PresldenNal M $bake shingles on sleep slopm. HID & Ridee for Presidential Shake'. Presidential Shake"" IR. Presidential Shake TL1m. Presidential Solaris"'• Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidentlal accessory shingles can'be used for covering hips and ridges. Apply shingles up to the ridge (expose no more thali 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4" Into the deck or completely through die deck. Presidential accessory comes In Iwo different sizes: Accessory produced In Birmingham,.AL•Is 12' x 12% Portland, OR produces 9?/a- x l31/4- accessory. For ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to Instructions herein for Cedar Crest's", Cedar Crest"' IR hip and ridge shingles. HaTTERAST": ... . 1 tft STANDARD AND STEEP SLOPE: Rpm 1S-J+ Fdrleding 11dllerdiShig4es apt Lmrdadslalw nt.voprr For kite and aandani slopes, use Gw nails for each (ad Ilanents dtldRk at sgudrn al"e. Fi'ldf Is. 1: I.Owty lasntmssm(v s-M&,,ftm 7 For". dopes, u:e foe amH had elgln spats at aaphs0 raofmg cmnd fut rxh Intl Ilattctu shlnglc as sboun ahtne. Applr 1' tjmm) dhnactcr sptdr of rttonag reduut (A%rM 0 4586 Apc If wg• ued) uttthr garb oats ematr. Mw Attnoc Into peter the sat QtMON: tin much nnfata toms tun cause shiutles as Idisttr. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-R31 eerelpeate o/Authorization 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 10 of 12 t TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras"": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14.• 18 three—piece unilk sepati te•lo mike 54 Hatteras Atxessory sbtngk,& 6.10.1.2 Option 2: Cut Hatteras Shingles 230 ram) I 1 g Ig (460 mr? s i---i--- 18" 460MM)' 203MM A 2gtnml Cap Shingle Cap Cap Cap Shingle Shingle Shingle 31a 240m Figure 15-20.• Cut Hatiefas sbingf is 10 nulke en W cap FiRure.15-21. Installation of caps along hips and rtdge& 6.10.1.3 for ASTM 03161, Class F performance use BASF "Sonolastic' NP1' "" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'", HIGHLAND SLATE'-""•IR: LOW AND STANDARD SLOPE: STEEP SLOPE: Apra 11-3• Use FM malts for enay HlgM4nd SIa10 sbllrgla Ilse P1191 awls and FIGHT spots of asphalt toonng cement• for -each full Highland Stale shingle. For Wand Oade, SIX rinds are required. Apply 1- diameter spots of asphalt roofing cemetn under each tab comer. Asphalt tooling cement meeting ASTM W5e6 Type 8 is sttggtshI r r r —r Uy-"q aav d RNd PN..r r r m.y Ps+V x Wn:wrarpi4a Y 6 UN..h Sa nr.(bnW 0 r• Y4Nrf ewenrfr ' u""nu ran) Raofhy Can nl firma 1I JU- Use RYE mils and d& sp2trofarpball twflap co aart an4reacb tab corner. CAMIOM litcesetsr use of rooeng cement can cause d&gtes to buster. 6.11.1 Hip & Ridge for Highland Slate'm, Highland Slate' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest"' IR or Shangle Ridge"Ahip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate oI Authorisation 09503 FOC NON-HVH2 EVALUATION FL5444-R10 Revision It:12/08/2016 Page 11 of 12 TRINITY i ERD 6.12 PATRIOT'": LOW AND STANDARD SLOPE STEEP SLOPE Use. f011R naik for every full shingle lorded as shown helms. Stilam s•ta' —i• rs l — 4 i•w• -- n l f I- -1- -1 Plintl Imceq (sitr..m Uw FbItR nsils and fiver sixus of amilult moiing etmenl for etrry full shingle as shown h6w. ASpltalt nxding Cwtent me ding AJTAI 045% Type II it suggtsied. Apph• I'Qi ntnt) sixds of :g4talt rmfing cetnctn :ts $flown. CAlfl104N. rscessice use of nmfiuS n•ntenl can cause shingles to blister. F,/A: t•—rtxrro rester— — pJatq t •_ o :, 1 ` awnnp Ctatnl I l V y (ntam .jf tjurr.10 6.12.1 Hip & Ridee for Patriot`": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 Cert!/kate ofAutAorizatlon 09503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate clAuthorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-Ril FLS444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sit, Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nleminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. S9166, Florida OCA ANE1983 The facsimile seal appearing was authorised by Robert Nleminen. P.E an 12M/2016. This does not gene as an electronically signed doosment. Signed, sealed hardwisks have been transmitted to the Product Approvai Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products It evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. y TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the St" Edition (2014) Florida Building Code and St° Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM 03462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 03161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: kni!_tm Examination Reference Date UL (TST 1740) ASTM 03161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM 03161 03NK29847 10/03/2003 UL (TST 1740) ASTM 03161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL(TST 1740) ASTM D3161 05NK16778 OS/12/2005 UL (TST 1740) ASTM 03161 OSCA16778 05/12/200S UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM 07158 OSNK08037 06/28/2006 UL (TST 1740) ASTM 03161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL(TST 1740) ASTM 07158 IOCA41303 10/27/2010 UL (TST 1740) ASTM 03161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, 03462 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, 03462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM 07158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786570826 02/12/201S UL LLC (TST 9628) ASTM D3161, D3462 & 07158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, 03462 & 07158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 4797380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterlor Research and Design, I.I.C. Evaluation Report M32.09.0S-R31 Certilkate of Authortrotlon a9503 FOC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 2 of 12 l TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT"' 2S, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont', Carriage House Shangle*, Grand Manor Shangle*, Landmark'", Landmark'" IR, Landmark"" Pro, landmark"" Premium, Landmark'" TL, Landmark"" Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate^' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras', Highland Slate'" and Highland Slate' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot"A is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge"', Cedar Crest'", Cedar Crest"' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LiMITAT10Ns: 5.1 This is a building code evaluation. Neither Trinity)ERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use In the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V.,d = 150 mph (V,,,, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V.,a =150 mph (V,,,t =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertalnTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Safaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed Of Vas4 = 150 mph (V,,,, = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09AS-All CerdJhare of Aurhorhadon 09S03 FBC NON-HVH2 EVAWATION F1S444-R10 Revision 11: 12/08/2016 Page 3 of 12 mil TRINITY 1 ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, 1507.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 or R90S.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 : CT20 XT'" 2S, XT- 30, XT'" 30 IR: : LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" Use four nails and six spots of asphalt roofing cement for ewy full 305 mm) (305 anQ (305 um) shingle (Figure 11-4). Asphalt roofing cement meeting Am n4536 L mm) — SCant 1•' (25 mm) - 'type 11 Is suggested. 5 s/e" (145 =Ir/iPhNu,o--_ _--- ---- METRIC 131/r' 13?/e" f 134e" Roofing Cement I"(25 mm) Seatanl 1" (25 mm) Apply 1•' (25 mm) spots of asphalt roofing cement under each tab corner. 6 )A.. flgum 11=1.• UsejournallsandsixVatrojaoWl cwhent on'sleep dopes CAUTION: Excessive use of fooling cement an cause shingles to blister. Fllgum 113. UsolournaUrforaoryjtdl sbingla 6.4.1 Hip & Ridee for CT201. XTTM' 2S, XT'" 30, XT'' 30 IR: Cut Shingles 25 M—t « I I 2 (50 nun) REmwe`_ I, j(3p5 mm)[_ T 11(125 mm) P 12" CaCap- _ _ Ca0 305 a ShinShingle Shingle Sole gV k'lguko 11-24. Od labs, then Idus back to nmko cap sbb4w 641eb dlumulons show)). Rpm 11.25.- Instal/allon Qf caps dolts tbo hips and ridges. 6. 4.1.1 For ASTM 03161, Class F performance use BASF "Sonolastice' NP1—" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-Ril Certlpfareaf Authorlmdon 99S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.5.1 ARCADIAI1": Use SIX nails, for oxen• 8lll shingle located as dto%n heloa: t'IStttml t'(lS,rmt— IraA lt4 WOO IrLLLLI Figure 2: Ciesix mails for ecan' f dl sbimgdc. TRINITY I ERD Use SIX n.dls :utd Wilit spots of asphall roofing cement for nery fall shingle as ihoull Mow. Apply zillt8tt roofing cultod 1-(25 taut) from Mtge of shingle..lsphdt nmrtug cement oteeling MSTM 0 4386 11jw 11 is suggested. Hip & Ridee for Arcadia': Cedar Crest", Cedar Crest' IR r0sttap t'a5"mi-- L flQrne ; i: lieu .rise rurl/rand fate s/mrts ujuspbm/r rtkf l q ecmteldon sleep slopes. Use two ( 2), minimum Minch long fasteners per shingle. for the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic• NP1fF1' adhesive or Henkel "PL/D Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. CerWcote of Authorhadon 89S03 FGC NON-HVH2 EVAWAT1ON Hand-sealfng adhesive 4" 1/ 4" ILI 3/4" --• (+— 1' Dab of asphalt cement between 1" shingle layersEvaluationReport 3532.09.OS-Rll FLS444-R10 Revision 11: 12/08/2016 Page S of 12 i 6.6 I BELMONTt": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. no,II immoio o AulimW rails d rc"xm! TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement t" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 122W I Ik' (b xud I' M rm 1' l2S am> —I w f s4r ;is t(21 alira'( 220 I'grainyCemaa.— 6.6.1 Hip & Ridete for Belmont': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest', Cedar Crest"" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge Figure 17.18: Shangle? Ridge. 18• Exposure Remove tape from the right side g• and fasten jr EC0 0 Fasten theme left side 851e RIGHT FIRST LEFT Figure 17.19.• Installation of.Sbanglo® Ridge sbtngles on btps and ridges. 6.6.1.3 For ASTM 03161, Class F performance use BASF "Sonolastice NPit"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cerd leate o/Authorkadan 09S03 FBC NON-HVH2 EVALUATION Evaluation Report 3532.09.05-R11 F1S444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 1 CARRIAGE HOUSE SHANGLEm AND GRANT) MANOR SHANGLEO: LOW AND STANDARD SLOPE Use fire nail, for every full Shingle. 25 nail F- Sff* 8 16 own) mn) f7gure 17-•l. Awfi n Huffs fnr every jd! (dmrA llafmr SMngle, Cmrldge %loaW Slautgla or (.ealeaalal Skde. F"S.""" ITRINITY IERD STEEP SLOPE Use seven nails and dare-c spots of asphall roofing cement for every AM Crund Manor Shingle. Use fire nails and three spots of a<phah ronfing cemc+u Air every full Carriage How Shangle and (:uuennlal Slate. Apply aspbA( roofing ecnlem 1' (2i nut) from edge. of shlnRle Altrira 17.5). Asphalt roofing ( marl aie{sing AS U•ISIKo 1y1{e II Is sugges(ed. flgruu 17.5.• When iaslafllrrg Gmnr1 JhmcrSkdugles na sleep sfo/W. nu sdrra udlfs amllbrre spuls nfaspbW mn/11141 rcafeal. 6. 7.1 Hip & Ridge for Carrialte House Shansle• and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6. 8 LANDMARK'"'; LANDMARK'"•= Ilk, LANDMARK"'.PP:(i; LANDMARK'"-' PREMIUM, LOi 4 MARK' '•TL; LANDMARK'"' SOLARIS, LANDMARK'" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS LANDMARK TL f 17' 143/4" 12" mm) --( 315 mm}-f- r(305 rem)--{ A': V'Ltd•:l'S:A'tA+S.V's•`:'f"le?SOri U;.+:K'117d f4{TC I" ( 25 mail Release Tape 1- (25 mm)—) • 11/ r'l - Nailabler Aria Exterior Research and Design, I.I.C. Certifteate of Authorization A9S03 NorthGate: Me mom 131/ 2" 13" 131m, 1 --( 343 mm) —(330 mm)-- --(343 mm)--1 1" ( 25 rem) 1" (25 mm)-1 Figure 13•4: ['srjuaruallsfor—q•frr0sbiogle. 1AaFa r 305 mail 375 mm) - 305 mm) I I' ( 25 mm) Haling Uab' per" all no agar naU In r ( 25 No 6ng &me fat law and slandonl $lapis (tam 2:12 to 21121 Hal babwan ulpar f, Ir'ear Ina$ d$ a AM11 above. PBC NON-HVH2 EVALUATION r-- Evaluation Report 3532.09.05-1111 FL5444- R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails ;uul four spots of asphah roofing cement for every full himinated shingle. Sec heloa•. Asphalt roofing cement should meet ASTM 04586 111te 11. Apply I- spats of asphalt roofing cement undo each comer and at :bout 12" to 13' in from each etic. METRIC DIMENSIONS 12:'— 305 nm) 1'•(25 nrlt) I NailAtea_t I_ For Steep { 25mm) {---- 375 mm) (305 mm) 9wsreTace 1"(25mm)- l STEEP 25 mm TRINITY I ERD LANDMARK TL 131/2 13" 13112' 343 mm) (330 mm) (343 mm) I'- 0-1"(25 mm) 1"(25 mm)-.', I I Figure 13-5. Use six nadi--dfonr spots of asphdif -Ong cmient on steep slopes NorthGate: 12' 14-3/0 12, 1—(305 mm)—y—(375 m --(305 mm}- j Nailing Limits 1'(25 mm) b,(we„ 1'(25 mm)-- j Nailing areas for stoop slopes (greater than 21:12) and "Stortn-Nalling" Nail between lower 2 nail Ines as shown above. 6.8.1 Hip & Ridge for Landmark"'. Landmark"' IR. landmark'" Pro. Landmark"' Premium, Landmark," TL, Landmark' Solaris. Landmark" Solaris IR. NorthGate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12 92IB' 305mm) 415/1 (- 2-5-aJ}m) 415/16 150mm)rosomm) 125mm) I (125mm) Notch for Centering 17 15mrn) Notches for Allgnmealto the Top Edge of the Ptevlous T Cap for S(125mm)Exposure (180n English Dimension —{I Shadow Ridge'" Exterior Research and Design, I.I.C. Certincote of Authorkation a9S03 FBC NON-HVH2 EVALUATION Notch for Centerinj 131/ 4- 7 01mm) Notches for Alignment to the Top Edge the Previoes T 5 ofim) Cap for55/8'(141mm)B(pwute Metric Dimension Shadow Ridge"" Evaluation Report 3S32.09.0S-Rll FL5444- R10 Revision 11:12/08/2016 Page 8 of 12 9 27.13Z 2Sp tnny 4 15M6' (125 Cer10jo Nc1cb 1S,/4' 337 rrm) Allon tMia / 1 nolches to top 7 Will of p:trllellt atkrss 194 mm) NorthGate Ridge TRINITY I ERD mm 13 IW rr (333 mm)— II 168 mm I 1 68 NorthGate Accessory Ptgnral3-20.• Usa laying notcdst to cenfar ibfng/et.on Gips and Nees, and to hole the comii erpoams 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic• NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant', in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest', Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.OS-Rll Certllkote Of Authoritanon 09S03 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11:12/08/2016 Page 9 of 12 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKErm LOW AND STANDARD SLOPE: - For 101V and standard slopes, use five nails for each fail Presidential shingle as shown below. N3911tp ). 40' —I Guide Urms (1016 mm) 133/mm) . . 1 14 1/4' 11 rl. :w mu4 (362 min) NOTE: Apply nails on painted guideline. 1 Figure 16.6.• Fastening haskle eMal and PresidenUd TL Sbake shingles on low and standard son TRINITY I ERD IR, PRESIDENTIAL SHAKE Wm, PRESIDENTIAL SOLARISr": STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply 1' dUmeter spots of asphalt roofing cement under etch shingle ab. After applying 5 nails in between the nalling guide Ones, apply 4 tads t above tab cutouts maldng certain tabs of olerl)tng shingle cover walls i VT I' diameter asphall roofing camenl f Figure 16-7.• Fastming Fmidentiol and PlesrddUlal M Sbake sbhigler on stoop slopes. 6.9.1 Hip & Ridee for Presidential Shake'". Presidential Shake' IR. Presidential Shake TLI". Presidential Solarls'"• 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles. up to the ridge (expose no more titan 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners -must be 1 UV long or longer, so they penetrate either 3/4"Into the deck or coinpletely through the deck. Presldendal accessory comes In two different sizes: Accessory produced In Blrmingham,.AL-is 12*•x 12'; Portland, OR produces•974- x 13t/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastice NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest^', Cedar Crest'" IR hip and ridge shingles. 6.10 I.HA)TERASr":• • 10% STANDARD AI40 STEEP SLOPE: Flaunt 15•3: 10hlaips 11allem, cbhgdes err LuanuSSmtdmrl.Volrs or W and sunthtrd slopes, use fire a;dls for each AN I Warts sldngle as Amit Amr. Exterior Research and Design, U.C. Certificate of Authorisation 119Sa3 FBC NON-HVH2 EVALUATION I R7rlmm) IZYIaatQ (3atna) ~RTdauo) r• _ r age. rC.r• rawshwI"Ih+nr.lAiq,Il1 ad".V*v kir attp daps., ke Gee vans and rigid siWs of asphalt m4fiag remna for cash tog 14karu 511111* as shtnru Aoce Alydy I- MIMI i0a.Wer Flat: of nnGng cement (ANTV o 4961jpc It surrued) untler Cvtl1 mb wtmr. Pans Adodc taro pfs"r; tat ant spans Cra1Qd. CAU nON: Too much awfng cntdsn cut, Caine shilon a hl;%W.. Evaluation Report 3S32.09.0S-R11 FLS444-R10 Revision 11:12/09/2016 Page 10 of 12 6.10.1 Hip & Ridee for Hatteras': 6.10.1.1 Option 1: Accessory for Hatteras F• Figure IS -IQ• 18 three piece units separate to make 54 Flatteras Amezory sutngles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9,. 230 ram) I I I I I I I 77 460m Cap Cap Cap Cap Shingle Shingle Shingle Shingle Y RINITYJERD 8' 18" (46011110) r` goZ 203 ram) - - r d `25vc 1 Figure 15-20: Cut Hatteras s(itrlgles to make Cow cap.' FlRure 15-21: Installation of caps along hips and rid,Tea. 6.10.1.3 For ASTM 03161, Class F performance use BASF "SonolasticO NP31" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HI6HlAN[1 S1ATE10A;•HIGHLAN1) SLATE'."' IR: " ' : ' - LOW AND STANDARD SLOPE-. STEEP SLOPE: wrlocal W-08ra naW. stxaratltrwin0kuwbdawcWtv mtoJ u 9CMI. Flyum 11-.1. Use i'/t6na usforeuery 141dand Slato sbingta Use Pn1l nails and RIGHT spots of asphalt roofing cement, for each f68 Highland Slate shingle. Pot Mlaml•DAe, SIX Halls arc required. Apply I' diameter spots of asphalt tooling cement under each tab cornet Asphalt todog cement meeting &S7M IMS86 tppe It Is suggested a r m.r waw o«tea ..r T ar satlwaM YQSemI a'0"1Oi 1°lttademMu " aonra~l -- Raollnacanant rlyuroll•jA (ISO HIBnaUrondelghtrpotsofarpA•rit shiny cornet ender tacb tab corner. CAUTION: HUCS5lar use of raotiog cetaeol caul cause sbingles to blister. 6.11.1 Hip & Ridee for Hiehland SlateTM, Hlehland Slatem IR: Refer to instructions herein for Cedar Crest"", Cedar Crest"' IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Cerdlicate o/Authorirarlon 09S03 FEIC NON-HVH2 EVALUATION Evaluation Report 3S32.09.OS-Rll FLS444-R10 Revision 11:12/08/2016 Page It of 12 J TRINITY 1 ERD 6.12 PATRIOT-:-. LOW AND STANDARD SLOPE STEEP SLOPE Use 1'01111t naih for W'cn' full Shingle loclted :L: sbti%rn below. l S`mhnl 75ri7 174ItmNII 1I *LV --f- ur -.)— trite' —i Mcni onrtN t,'ae r0L1R nails and (our spot, of asphalt roofing centenl for rimy full shingle as shoen Ikhtte Asphalt rcv,fing cement meeting AVTAi 04586 fplx:11 ii sug giNtcd. Apply 1'(25 mat) a(xtts of asphalt nM,fing canon z shown. CAVrlox- iiAcessire use of ruofing amtyt can cruse,itioWts to blister. 4J4 S43N —t — — — — T. 1'G56t} 1 Roan Naael IYJFa'4 gPatr tJUr:ai 6.12.1 Hip & Ridee for PatriotTM: Refer to instructions herein for Cedar Crest-, Cedar Crest"' IR, Shadow Ridge"", NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R905.2.6.1. 8. BUILOING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CfA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Cerdfleate oJAutAorltodon MO FBC NON-HVH2 EVALUATION FLS4"-R10 Revision 11:12/08/2016 Page 12 of 12 i. Florida Building Code Online sc1S Home Log In User Registration Hot Topics Submit Surcharge Stats a Facts Publications FSC Staff SCtS Site' Map Unks Search Pr8 "j Product Approval Io USER: Public user Prod .L+ Aenrnvai Men, > Predurt nr AnnlltaHen 5earrh > Anoiiratien Lsr_ > Application Detail FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative• Address/Phone/Emall Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Eduardo Lozano elozanoointefwr6p. com Eduardo Lozano 32923 Mission Way. Mission, NON -US 00000 . 778) 945-2891 elozano@interwrap.com Category Roofing Subcategory Underlayments Compliance Method Evaluation.Report from a Florida Registered Architect or a Llcensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Explration Date 11/17/2017 Validated By John W: Kneievich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL1S2i6 R2 CO[ 201S 01 C01 Nieminen-odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code, http://wwwfloridabuilding.org/pdpr_appdiLaspx7param-wGEVXQ%vtDgv3yVVKJZIQPAdhy12u&kQGQyijaHLVeiOpVSvxwSdC&Q*A3crA3d[8124/20171:57:59.P.MI_ .... _._...__.. V Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 1S07.2.3 1S07.S.3 1507.8.3 1507.9.3 1S07.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underfayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 II 201S 04 FINAL ER INTERWRAP RHINOROOF FLIS216- 2,pQfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Umlts of Use. Evaluation Reports FLIS216 R2 AE 201S 04 FINAL ER [NTERWRAP RHINOROOF FLI_S216- R2.pdf Created by Independent Third Party: Yes QAUL= :: 2601 Blair Stone Road. Tallahassee FL 1:2199 Phone: 9SO-487.IR24 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy gmpment :: AceesslhRlty Statement :: Refund Statement Under Florida law, small addresses are public reraids. 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 olfice•by phone or by traditional mail. If you have any questions, please contact 850.487.139S. *Pursuant to Section ' 4SS.27S(Ij, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The smalls provided may be used for official communication with the licensee. However small addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine if you are a licensee under Chapter }SS, F.S., please dick bell`. Product Approval Accepts: Credit Card Safe hap://w%vw.floridabudding.org/pr/pr_app dti.aspx7puam-wGEVXQwtDgv3yVVKJZIQRAdhyl2ugkQGQyljd&VeiOpVSvxwSdCoQOAid°/.3d(824f1017.1:57:59.PtA.. QOTPxINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization N9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nleminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 she facsimile seal appearing at outhorbed by Robert Ntaminon, P.E en 04/27/2015. This does not tarty n on abcs ordolly digned domment Signed, sealed hardooples have been transmitted to the Product Approval Administrator and to than named client CERTIFICAnON OF INDEPENDENCE: 1. Trinityl ERD does not have, nor does It Intend to acquire or will It acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. S. This Is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1S07.5.3, T1SO7.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1507.9.5 on Heating 1507.23, 1S07.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: gaiisk Examination Reference Date ITS (TST1509) Physical Properties 10OS39395C04-006 10/27/2011 ITS (TST1S09) Physical Properties 100539395000-002 10/27/2011 ITS (TST1509) Physical Properties 10OS39395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PROOUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a mulUlayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable roof covers applied atop RhinoRoof Underayments are follows: TABLE 1: ROOF COVER OPTIONS Underayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth In Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments In compliance with manufacturer's published installation Instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R2 Certlflcote OjAUthorizotlon #9503 FUS216-R2 Revision 2: 04/27/201S Page 2 of 3 CJ TRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver: Roof Slone > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting In a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END Of EVALUATION REPORT - Exterior Research and Design, UC. Evaluation Report 140S30.02.12-R2 Certificate of Authorization #9503 FL lSZ16-RZ Revision 2:04/27/201S Page 3 of 3 QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL1S216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED ComPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinityIERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The 4almlle teal appearing was authorized by Robert Nleminen, P.E on 04/27/2015. reThisdoesnotseas an ekctronkally signed document Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dknt CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nleminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. V TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1S07.S.3, T1S07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.8.3. 1S07.9.3, 1S07.9.5 on Heating 1507.2.3. 1507.S.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 200S 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100S39395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: S.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. S.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. S.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. S.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: RooF Covot OPTioNs Underlayment Asphalt Nall -On Tile foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes No No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design,lLC. Evaluation Report 140S10.02.12-R2 Certificate of Authorization N9503 FLiS216•1112 Revision 2: 04/27/201S Page 2 of 3 D TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 RhinoRoof U20: 6.4.1 fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-Inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-RZ Certlfkate of Authorization #9503 FL15216.112 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code Online WS Home I Log In I User aaystration I Hot Topics I Submit Surcharge I stats a Facts Publlcallore ( F8C SUN SCIS Site Mao Unks Search f)(libl r Product Approval uses: Public User Product Aooroval Menu > ProMict or Aml ration An3b > Application Ust > Application Detail FL ak RL3792-RO r.• .} s_T; t;; Application Type Revision 2014 Application Status Approved i.;=;( Approved b DBPR rovals b OBPR shall be reviewedPpYApprovalsYd and ratifiedr;,.'i,..., •:., by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Small 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter0lomanco.com Authorized Signature Andrew Carter acarter®lomanco.com Technical Representative Andrew Carter Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@loma rx:o.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 SOt) 982-6511 Ext 6163 acerter0lomanc6.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Mlami-Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https:/Avww.8oridabulldng.orglpr/pr app 02spx?param=wGEVXQwIDgsFgPhX=z9PGbeAcOkEk7oGQ6zyYrmk%3d 1/3 4/28/2ot7 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised FL •!f • . 3792.1 135 Roof Louver Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 1. Refer to applicable building codes for required ventilation. 2. Model 13S Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roots only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. Florida Building Code Online 09/30/201S 10/06/2015 10/09/2015 08/16/2016 Nodal, Number or.Nartie. , Descripilon. " Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA tl- 0602.02.odf Quality Assurance Contract Expiration Date 00/17/2016 Installation Instructions FL3792 R8 It Lomanco 135 - 2000 PV - NOA 11-0602.02.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730-Poor Louver', Aluminum Roof Louver Limits of use • . Certiffaation•Agency Certificate Approved for.use In HVHZ: Yes. p. 3792 :RA C CAC Lomanco 700 Serlee - NOA tl- Approved for use outside HVHZ:_Yes 0602.04.odf- Impact Reslstaintr N/A Quality Assurance Contract Ezplratfon Date Design Pressure: N/A .., ; , 08/.16/201'6 Other. L. Refer to:appllcable building codes for repulred'; Installation Instructions. ventilation. 2..UDmar1Ws Model 73d,750,770 Roof- LouYers 7 2 RR U. Coma 700 Series - NdA 11-0602.04.odf shall comply with applicable building code. 3. Ur ianco's Verified, : MI MIi ' Oade BCCO - CER ' Model 730;7S0,770110o1`Lduvtrs shall not -be installed on:roof Created, by Independent Third Party:. mean helghts greater than 33 feet. ; :' Evaluation Reports FL'3792• R8 AE••Lomanco 700 Series = NOA'11-0602.04:odf Created by independent'Thlyd Party: Yes 3792.3 7S0 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ! Yes Approved for use outside HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602.04.ndf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 118 11 Lomanco 700 Series - NOA il-0602.04.odf Verified By: Miami -Dade BCCO - CERshallcomply, with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602.04.odf Created by independent Third Parry: Yes 3792.4 770 Roof Louver . • •: Aluminum'Roof Louver Limits ofuse Certification Ageneq Ceitificate Approved for.use In -HVHZ. Yes Approved for use; outside HVHZ..-Yes FL3792 88: C CAC' LomQnco 700 Series -'NOA il- . 0602.04:odf Impact Reslstairt: N%A: Qualitjl.Aa9uranCe Contract ExP1' tfon Date ' Design Pressure: N/A 08/16/2016: . Other. 1. Rarerto applicable building co.46.f0e,requlred` Installation Instructions ventilation. 2. Lomanco's Model 730,750,7791Roar Louvers shall:comply with applicable bulding code. 3: Lgniarke o's ... Ft:3792 R8 IL Lomanm 700 SeHes - NOA 11-0602.04:odf ' Verified'By:'.Miaml-Dade BCCO'- CER Model 730,750,770 koof'Lotivers shall not be- Instal led on roof Created by independent Third Party: ' mean helghts greater than 33 feet.. 6vatuatlon Reports: 13792. ft8 AE Lamanco 700 Series - NOA 11-0602.04.odf Created by Independent Third Patty: Yes 3792.5 770D Roof Louver Aluminum Roof Louver — Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA 15-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 II NOA 1S-0709.09.1& Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports hftp:IM,ww.floridabullding.orglpr/pr epp dllaspxtparam=wGEVXQwtDgsFgPhXaaz9PGboMdlkEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building Cade Online IF13792 R8 AE NOA 15-0709.09.odf Created by Independent Third Party: Yes I Contact Us :: 201 Olalr Stone Road. Tellahassea FL 22199 Phone: a50-a7-192a The State of Florida Is an AA/I30 employer. Cooyrloht 2007.2013 State of Florida.:: Privacy Statement :: Acresdatlny Statement :: Refund Statement Under Florida law, email addresses era "Ile records. If you do not want your e-mail address released In response to a pubRrreowdt request, do not send eloctrank mall to this emity. instead, aoraect the office by phone or by traditional mall, rf you have any quasuoro, plaaso contact OSO.497.139S. 'Pursuant to Section 4SS.27S(t), Fields Statutes, effective October 1, 201.2, licensees licensed under Chapter 45S, F.S. must provide the Oq artment with an email address If the have one. The omalis provided may be used for bfndsl communlation with the licensee. However email addresses are public record. If you do not wish to Cupp o personal address, please provide the Department with an email address45S, ch can be maddidt l e to the public. To determine If you are a licensee under G ple Product Approval AeeeMot Credit Card sefe https:fAvww.8orldabtalding.orgfprlpr_app dtl.espx9param=wGEVXQwtOgsFgPhXa =WGbeVjdlkEk7oGQ6zyYnmk%3d 313 MIAM& M[AMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Sheet, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Watu , Florida 33175-2474 BOARD AND CODE ADME41STRATION DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidadLgov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there has'been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this-NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of This NOA shall be cause for terimpation andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages l through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. A V-'j, NOA No.: 16=0510.28 UODADEcoUNTY Ezplration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6:5-' diameter opening. Model 750 16" x 20-5/16" x 5" TAS l00(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5-' , TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter.opening. Model 750-E 23" x 27-1/4" x S" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(a) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Penter for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction. Materials LOM-013-02-01 TAS 100(A) 05/21/07 . Technologies RRWA-001-02=01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 M"a Qaoecourrrr Expiration Date: 08/16/21 Approval Date: 06N/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with 1'/." aluulinum. annular ring shank nails. With the fast nail 1%4' from roof louver end and a minimum of 6." o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail 1'/4' from roof louver end and a minimum of 8" o.c. at sides of louver vent.perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads• with'roofing cement. Ridge Shingle: N/A Net Free Area: Refer to manufacturers pubLished'literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 M AMwaoECOUNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: System Type B: Cutout: Installation: Net Free Area• Minimum Slope: Model 750 Roof Louver Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply Y? wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Refer to manufacturers published literature. 3:12 GENERAL LmTATIOIYS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-5, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers sball'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model '130,750,750-S, 756-E, 770 Roof Louvers shall comply with 1517.E of thec Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 6LG20-3 of the'Florida Administrative Code. MIAMMADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A I i I M1AMIA"E COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6of9 DETAIL B (CONTINUED) FASTENER'LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER NOA No.: 16-0510.28 MurME aoEcourtrr Expiration Date: 08/16/21 Approval Date: 06/36/16 Page 7 of 9 DETAIL C NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETArL D MIAMMADE COUNTY ' ' NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page'9 of 9 4/28/2017 Florida Building Code Online i? tTi TJ„tryfi,er= ]] /x? ,' 441 I (t I. c -- tit'. - • - , pP' r• •t 17I• F SCIS Nome I goo In I user Registration I Mot Topics I Submit Swchatge I scats a Facts I Publications I FSC start I acts site Map I Links I search FI(NIC•1 Product Approval UL USER: Public User Product Acomal Menu > Search > Anolieation Ust > Application Detail Application Type Code Version Application Status a' Comments t'• Archived Product Manufacturer I Address/Phone/Email N,.: LJa •' •Ir 4 . Authorized Signature Technical Representative Address/Phone/Email i• i -. Quality Assurance Representative Address/Phone/Emall Category f.F Subcategory Compliance Method r I Certification Agency Validated By Referenced Standard and Year (of Standard) f•Il• : Equivalence of Product Standards Certified By I Product Approval Method FUSS-R8 Revision 2014 Approved Approved by OBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cpa rri nooca stcrete .com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Usting Miaml-Dade BCCO - CER Miami -Dade BCCO - VAL Standard ACI 318 ACI S30 Method 1 Option A Year 2011 2011 1. J ' Date Submitted 04/29/2016 https:/Avww.floridabuilding.org/pr/pr app dll.aspx?param=wGEVXOwtaquegl%2bT71%2(FMgrtRzHNulc45pgLXkU6g%3d 1/2 4/28/2017 Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online OS/06/2016 05/06/2016 StimMarjof•Products - - = i ' '' '•i FL # ' Nlodelr Number or Name Description 1S8.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVH2: Yes FL158 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVH2: Yes FL158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 tI NOA 14-0903.03.odf FL158 R8 II NOA 16-0126.03.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bno Ndkt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not watt 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 mall. If you have any questions, pease contact $50.487. t39S. Pursuant to Section 4SS.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address if they have one. The smalls provided may be used for Nodal 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 ere a licensee under Chapter 4SS, F.S., please dick Product Approval Accepts: 25 ® Credit Card Sale httpsJAvww.Ooridabuilding.orcypr/pr_app dil.aspx?param=wGEVXQwtOquegi%2bT71%21F192gnRzHNulcgj5pgU0tU6g6la3d 2/2 MIAM I -DADS IMAau-DARE COUNTY e PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOtNIIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE AD11•IINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamldade.eov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction. AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In'Miami Dade County) and/or the AHJ (ill 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 requiremetits 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) 411,611 & 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 Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision starrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. P&SSILE IMPACT 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.. Wany 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 # 13-0321.07 and consists of this page 1, evidence submitted pages F,-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.14-0903.03 MIAMIDAOECOUNTY 'u f1 JC/ - Expit•ation Date: 09/11/2018 Approval Date: 10/09/2014 f ; Page 1 Cast -Crete USA, Iue. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD46/2, titled "Precast and Prestressed Lintel Details", sheet i of 1, prepared by Craig Parrino, P.E., slated %larch 24, 2003 and Drawing No. LT4612, titled Cast -Crete 4 ", 61" & 12 " Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Uarch 24, 2003, last revision #1 dated April 28, 2003 both draiwings signed and sealed by Craig Parrinno, P.F.. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Linttels Filled and Unfilled klodels, total of (13) concrete lintel specimens, per ASTAI E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Cln-Islopher A. Ramon. AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed b)i Craig Parrino, P.E. 2. Calctdationns for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Perrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Hanual for Cart -Crete Alachine ,%lade Precast Lintels revised oil A101)1. 2002. 2. Cast -Crete Qttalltp .Systenn %Ianual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, filled "Precast and Prestressed Lintel Details", sheet ! of !, prepared by Craig Perrino, P.E., dated Alarch 24. 2003 and Drmwing tiro. LT4612, titled Cast -Crete 4", 61" & 12" Lhnlel SYrfe Load Tables". sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated dlarch 24, 2003, last revision dated Alan•ch 11. 2008. B. TESTS 1. None. C. CALCULATIONS 1. ]Pone. D. QUALITY ASSURANCE 1. By kliami-Dade Coun/y Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. None. H" iy A. Maim-, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expirallou Date: 09/11/2018 Approval Date: 10/09/2014 E-1 CRA-Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Strfe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, lost revision dated Alarch 11, 2008, all signed and sealed by Craig Parrino, AE., an A4arch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By it iami-Dade Cotuuy Department of Pernift ing; Enidronnient, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated February 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. 1lrone. D. QUALITY ASSURANCE 1. By Xflmni-Dade Coamy Department of Regulator)) and Economic Resources (IER). E. MATERIAL CERTIFICATIONS 1. Nolte. i 40fililp A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. DrawingAlb. FD4612, titled "Precast atul Prestressed Lintel Details sheet l of 1, prepared by Craig Partin, P. E., dated March 24, 2003 and Drawing r\ro. LT4612, titled "Cast -Crete 4 ". 6" & 12" Lintel Sgfe Load Tables", sheets I throtigh 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. an August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations_for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Pa, rino. P.E. D. QUALITY ASSURANCE 1. By Miand-Dade County Department of Regulatopymid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dined August 19, 2014. signed and sealed b>> Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel talcar,l'.E., NI.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E- 3 A=ice RETe HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE .0. TYPE -A' STIRO VLtIliILrSV4 Tr7 Va 1 rsrv rar-.mot• il min IMM n , L1IST rfJat rfatia[o aoc a, arr-. FSC'iltlu,t! f 1i r7C361LE1r A t"MUMIM 17,11luxlEzy rya 6" PRECAST U-LINTEL DATA -TABLE raoMwv® WWIar mum r aattr acla rlit, r ^.l r mn o er a tar li_J o t7i79MrZIMrasanmc UZI0mato r$va rarvvr*znraar aas rrsan a a rary rrmni r rz o a,e r*a rr.-a rz+r r zvrz Farm a-- r a rt ry rtavFULL.,- rz arm rltr±v r._*a a rtL.l may rt„ mc- rz-s>t r:>t-:.l lra rnr "; IS$7t2'7 as rra rtrFarmsrkO tn11LYSla IF7CSa[iC31 rr rJsr>t rrzsr a „ R, n c a n, r. o,IFdSa oe]t ars 12' PRECAST U-LINTEL DATA TABLE oclr ausrF,I. loclav etmrmao aata...•I.®rI21t, ua rar r<::ar alvUu av© UndlI•,•••Irya a" aa C1arSiZ7 trarLL Ioaz3rvmoc'rMOisff_ lKa7r Fa]dD®EM7i rra9 TTE7mRrta:t llm+[& FY if7, rr r rf:s r., lWinlrtLT—me HnC2.O ffr" arts r} ,, ... ti i• r st:lt aa rat aYm f f7C1i l aL`1 r t>1:1.:J iF a r21': wdnm un lr=dou:sr Ir"1=1197 r s oatar®v+vaa+sti ICY7T.i M1li 1-110G1.7",:rraa:ncl r iInr. rr C1C1r r ss0nICwCfa Lei r r r ill!=1 mf5 ve L^a oclr• ran rnftILiL'JJILJtavLi :'.1 rIC1w lJAO t>•' ppl FGI[1Cy L.:._7 i" t}J17.I at/tt.ii.l C]a Cra y r1 arvn-c t rtuLtrar art rv.faccf r+n+r..:f. 1 mncl cn rs r. rn r II n,l a-rr+cam. rn av sv rrc o"KIMU Hme r u r amlo IID M I nArt Orar AtnN n raa Wa FOR FA Mtt A/riagL n ril/CtfO R Cwvmn LM !a CAI I ai 1"Whoma a funu a atrlf n v a PM WOM CaMOIt "u-cwa Mt. w f. n Mf M awl. 7/M W AM Gaff OL a.. AM N Oa • UWM a 30M. a AM fa M' Mu.a . MM r0 GUM M AM AM a. am us 1MN halm M sawn wevon An Mm em snare L e tana t.Ort fl IUG 0 M w aovms cut Ma CLWM - I. Cr Mfgal faaRa: f.. MO t Ma . afb LAM SUMS . 4 to. VA Ma Mm •Afa naa Ant f an SMM a. ftnW ann WY at Ca MR n Wft M M R1 w rm i aamva no. anal mo W a Ally 1f 00 IMIDA MD RRNa rm tam O : unucrncavtiul eJa 0 d1P1mA0.4 eo' tj& qfL u- faa,CrPARRwS : T OF. 7I a72 fCnGMl! y IMIaIlulNT.. ol. lf'l# Q. 0RM24CA579 tea+ D FL RE LIC. NO 447% PRECAST AND PRESTRESSED LINTEL DETAILS to Mt. 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LY J L•.oR Q /5 doYew.m• Apoul u le/ fdrodlQdt p llll tl' b! 1)rt.CliOd e - o e I u 1a Rl A0A0 to urw m Aon.m rn r um um 1 a A4'IWL ' m" c n 1°0 12) r A 12' tbd& w rtadsWd Wh s-1 b" attbu d w emnWJe .etd.d cd e. ebldq . W 13) Ib r.t.fs oaba J aSkit. isladW it e,d. dQ tQsttb TM drdq ofsum:p; M e< mdrtt .liall A71Y c-pY2 Q 11) WA mob sham M IV 1eed.9Qiif1 11 f a ey eq'dud e AWW .1" W 4A Ad bAt"m teed s ID S.6 vof" bW Sd. bUMWbod15) rQ o paab tbm hdol. eat Jews Ya ab lad b" and bw b k1A .bon 10) For Ltd bll0• rot V.. a ie am bw Imm Il.d b w 1o141b d. 17) Sao. Web N a pl qaW .epoch bW 10) Sdb bode bm d m m9nd Cc* nep•b AQ AG 930 ON AO 31L 12) Addiblol btem laid aopm'N 4n a elAdbW br w dedm !/ P•Ebe dyad wwwad eelrnr. snwy m0e (Im11Q donUr441SaIOdorSAFELOADSFOR4" SOLID LINTELS 4 4 t7b4Rm"• GRAVITY TYPE LENGTH 4S8 Y-6- (421 PRECAST 1180 4'- 0' (481 PRECAST 959 4'- 6- (541 PRECAST 789 5'- 10'(70') PRECAST 460 6'- 6- (781 PRECAST 360 7'- 6- (901 PRECAST 260 9'- 4' (112 PRECAST 158 10'- 6'(126 PRECAST 116 SEE SAFE LATERAL LOAD TABLES FOR LOAD PARK FOR FACN AD0111011AL REMIO = CMU (RUN) FULL COURSE I, ; Y: (1) /5 RE'BUi FOR B- LDOELS 2) J5 REBAR TOR 12' I? 11EL5 1268 12F8 12F12 12F16 GR40aGM 6U8 6F8 6F16 • w,• 1l•> 6F12 t ..,::L,.' >K' : M...• to j' <. .. w.: 7.:i •.' w.. Y;•~•• `: '' 4•'' lip: •..r• L •; Y. r • 1•. 1. ,-mow \;" i r'.: 1.j ' 1 • 4S8 J 1 'G • , 4: 0 • 12F28 12F24 12F20 i. '„ .•?• , PROWL,TRRVIS1Pp i. ST F : : 0wlebglAi„ b p. A' _ % .•, 0. CRAIGPARRINO V, - R IO F' cl4tii..` 8324 CR 679 6F32 6F28 6F24 6F20 '•i;'`p VAL aG•'' R. pE !C p m 0d°"'•*'' ar m-CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABL nl[ iWl[: ooSW-14 DRt1tl m 10NW AIRLLO StlIC N11 W Q_ DAM 0001 UMD on ct m AGM F.I. - A[G m 44136 oAAf1 Y0. Uul2 MKII I 4-4— UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y-6- ( 421 PRECAST 687 371 4'-0' (451 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10'(70O PRECAST 407 148 6'-6' (781 PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4' (112 PRECAST 187 55 10'-6-(1267 PRECAST 152 43 SAFE GRAVITY LOADS FOR 6" PRECAST U.LINTELS col".44mm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LEN43TH 6U6 6F8-IB 6F12-186F16-IB 6F20-18 6F24-1B 6F20-1B 6F32-IB 3'-6' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0- (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1897 3633 5050 6148 7227 8297 9357 5-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 21150 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 tm 9'-4- (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5017 IO'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 74/ 1042 13" 1769 2238 2808 IS-4-(1601 PRECAST 373 417 646 895 1170 1485 1952 2285 14'-0'(1681 PRECAST 351 392 605 835 1087 1373 1703 2087 tY-4-(208 PRECAST NR 299 455 620 794 985 1198 1437 9) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR, SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS CAD R-CDCCACr IIJ fUTM C T-i1"llC'/I SAFE LOAD PLF LENGTH TYPE6U8 6F8 RCMU 3•-6- (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4--6' (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 6'-6' (78-) PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6'(1261 PRECAST 151 276 11'-4'(136) PRECAST 139 311 12'-0'(1441 PRECAST 131 27713'-4-(16n r44PRECAST117223 14.-T(1681 PRECAST 111 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPUFT LOADS FOR 6" PRECAST U-LINTELS CrIt1-ow" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 08-11 912-11 6 t6-11 6F20-11 V24-11 61`28-116F32-tt 3'-6' (421 PNECASI 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 1BOD 2357 2913 3470 4027 4683 4'-6' (541 PRECAST 1093 1592 2054 2577 3069 3562 4055 5'-10'(70j PRECAST 831 1222 1600 1979 2357 2736 3114 6'-8' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7--6' (901 PRECAST 6,48 86300 1249, 1544, 1840 2135 2431 9'-4- (1121 PRECAST 575 WIN 98D 1252 1492 1732 1972 10--6'(126) PRECAST 514 462. 787 1121J 1336. 1551 1766 11'-4*(1361 PRECAST 474 404 to 685 985 pi 1213 PA 1442 1645 IT-O'(1441 PRECAST 454 367 619 go B88 1093 1299 tm 1506 13'-4'(1601 PRECAST 402 tj 308 516 736 9D6 1076 1247 14'-O'(I68') PRECAST 368 285 475 677 932 289 1145 17'-412DIII PRECAST 253 208 j 3WJ 476 585 693 j 803 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE N0. 4 PR0Ducrjw,8 DV4419" 1t : u e. rrmtd T F CAMS PARRINO e Amp R 1 [ . SS,• G 4•` 6324CR579 As CWi,4AIE ..` STeFFNER A 3a5844UuaNt` FL.P.E.Uano.407% CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB M IUM OMM-14 1 MU NP Faux MUM I wue au 9 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4=11.4mm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US tM28 rOU-28 grr6-28 12E20-28 12124-28 0W28 r2rA-28 3'-6- (42) PRECAST 3428 000 S838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (54) PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(70) PRECAST 1612 2320 3218 5234 8487 11060 12755 1444 6'-6' (781 PRECAST 1383 19M 2679 4196 6421 10032 12755 144 Y-6' (90) PRECAST 1138 1528 1 2131 13218 4678 6756 19763 1354 9'-4- (112) PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(126) PRECAST 614 1043 1295 IM 2516 3323 4334 5632 11'-4*(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206 13'-4-(160) PRECAST 3% 767 926 1294 1709 2186 2743 3409 14'-0'(1681 PRECAST 321 70 865 12 1554 2017 2451 3106 17'- 4'(208) PRECAST N.R. 451 61 81 1141 1428 1750 21 PRECAST NR 34319'-4'(232) 0 j 925.j 1152,J 1380 1609 117 BE eft WM N PARE111HM ARE FUM7 IRDIIC = Mr OM 10 READ AMID 16&R. M WM NOTE Ala 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U.LINTELS 4mm- w" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IM 1206-2812ffW2E 20110E 12MS1 tlJ 6 IN26-21 IMME 4'- 4- (52) PRECAST 2538 2042 5468 7584 9640 11669 13679 15679 4'- 6' (54) PRECAST 2319 2740 5468 7504 9640 11669 13679 15679 5'- 8' (66) PRECAST 1347 1941 3555 6395 9640 11669 13679 1567 V- 16'(70) PRECAST 1259 1755 3361 5954 9358 11669 13679 1567 6'- 8- (BO) PRECAST 924 1430 2633 4415 6894 103g 12574 14801( 7'- 6' (90) PRECAST 703 1203 2157 3494 5259 7922 9623 MV4 9'- 8' (IW) PRECAST 389 843 1451 2157 3203 44270 5417 6380 n DE MOM N AW MESS ARE PMW R[OUCLNS ROR om 40 MD ADDED folic SEE CEIVA MOM Ma 4 llI . a 4wr- N-V"" SAFE LOAD PLF LENGTH TYPE 12U8 12FS RCMU S- 6- (42) PRECAST 1295 4841 393 4'- 0' (46") PRECAST 1295 4841 299 4'- 6' (54) PRECAST 1049 3922 2417m V- 10'(70) PRECAST 681 2547 155 6'- 6- (78) PRECAST 579 2167 123 Y- 6- (90) PRECAST 474 1771 914 9'- 4- (112) PRECAST 355 1326 580, 10'- 6'(1261 PRECAST 306 1143 45 1 V-4-(136) PRECAST 278 1041 38 12'- O'(1441 PRECAST 260 971 34 13'- 4-(160) PRECAST 229 857 278 14'- 0-(168) PRECAST 216 809 25 17'- 4'(208) PRESTRESSED N.R. 6%1.. 16 19'- 4'(2321 PRESTRESSED N.R. 534 130 JGL WKLMW IR/IL 10 SAFE LATERAL LOADS FOR 4'- 4- (52) PRECAST 4'- 6',(541 PRECAST 5'- 8- (68) PRECAST 5'- Icr(70) PRECAST 6'- 8' (BD) PRECAST 7'- 8' (9D) PRECAST 9'- 8' (116'1 PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 am;:- cN1 or a r... PLF SAFE UPLIFT LOADS FOR 12' PRECAST U-LINTELS 01- 0Mm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IIM-21 INII-11 IN16-2T 12220-2112M-11 2R8-21 12232-2T 3'- 6- (42) PRECAST 2752 4287 5613 6938 B264 9589 10915 4'- 0' (48) PRECAST 2389 3721 4872 6023 7174 8325 9477 4'- 6' (54) PRECAST 2113 3201 4310 5328 6347 7365 8384 5'- 10'(70) PRECAST 1623 2527 3310 4092 4875 565E 6441 6'- 6' (781 PRECAST 2269,2972 3675 4378 5081 5784 7 - 6' (90) PRECAST 1761 25 3194 3806 4417 5028 9'- 4' (112) PRECAST b44 117100 2006 259 3087 3583 40M 10'- 6'(126') PRECAST 947 1612 22B1 2764 3209 3653 11'- 4-(136) PRECAST 829 1404 1982A 2441 2902 3364 12'- 0-(144) PRECAST 814 753ft, 1269, 178W 2201 2616 3032 13'- 4-(160') PRECAST 678 633 eg 10S7 1485r 1826 216 22513 14'- 0-(168') PRECAST 622 58606 974 1365 1679 1993 2309 17'- 4'(208) PRECASI 434 427 6959 964 1182 1402 1623 1V- 4'(232) PRECAST 366 370 593 817 1002 1187 1372 11) UN, MWIR i IN INUU MW3 AU MUM MMXUUl6 I0p OW 40 R1E1D ADM WAA SU 4DERAE MDY Ita 4 SAFE UPLIFT LOADS FOR 12" PRECAST w2 2" RECESS DOOR U-LINTELS T- 6. I SAFE LOAD -POUNDS PER LINEAR FOOT 3692 2 4'-4- (52) PRECAST 1626 126S5 1374S 3458 2417 4'-6- (54) PRECAST 1558 2582 3602 2236 165 5'-8' (68) PRECAST 1210 2042 2850 2129 155 5'-10'(70) PRECAST 1173 1284 2769 1716 117 6'-8' (80) PRECAST 1020 1S38 2426 1438 914 7'-6' (90) PRECAST 904 1226 21 116) PRECAST I 7D3 NJ 771 11472, MWEIS N PARDMM AK Fucoa IEmJL'11016 rot G .• • E IYS'• 4D MD ADDED RENM1 SU W&A NDIE Ua 4 447 7• r • * - OIR1:• G: CRASi2M4CR IND SMSR: P133W PRODUCT avla D W IMbPlCubd4"IWthe flulWA Aeaep,-No 0 0 07 pBL.n Dou 78 MIOeI y CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES RYE RUE, owuR-u aAtM m Aout AIRAUD vAln Er: Quit 1 N tMEQO m cMID MtleQ r.L - t[a 141. MA{ Da1tDlD: Ala lr4tt! SNttt s 0f S MIAMDADE MIAMI-DADE COUNTY i PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND 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) www.miamidade.gov/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 (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 AM 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 l 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 Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufactures"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 ag'ecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E.,M S., i" NOA No. 16-0126.03 MIAMI-DADECOUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drmving No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision 04 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 ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, 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. Calculatlons for Cast -Crete 8-inch Lintels, dated 11/11/96, '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 #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for 43 rebar by Ameristeel. S. Mill Certified Inspection Report 084-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. z Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. 1 &Zde ny A. Makar, P.E., M.S. Produc ontrol Scction Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Dale: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #S rebar by Birmingham Steel Cap. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated OS114196. I 13. Quality Control Manual for 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. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, 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. Y - -,. 161(ni A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED I 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS j 1. 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 February 17, 2006, signed and sealed by Craig Parrino, P.E. i B. TESTS 1. None. j C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE i 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. I F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. I H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04128/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through i 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., on 1farch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, 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 UNDER 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, 20.14, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HeWA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Le'-1 / &Z'4 H465ffA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS i.LaLiY'C.L •Iv a1 TYPE 'A" STIRRUPS !t L.09AR - UPS a u Is STIRRUP t)ETAILS r+W Mfs PRESTRESSED U-LINTEL 7/32"/ STIRRUPS TYPE W STIRRUPS Y r STIRRUP R Si ND IYR[ Is-0 A- e 3'- R 3 -4 W 1 -3• I S -2 31 7 M R 1 -2 1 OR1-3 R -2 t 0 -2 Rt0.20.081 7/32 OAR 21'-e 0 e J'-R 3/c 10 2r-0• 1 7/32 AR 11'-f0. 1W7103/R f024'-0' u RAA U _ 7/32 MAR 2r-10. 1 O 1'-0 1/N 10 R" PRECAST W / 2" RECESS DOOR U—LINTEL ATA _UM E F77 GI;II` 1 iK G7'fSiIn LL.iK7.-rui I 71 roaa[Iml urar n.v,...v I se e7na rclm r m+JU:MF a 1:1m;lf,I-vcts:> L."UFLI 7C9i[9GSR Z4If rLlill:l R.4.!!!r.2L:':l []G]r9lJ tf KMAsxA rcvra raml rcu rt,ti?rr,rrr o row mt st>t"rust rrrFr-r r[wGdffT" MI. •.• ,R,... W .IN, W.W m W tl v, "N,11 W IW WE w mvxm_ 14 MI'ma mm .• m wv vmu m .IM.a W., O PRr('AST U—LINTEL DATA TABLE 2_'C^i>7FTRi ram®®Elm®rrzras s I-ca v.r--ca: ttY iTs:iril L llliW 17i l a:b11:[y-] t a a r:avm vrao ncyrr na rtar v Fin IISC A tJo r•!C..7Tl Kiln rOF:=nerAF7®fffinGIL]O Una IEIvFZ F"fw=uffoluij0 A- rsmm dm mRm ru l nnim rFm MriM EC In gr•7•'Tlasr= n mmrxm Mum r=>oin" r>TaMi o mcr rr Tm+ o rffiR YEK rMSi/FT'fllfSa E3C o may nlr.>,f r r an+r m€,alxs, o TMN ROIIKtAR/ OIIOWAIMM 0 PMUO FOR 1110WO AKROVAL 11 M101[OIto A ODITIMIll IADi AND CAMOI K MUMINIaO OR MMMI0 wnra t 11¢ r OR vannW [ 4gat or us - KIE U 6 wL 1. Kwmm Stl[li )/12 [AR A71Y A3fol H. 14 L Motu Ill[ tow RW1G of SIIg101 AIM IS M W QM 60 Al01 Atlll 7/1t IIMM KMMO 11 W M1D SIAMOW IM GM I1Ma10 2IK L004DAUT M IKSTUL90 to 0/ TK 80402m0 CA04 fW C"M fIItWO AM MIL - ML W »A . 4 TIM 1M[ tOMC3M ttlm O6/ I.. [000 r11 1Ot R' 11IOIIOK" t= MM 3MM 2 Ril1M2 FAMMt0 Will: 6 • [010 to IW ALL F2 l [AM OK L DMUL t 31Yf3 [oil . ojo [ lt.. C6Lm Or COMM WC K 01I0 In I" or romflutt0 uwm Kf0o1o00 CAN L tIRW010 M116tm 10 Rtt I uft f AM MWDIm FMCL LL 8 ENS PROOAILT Ilmsim MWM InR CAata Oa 11oAda Ampltl No! o Oi.oZ. 7F IiL1UtpA 7,076 EO CRAIf3PARRa10 SEFFNER FL 3M FL. P.E.LIC.MO. 44756 OF I,__ UM, CAST-CRETE 8" LINTEL FABRICATION DETAILS I SAFE GRAVITY LOADS FOR B" PRECASTwI 2" RECESS DOOR U-LINTELS 4-1444" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH elrc-m tFrl w mla-m u679 a er3o 9e eAf6 m ergo 1e mno-ja Berle -le amf-ro 99r79 fe wm-le 4'-4' S2 PRECAST7 1635 n49 33ss 11w 349 5411 ero3 Jset 16l1 6!9 MS Ala$ a= 9479 1Oe93 4'-B' S4 PRECAST1 1494 is" 3093 l992 396a 4946 5024 6904 1)s6 M9 SM 09 OW 9479 10e93 5'-B' {66' PRECAST 865 920 U70 1716 2277 2939 34M 3266 1167 24e1 4567 m89 W60c 7917ol 9311 5-10' (70') PRECAST 810 659 1653 100 2124 2449 W4 3700 1113 2342 4742 fidHaJ 11080a 7402 e706 6 -8' (80) PRECAST 797 901 lets 31to solo 1147 144e 7360 201 1625 3120 5We 1915 9470 IO 7'-6" (901 PRECAST 755 1490 2459 J77e s743 7230 3623 765 1499 2459 J)7e 6743 a9De IOt9 I In PRECAST 411 468 9 15118 2253 Inn, 4091 3149 526 999 5—si 2251 3129 4150 U91 j) T HE DNSREBAPR REDUCTIONS FOR GRADE 40 GENERAL NOTES 1) 0drro A' OraW Yd . 40M pd h Fattt.er4 Gbl - fi m pdreprod - J000 bo mdoan d/a tub 4p1ry4b woad. ro.u.F bob 10 10 ! A9N by A rrim sl am awa.3. NwQenD4 1900 p11. WASW AOIS .W pr4 prr Z M416 G.Y 2" In rdtwrm 2) A .eb bw Woo uo.4 w 09Ai.w 4 Wit t..e.d bWM& lt>Jail6 SoA Nob4 Mi9 b.W" IM k.P IsWA lmd.. ,• 61 iriw. ' 3) he" A9 vul b" oM moo oft 4) 7b .lob. It. pods". teAdu 14 I.wd 1dtr111a kr bwd• 40 f!1 .ddd rob.. mmm:k T-r Udd 932-18 odh m* bd - Am pdintdesw46477 .i1 . met p0 uWbb LwaftdpEft w`n}r w Wow massddkdlm y v4.yWYwMlwmtdq W nwwo mag odt St IWISI as p0remb Q shm F24a wil d'to.e& 7) Ow 11 t1Mr m0 to trc16b14a I. I. A nbwA a) d . domiid rdd rwla * .A wo . bvd d 9) 7b. & mow .q ..b.b u .*Woo MI. I" •..b bw t.dw b7 edolM9nq mmbum rwbrq mm..l ad ds d 4-..y km IV. 10) lA - WI Bid 11) Do" AN .Mml t" W k **'d d It. WAM d So hid SAFE LATERAL LOADS FOR W IDDO& AYT-d9" GCl`CCR nAmn 11.1 MTMI It 4A-r- 4 SAFE LOAD PLIF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4' ( 521 PRECAST 758 757 1164 4'-6' ( 541 PRECAST 694 693 1073 5'-8' ( 681 PRECAST 408 407 655 5'-10'( 701 PRECAST 382 381 616 6'-S' ( 80) PRECAST 595 788 464 7'-6' ( 901 PRECAST 509 674 363 9'•-8' ( 1161 PRECAST 370 490 214 SEE GENERAL NOTE 16 M) w& d 44d'A 0y ww0 Vwbg/! W sYla d Ou .Ab r mW.Y 13) Ib. - dWw adm N idd. ledd46 ce"m w..b posoM ..b d.9 boo r..6» N Nam gFW I. ar4 ft— .0 ASTI 0-W .. AW 4PINd MCI+ IQ Udd. bdd drW ottly d01 wAN 4c9r r .e911 wd Mrdf _TMIe+aQ bob dab I. dxdd 1. m. w l.am0 .06 (G M' 4Reuoa ApW'wiwl l" 4 AFpid l.a.dd bd S IA 9do r.d1d low We ..a4.W bd 13) rot ampal b odd holpb ad d..., m tdo load b.m ml bw boor .1.a. 16) W Add b.bLb oN dmA dst Wo bw bm most brood ImP ft. 17) 9.6 bob 4. s9.11apud dn44b Ma III) sob boo lud a wGrd dw* Vat# I.r AO aW ." Atl 39 A4Ar.a1 bi" Wdsal Wr^wM o-aowdoW Idwe SEE SAFE LITERAL LOAD U M FOR LOAD RA1WO FADDITIML O D CIA l (KW R,?'.,-.'GR40 FULLCOURSE1/ 2' CM IV 15 REBAR w GR60 SAFE UPLIFT LOADS FOR S" PRECAST w/ 2" RECESS DOOR U-LINTELS 4 ^ZT-4mm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH WdF It WO- 2t S9t10- 0 Mn0- 21 IMM- 1 en4- n WIMI e1FI0- 022- 11 W22- 21 811179- 1 M6- 2 9U30- 11 er30- M-1" ( 52' PRECAST 906 1660 2362 305a 37S1 4445 5140 90S fe® 6t 3066 IS1 M43 S14D 4'-6' (54j PRECAST 067 Iwo m2 3907 42n 4943 807 1901 2272 2339 307 4275 490 5'-6' (681 PRECAST en 1 fn7 exec te54 3J02 1I an 1269 1797 2326 21154 33a2 3911 5'-10'(701 PRECAST am 1207 1745 225b 2773 32eG 2769 9S5 1233 1749 tts9 2773 32e6 2799 8. ( PMW 57D 9M 15W 19a0 2429 2a) 3122 570 Iwo 153D 199D 2429 2a,9 3379 7,. (.' a" 742 1 1364 1765 21 . 2567 tlb0 506 m 1364 176S 219e 2597 Ilia 9'-8" (1161 PRECAST 96 OggIN so 1222 15/0 teS9' 21e0 395 SW ion 13w" 1701 2016 UI 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE ND. 4 ffi!fl E] 3 13E1fl TYPE DESIGNATION r - mlt91m1 olun / 0 . »alumF 90 0WY CFRG111A7FBF16-1B/ IT I mmm mnJ I Lam or A wl calm logoJ MW At Wr AKWA)W l i• UK ( 1) 11l09 I -IX CAN ti r i• J. i.: T c.• is E M Al mm Or IlI1LL em q w -' lC. i.t 4t•t IU A p 4p, a07WYaW laft 7•d ' AONQIDTIWADNaFGEN O'L 11OtwAL bmil RENEWED : ra.dmdrofl. rjd9 do O. A A Wy)11CFIbDYWy p cwkw* wtb 1. Fa.rir4 Rglwleot w, 4' L C 6 c< R 7{ jP 6324 C 790 By e So; ' , aG. • SEFFNIFL. FL 33564 1 I.\ FJ 1- MlIkE Ni ni997[1 1—iLY(r1=YLi: .'I' m arN tsd: 71 7av iw rkn. FABRICATIONDETAILS I..1rlli3si., pRivio l; Y zrt1 i i iy ii i it atltut; 4AW11-14 M IAM I -DADS Mh4,MI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADi1IIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE Or ACCEPTANCE (NOA) mviv.mlamklnde.eov/ccoianry Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In* Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of'such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is deternnined 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 find Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 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 Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stalrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT 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. RE,ENEWAL 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. ADVERTISEMCNT: 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, theft 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 # 13-0321.07 and consists of this page 1, evidence submitted pages JE-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. 14-0903.03 MIAMI oAOE COUNTY e -r • "GJ ^- Expir-ation Date: 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepamd by Craig Parrino, P.E., dated Alareh 24, 2003 and Drawing No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared 61, Craig Parrino, P.E., dated Alarch 24. 2003. last revision #1 dated April 28, 2003 both drmvings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on 4", 6" & 12" Precast Concrete Lortels Filled and Urij?Jled Models, loted of (13) concrete lintel specimens, per AST,bI E-529-94. prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hanton, P. E. C. CALCU.LATIONS 1. Calculalions for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino. P.E., signed and sealed 41i Craig Parrino, P.E. 2, Calcrrlalions for Cast-Crele Lintels, dated 05129103, 140 pages, prepared by Craig Parrhro. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTII+ICATION: 1. Quali .1, System Manual for Cast -Crete Alachine Made Precast Lintels revised art Mi(v 1, 2002. 2. Cast -Crete QuaIIN System Manual,for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrhro, P.E., dated Alarch 24, 2003 and Drmvirrg 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 1farch 24, 2003, Iasi revision dated A/arch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. 13p Aliami-Dade County Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. None. Heel iy A. Mahar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/20t4 E-1 Cast -Crete USA, Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet l of 1, prepared by Craig Parrino, P.L., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables'; sheets / through 3 of 3, Prepared by Craig Parrino, P.E., dated itilorch 24, 2003, last rev1sion dated klarch l 1, 2008, all signed and sealed by Craig Parrirro, P.E., on March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. No re. D. QUALITY ASSURANCE By k iand-Dade County Department of Pernrining. Environment, and Regulatory ,4jfairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated Februa y 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. None. D. QUALITY ASSURANCE 1. By Alianri-Dade County Deport me rt of Reguletto)i arrtl Ecorrorrric Resota-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. 11Wny'A. Vlakar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated ll'farch 24, 2003 and Drawing Alb. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 or3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June I Z 2014, all signedand sealed by Craig Parrino, P. E.. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Count), Department ojRegulatora, mid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. C. OTHER 1. Letter fr•orn Cast -Crete USA, hrc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel . Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E- 3 A=ice RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE UNTELS 4" SDLID LINTEL DATA TABLE I>=tO s•-s• t N AWA t t s-Ir 4 A st"It O o• -A s -4 0 PRECAST U-LINTEL DATA TABLE MA 1C:MF EM29=EZMMn rzr>a uta r aa.tu:.l oc', nat::_I cr3a a ttty ALlenuff ri vaO ranloA rl,,, IF)MTV lraarmRlrtivv A>A irasarrn.r,•, IrarvcnsrrTraavtto uu_.tr2nmrrasarrrs-.arty=arazarW" r 07-lmI lrwwravr R"C9 rrilslT7l!!.J_J1r$r9 r•D r n : rt1a7 rr.7 t7, mcv¢-*rsnrl7._:'.11rta7r 17+tstgvs o, rr r* nrtx>ir at aaurfu rtrvmnrwxr- navQl rF'iCaS mevralmesti.rLaes ntr ruts cLnmin rnev ran rTT rxr*-J 1}7O/rti:: Fd7f3CJ A>o 12' PRECAST U-LINTEL DATA TABLE v1, iit ti lri ,t E3CSi 0 rII^T[f7 RL7 fGSiC'I] O C"-.-1a 1ocs v!IrJ Ai'i e+aO into R'-l-K1)mU.M it cu cat catu r-1cml iu r sDMINEueve .1z< ^_I r ran o mtt7, rti[S'11e!t rLr.i rsS43i v®rya rasa nrn e r u.i•! r t a,r. r cals oe Lte; o rncnalcuAraa wt>saAr a', t[s'M ra.:[ •! Tmcr rt>t.u rtr 1: rn' rF^ rX"L'1Arfl_S 7QYrlm:. r iR7CAmO Mall lXJLMA L 11t1C"r Jl n)"rrio isF.¢ sir_ii7AlLLMrtLu ffcyr=io m c: a JJjQNUis: r :.t oa; r2a.j mcr Lr10 TYPE " r TYPE ' A'_$TIRF wf. O l O w ilAs iAeie[tAAJ OoaANADM a rADMND ra OAow o 4 i0mtA o m tmrteriD rl top"m Ws as com At ttMOwtto DA OWAISIM twom rAt ins AlAr m tmw CW-NOt lm4 am 1. tmDAOI mcu J/n W AM Ally /A. 04 AO is OOIA $JMM dWib A As AAN IsOMI - t100 ro At 04MYl" "is XM W 1O111. MMMA I Aatt0 twsn ut 0001111' sunAr L tol0: A[rt 7morAm r.. w to ra W 0 Ao ro 11 rn I m ego Oo of Olt sgomwn um ra Oumm - t. 01 rAteW 1s11RC U RM AIMtOrs . L "a itsOpDOAOr at tASIWM mom SHM s. M. MCL Ww t CA MO YR o 10 t ftM VM OO7 A 941arA rill LAC" two,ID t Aa It L%w WOYs W V twIAD rW tilt, CENT •,O• o.q QQ,F, y'MCRAIGPARPoNO NALEI,C;••' SEFFUM R. MU PRonULrKNe luFlo: iJs iD mAP1Jr0gho+wu lmu+ a •"18 Kvismom irrn to I . tm PRECAST AND PRESTRESSED LINTEL DETAILS re \/ ' IAr Iwrt WSON-r4 04'A R. ANIA AOINO ARIL' .: SIIOIs V" / r .^ J '} mac 1; CKM n: em ruaw rt n moA to sxm I a GENERAL W01ES I) AbwA re rodod raw • 3DDO Idre1' lY lraaIt slid • ow fe O•d . , pdw t^rwoon 7p/1. nm w 616 4.IG.M Ile..efd .dl. (EIaQ yu ASN tl0 1-mSd1Yn nd r, ler ISDI 11.1fwgaNdp. s9r0DSM 2) AS od. Mad Iddm bmM m MWmim 4 Wit tl WMd wtft I 5,0 1, Irae.a4 20s Y D bj knob bb k. SAM 1 1/7 ed A 3) Fr.tlb Id mow erd and heM OV& 4) Ihs ttotmr In addputalha. Taira It.p"cW tt1.L.• lotVase4Dfewedawt. pw ir»C i t/ 142 ndtci.h 4 W24 (.Ii) - 1 n pplow N24W 5) M idda mod r .ft d 3W d.lbclba , 37L u d 1D td le D^ hula Abe to I" to e.oMk'" wNg Iw RMOo IMA; C.d. sdM. 1001NI a oppdctila 1) SMw DDd Nlm a tyutti 7) 4' will Idob IN, be iatdM ./ 4' f mmb. bdroobl VA b'tl& Mud l wAtd. de =wA.W a,od to" tin Q. IW.Mrd 9) The 64W may t410.6 cw"t td bob Iron W d. bM Iriu y odaddial w t room .11su" tn.aeamt oad AMd laa d apprt so) NIT. • Ba Dred 11) lldwm reM adbd tiler to w bmW a the bottom d tw Ltd mvk YPr OF91GNA7ION Ir . tuo nl ttm / o . tu.;.• rWvM. 12F16-2e/2T 1, wum e t1r01 or 1r•. uM MDI K& Shots 12) axoAt Ir moctocw w.cdalI'"1 rNra a v..lm a 13) Th. odawr arw. of Edd iddW b mA.r crto w mmug f2 I ob dtd DIN o CoWn of SWM ggiM it amtdmw I U ASTM fi225 or OVW Ww..d mdbD 14) WU MMM YpAwIKWy .2h .f11td..0 r .ptl rd tYlu•1o1 asoQ 11ed. "eYM w tAltld hr o• wtU M ,& w I.b.i.p •41• sped wlEeld Ind + A41IM IWIMMl ba0 S IA sda w1:ml Awd Sd4 11rbo.IN bad 15) For ttllrpYdw Onwl bdpb .d do.% tr. who bM Dom Ird low I+AA oh.m. 16) fit Met kr4m rat do.% 1r..0. bw Dan ad b^/d w^p14 diva 17) 5d. bob ". apalryaM do.alb bola 18) Sob bob w.M ai, tooarl deco ah*.b pr AO 33D ad AD 316 is) Adawd bW.l bad ttq.tily t.n 1..Mdmd w a r byptwvmg 4dawca tlfdon t• rnt. moalry WL (RODQ ob— Ur Bowl Su daltl Dd.r. SE SAES LATERAL LOAD TAKES FOR LOAD RATING FOR EACH ADDD r:.l;!:+• INFORCED CNU REID) FULLCOURSE 1/ 2' CLR T1P S1) IS REBAR FOR C LWTELS RE84R FOR It IWiELS CR40 or CR60 SAFE LOADS FOR 4" SOLID LINTELS 4--4 t• n GRAVITY TYPE LENGTH 4S8 Y- 6' (421 PRECAST 1180 4'-0- (481 PRECAST 959 4'-e (541 PRECAST 789 5'-10'(701 PRECAST 460 6'-6- (71r) PRECAST 360 7'-6' (901 PRECAST 260 9'-4' (1121 PRECAST 156 10'-C(1261 PRECAST 116 12U8 4-4mw UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'-6' (421 PRECAST 687 371 4'-0' (481 PRECAST 597 320 4'-6- (541 PRECAST 529 j 258 5'-10-(701 PRECAST 407 148 6'-6' (781 PRECAST 366 118 7'-6' (901 PRECAST 280 87 V-4' (1121 PRECAST 187 55 10'-6'(1261 PRECAST 152 43 12FB 12F12 12F16 6U8 6F8 6F12 6F16 • • `: ` to do 13 4S8 : '+' r` t r; •` ', 4. !y •• 121` 28 12F24 12F20 R00t7cI• Iatl'Is197 L• :, j4. iN:' : .• 1f: dWaplN^1 with the Flaldo 1$T FAtw9WeoNnAOpcjCRIUGPAfiRINOB Inlianustea / R Q.C7, 62i.// P 6F32 6F26 6F24 6F20 S'^ ' OtVAI E0;..`• Ti P.L UC. NQM756 N an tto 7rot'" MENDER or + CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 110 IUML• DIstI1f- u oMtDI ID: JDpAII AANAI• SE4td: IU3. IAtL• S/'!4/ OJl a¢EIID 11: ELID A710•• I. - IM AO. 44731 DIAA zw 11a12 SM[I t OF 3 LATERAL LOADS SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FOR6PR .uls SAFE UPLIFT LOADS FOR 6' PRECAST U-LINTELS 4MV-4Af146 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 6F8-tB 6F12-IB 6F16-1 V"-IB 6F24-18 6F2$-18 F12-IS 3'-B' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3992 SM 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECAST 1067 MO 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4326 6737 8297 9357 7'-6' (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (1127 PRECAST 584 660 1056 1523 2064 2795 3731 5017 16-6'(1261 PRECAST 5D3 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 S13 805 1133 1507 1952 2492 3163 12'-O'(1441 PRECAST 425 477 744 1042 an 1)64 1 2238 2808 13'-4-(1601 PRECAST 373 417 646 995 1170 1495 1852 2285 14'-O'(1681 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R 299 45S 620 794 1 9BS 1198 1437 e) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SK CM„ SAFE LOAD PLF LENGTH TYPE 6U8 ISM RCMU S-6' (421 PRECAST 587 1055 596 4'-D' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10%701 PRECAST 300 350 198 C-6' (781 PRECAST 263 496 157 T-B' (90') PRECAST 222 367 116 9'-4' (1121 PRECAST 173 352 74 10'-6-(121r) PRECAST 151 276 58 11'-4-(13n PRECAST 139 311 49 12'-0-(1441 PRECAST 131 277 44 IS-4-(160') PRECAST 117 223 35 14'-0' (1681 PRECAST 111 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 sf.1 aR'4 'a 40MV-*M r SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 08-11 6112-11 6Ft6-11 6120-11 OF24-11 IT 6F32-IT 3'-6' (421 PRECAST 1412 2074 2715 3356 3997 463E 5279 4'-0' (481 PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 V-10'(701 PRECAST 931 1222 1600 1979 2357 2736 3114 6'-B' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 Y-6' (901 PRECAST 648 883 1249 1544 w 18401, 213510 2431 9'-4- (1121 PRECAST 575 7104 98D 01 1252 1492 1732 1972 10'- S'(1261 PRECAST 514 462m 787 1121 1336p ISM m 1766 cm 11'- 4*(136') PRECAST 474 404 685 9B5 1213 1442 1645 tY- O'(1441 PRECAST 454 367 ) 619 & 888 1093 1299 1506 13'- 4-(160') PRECAST 402 308 516 736 906 1076 1247 14'- 0'(1681 PRECAST 368 285 4 677 989 1145 17'- 4'(208' PRECAST 253 208 j475 33B6832 585693 803 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIDNS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL KITE NO. 4 PA.,,,,,, V ENS 44 PR0DUCrRHVISSI) uwldtr, @ CQ. wm CRAIGPARRINO' Aft R\ v:. T wtc lv s`r701VAlESEf66324Cl579 8U5Bo FL. P. E.UP- la447H CAST-CRETE 4", 6' & 12" LINTEL SAFE LOAD TAE r. - SAFE GRAVITY LOADS FOR 12" PRECAST U•LINTELS 4wp4wOm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IRIS In-29 12F12-2611FIG-20IV20-2612124-28Ivw28I2F32-26 3'-6' (421 PRECAST 3428 SOW 5838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4132 5838 1119 9352 11050 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 V-10'(701 PRECAST 1612 2320 3218 5234 807 11060 12755 144 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 10032 12755 144 7'-6- (SDI PRECAST 1138 1628 1 2131 1 3218 4678 1 6756 9763 1352 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 7562 10'-6-(1261 PRECAST 614 1043 1295 18M 2516 3323 4334 5632 I1'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-O'(1441 PRECAST 456 878 1073 1513 2D20 2617 1133 4206 13'-4'(1601 PRECAST 359 767 a 926 1294 1709 2188 2743 3409 14'-O'(1681 PRECAST 321 720,j 865 11204 11564 12017 2451 PRECAST N.R. 451P 6314 881 1141 1428. 1750 A31O617'-4'(2081 19'-4'(2321 PRECAST N.R. 343 477 A 700 925 1152 1380 a C,xw.*,m SAFE LOAD PLF LENGTH TYPE 121.18 12FB RCMU 3'-C (421 PRECAST 1295 41341 393 4'-0' (481 PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(707 PRECAST 681 2547 155 6--6' (781 PRECAST 579 2167 123 7'-6' (901 PRECAST 474 17711 914, 9'-4- (1121 PRECAST 355 1326 58% 10'-6'(1267 PRECAST 306 1143 45 11'-4' (1361 PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 1Y-4-(1601 PRECAST 229 857 278 14'-0'(1681 PRECAST 216 809 251 17'-4'(2087 PRESTRESSED N.R. 6 16;, 19'-4-(2321 PRESTRESSED N.R. 534 130 1) TIE MINAS IN PAREL40ESIS ARE 1U1@O IQDJC' M NO - xL ULMMAL RUM Io GM 40 GELD MM FMM SEE CELENAL NOTE ass SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 12' PRECAST wF 2" RECESS DOOR U-LINTELS 1Y PRECAST rd 2' RECESS DOOR WLI 4mr-4 aV SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 17fE16 12A16 2911EFI0- t1M14- 4'-4' (521 PRECAST 2538 2942 5468 584 11669 I]679 15679 4'-6' (54') PRECAST 2319 2)40 5468 7584 11669 13679 15679 5'-8- (68 PRECAST 1347 1841 3555 6395 r 11669 1]679 1S6V-10'(701 PRECAST 1259 1758 3361 5954 11669 13679 156 6'-8- (801 PRECAST 924 1430 2633 4415 1 1257 147'-6- On PRECAST 703 1203 2157 3494 7922 9623 1132 9'-8' (1161 PRECAST 389 843 1451 2157 3203 4427 5417 6380 11) TK RUNT 6 M MAEL1PM ARE PEIMO RMU=W FOR MM 40 FEED AWED AMA& SEE CENM NINE & 4 SAFE UPLIFT LOADS FOR 12" PRECAST U-UNTELS IcmmCMR SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE In-21 IV12- 12FI6-2112T20.2t 12T24-1T IMII-2T 12F32-21 3'-6' (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (481 PRECAST 23M 3721 41372 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 T-10-(701 PRECAST 1623 2527 3310 4092 4875 5658 6441 C-6' (787) PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6- (901 PRECAST 1267 1167 211A.3114.3806IN 4417 5028 V-4' (1121 PRECAST 1028 1171.200 2590 M17j 3583 4079 10'-6'(126j PRECAST 9201 947 1612 2?81 2764 3209 3653 11'-4-(1361 PRECAST mj 829 14040 1982 2441 29D2 MM 12'-O'(1441 PRECAST 814 753 12690 1788 2201 2616 3032 13'-4-(160-) PRECAST 678 1-3 1057 1485 1826 2169 2513 14'-0-(1687 PRECAST 622 586 974 1365 1679 1993 2309 IY-4' (20n PRECAST 434 421 695 41 964 1182 1402 1623 19'-4-(23n PRECAST 366 370 593 017 0 1002 1187 1372 U) Im MR sm IN PARDOKM ARE Fild>711 RM11 11M I= CU 40 FM AWED %EPA SU CDIDI4l NOTE In 4 SAFE UPLIFT LOADS FOR 12" PRECAST wF 2' RECESS DOOR U-LINTELS 4 ww-t \ I SAFE LOAD - POUNDS PER LINEAR FOOT 4'-4- (521 PRECAST 1295 369212 4'-4- (521 PRECAST 1626 12685 13746 4'-C. (541 PRECAST 1213 3458 2417 4'-6' (541 PRECAST 1558 2582 3602 5'-8' (681 PRECAST 784 2236 165 5'-8' (68') PRECAST 1210 2D42 2850 5'-10-(701 PRECAST 747 2129 155 5'-10'(70') PRECAST 1173 1964 2769 6'-8- (801 PRECAST 602 1716 1170,6'-8' 8Dj PRECAST 10201 ISM 2426 Y-8' (901 PRECAST 504 1438 914M 7'-V (907 PRECAST 904 1226 2163 9'-8' (1187 PRECAST 355 1011 9r,8- (116 PRECAST 703 0 771 1472 SLL ` • • "UM RI PAREMIEM ARE PF MEMI IENCT" M G • • E N S+ ' 40 FIELD ADDED RE" SU CENERAE IDR 14 4 447 SEE GENERAL NOTES - SHEET 1 OF 3 MEMM OP w t ti a,.Io PRODUCrItrvism 1$"10*9 wish NI-14"Ada A"w diIila ul6•-o40 .03PRAIGPARRINOI Rl G 41524CR579 SEFFI4ER,A 93584 lUmalD-ee un d`- I44+4 FL P.EI 't W0.I11 M mmCAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB Tit RWC GS V-14 1 00111E 9P =0 MM I RAIL• a.TS F I 1 I I I — x r-9 f I vxyw I wlpo<p m qDl MtlIRq 1. - KQ N0. MEIt I Rl1MMC N0. UNtO SRI[1 ! OF ! 1 MIAM I -DADS MWMI-DARE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) L 1905 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 331.75-2474 T (786) 315-2590 F (786) 31 S-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/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 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. DESSCRIPTION: "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 l 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 Parr ino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturers 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 renews NOA 1114-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by R lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MTYIAMMADECOUN' ExpirationDate: 05/21/2017 Approval Date: 04/28/2016 oQ/ 2$Zo/ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 0610 719 7, 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 ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, 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 11/11196, '45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certlfted Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratmy. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #S rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certlfted Inspection Report #84-M20749 dated 04/0S/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certlfted Inspection Report #84 M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. YfVJny A. Makar, P.E., M.S. ProducrControt Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for 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. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, 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. Y - WZZ, IGMtj A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiratlon Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 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 by Craig Parrino, AE. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL 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 011-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 9=ye= W A H64 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 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 revlslon dated February 17, 2006, 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 Miami -Dade County Department of Permitting, 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 UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. 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. 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 Craig Parrino, P.E. D. " QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION " 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, "signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Maker, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiratlon Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. t" / - wzz- e: —_ 14qj5tfA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AStT- RETIE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS rRODtILTRL•NRWFD to t0m dt1ly a101 No Flmde Buildloa [ode „ _ _ alr TYPE "A" STIRRUPS 32"0 M l7S/nRRUPs 1 4 - B U two Mri. 7/3;O RA STIRRUPS 12TYPE "a" STIRRUPS n LlI STIRRUP &TAILS tIN YO a11tow,HiA 5 AfJNO m of a -O 0.1 eat 3BAN-3 32 a -t 1 -0^ O I l -. 0.1 a0 ear 1 BAR 3 - o -a 0.I5e 3se 7 a 3 7 32 eA11 N 1-3 IO-2 40 A-! 0 K•-r let m 7 ! DAA 1 -] Ie r/ 32 OAR 21'-Y 0 0 Y-e 3/4' 10 22'-D' O.tDD eN S2 3 7/32 MR 1'-10' e O 3•-10 3 101s 2A'- 0210 IRS 7/32 6AA 23' e 0 a'a 1/R' 10 1e _ 8" PRECAST W/ 2"RECESS DOOR U-LINTEL DATA TABLE r w: 1 1.y1r1177T{,,--!!77y/r 1[*:aii 1 r;Ai it'.'C;lt•tf.l!i3,,O.- Cf-4 f•Ii tJ:.y TAT WAMR 15" Q YA QSi[1QY ararutar,tns.v t/ rrno, SQ11 Fiji oC]R ram ru::a rlJL", I7P i` Vt:.l :f:! IY41r• a t]• 13Q4A[]C]i E7mr![L2l ems»®rsal,„t Sr-rla_:IEysryr o rlm+ raa r u e.>• a>t.:i.:a en.v r, . r r;s :1 iEc ri o or mt -A- t® Yt ,fal.1AA W Mt -,- A10ert Vl Otak Win mt 'l' &wVL t.; s-"uo" 11r .1 lN+a etyLroDnNn e.er neRlLtlnx unotl .'rw Rau wnw, m ' ,1qW. nrt 0 t1o10. nre,. a, tA,l jftrS1Ke-tn tkfflft M11trIlMild CAff IAe IrAT10N YnOrl PRFCAST U-LINTEL DATA TABLE fir_ G LiR7W O ti L7:1J 1'IJ 1_i l:l`i`ItYi7a(.i.Mz i i3 r nEms gym Irmo ar• 11'1 rjQDivm©coo ff"rT-MELAr2 71.1O iv r ara/rAs EMA e)CF.Mvr amamgmo k1G:Ji Vtfl11:1 ncDMIL(L7t E::J• r omi v®[sue a m VAZMEFA=lFWMVYU> 13MAVTTT7® EffmFT EG1a rr nrn rrffi.i rt rf r a i:.1t Asa m o mQ7ETIO S fF STQI Sif_>mM"EMI mlEd K amw rlmwmwru armayraml,u UIE'R V. "I a:sm m=Irmam o TM IIIMOARI Mr00 UMM 13 AOMDD rml rROPM AMeOYAL Il o rR010CJt0 K COrwMT Lon Alm GUM01 OC KPRWtm,e W 0 1tW ID wn"m 1"t relOR Mona c0 r" a CAS1-cwt 1 A MG 1. KDDamw tlttL• ,/St Wl ASIM Alt% OS. N. A wit. In IOIM Nwot! or Omttt're A110 rt WM WAat W 41M AS%k 7/16 0" KOU= A COOM,tD OtNl001) M 1 [ACM Ca1a,0 S,WIL IOM40AWI= MMSC& rp dD Wa W ,Nt Oo CAM Pot cx4wu KAYO ASN NIL - R0. of 1pRN,O - 4 1101 IT mNCKTC slatua 1: r. - IM Kt roe e IM M00 CAK Moon elms ! IhMtWS M I MKU &MILS, to • 4W r» roe ALL !m1 ,AM on Mew a am umu. L tJ1 rO01ml w tUUMgmut rma ttl 1. OOlm rnnms to= . O.t0 . iM. OL.ira 0 I.v1R'JtOe NAT K um DI UM) of r UMMD LmVL Ot0imcm CAN 4.81 t1 w pamsc tlD TO /tsm urtow AYD w cum routL Ely6'. PRODUCt1WV191A1 a tondqdft code EO 2-JC CRAIRPANNO k);• IQ"9 ` 0324CRSM U a S;• RIQ: G • SEFFKKFL MM. FL. P.E. LIC. N0. a$8 M. CAST—CRETE 8" LINTEL FABRICATION DETAILS a& n, 0 Sm-1a oM 1 Ae [MAI NA M r.L - IM to SI1S0 WAM 01 m Stut eA true fttM- r.L - ML to, amt 1 OLYIIo r M rilti 1 01 3 SAFE GRAVITY LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS cw-Citatre SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE e01S-OD 91s10— N067 Wl" UF22 W2Mb 4t1 3O-W eeFe 1e Bolo-teevle-u wn-u m m-te w3o,-le 4'-4• (52") PREGST 1835 1749 33SS4349 421 423 750 91 3699 W9 e0S0 9479 10693 4'-6• X PRCCAST 1494 596 Mb 4946 5924C904( 1750 eaM 806E 9479 IOW 5'-e' (6B7 PRECAST 6 tno m7 xe3e lM 396tI16724610696n179311ftl 5'-10"(70" PRECAST 8t0 W 103 1600 2124 264a 1174 370D 1117 2342 4242 6U! eomO 74 070e 6 -B• (807 PRECAST 797 901 1e15 31m so4e 1147 l44e 360 901 lets 31m So46 15 4M 1 6• (90'j WtECAST g 755 1490 21-1 A76 5143 nu SG3 755 1.1m 245a 377e 5743 a 106 9'-0• (116) PRECAST 411 166 999 1560 x?!3 312! 4091 114e 52e a9! im6e 2251 3t29 4150 Sell SAFE LATERAL LOADS FOR A" DDVPAtiT •d!" Dri'"A nnna II.111RR10 e/ 6 SANE LOAD PLF LENGTH TYPE BRU6 8RF6 RCMU 4'-4- (521 PRECAST 758 1 757 1164 4'-6" (54' PRECAST 694 693 1073 5'-e (en PRECAsT 408 407 655 V-10-(701 PRECAST 382 381 616 6'-8• (80-) PRLCAST 595 788 464 T-6" (901 PRECAST 509 674 363 V-8. (1161 PRECAST 370 490 214 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REOWTIONS FOR CRAM 40 a SEE GENERAL NOTE 18 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 Cook IMAWAW. 12)bbmlmW Wtr 5-1%Y b" mt ue d a rd. b otara.b re P p .A bW - 40W pI t9 V•+6• re peymrd bw • ow pi airt de m•a•7 A" 0 •T mLmw al 13) W WNW 4rbm d fekb imYted Y edNr eb mY 00 h.m q d MmawyyM a sreLdyASI a .114(•y1w A Rr rn eempeeetn IWO W mbr u ASM A615 .h W 11 14) wW 1.4ded eieeWeeel7 r'Y o4ildlmdw~dIL IYu 1iaU•m bbddlee41•ebd Ar Its C21w0 Tn• N41 ! tl. 2" to Mdin AMU rtbd YM 400 haed Md ttWe .tAltd bw 4 Se" , - m i IA , Al .d. W bMa b..d o• daeae 4 Wo Drab• b tw LMMbZ We bM yMl O'llmfry rt L. IS) rr ,aaymib 0W 9dyU at SUMue afi I"eem Tad m YI6N Wo. ImpIsI1bdraA) rat Ldd k"ft rl Ant eL aM Ya Arm wd WOO bob am& 3) FI* W eaAr bd and hWd q•ti 17) Sdb b.a r. s Pwwr w db." Mee Q V. sat b pe* t.dtWe b rrtM .dd)s I. ueo 4o an .... rw. 10) SW bob 6" a ,fin d 4a11e 4Mje Mt AO 570 and Ap Al FAmt!e 1 C 1PYI 932-t9 Solo V.A1 ieed - etlf a e/ I5s ft*Cs oe 6 94 460 5ii 1 06 19) AdA74nd tdnel leee 4ereolr aae W eelid tq b MMeu y tmtse9 eAQ•od rimed wrreb marry nia Dmll .9we W edtl. Sa 091m edI. AO 9dtb mtd r aeaJ l/3y9Wo us 1 - FRWM 4famtl2o araW 06 44dk bLTmme 00w q0 Yvgvms. b Cob t 6m I0"I 0 %Vomtlet~ 1VIde 0 7 ID Slue fled Meb a tco& a 7) On 07 mw mq b a*kWa tr IW 0 tetllm 10 kW AW Add kW and no* 10 W rtlOvSW 6) aat 1e1. d.* r mg emb.b IreMtWA Wa I— ur ate bw YMe by dhq`ameee teetiq mnad rd oeer d d-aq Ym 0e 10) NA • Not RaW ' It) eAhm Gal SOW t.e b b. bead d Ue W tM d 1t. btd set9r. I/2- ClR f SEE SAFE LAVA LOAD 4::4 USES FOR IOM RATING FOR LACII AFbIIIONAI REeFORCEO GRI ( RGwI nIU. COURSE ly 215 RE84 0. CR40 a CR60 A, SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U•LINTELS a Gam SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH WO - If m ro- n Solo-1 eulo-2l wt4-1 wm-nR2M Sate- 1 Wn-II w72-71 San! -I ms-21 ur311-11 mo-: A'- 1" ( 52' PRECAST WS ISU 2362 3761 444S 5140 SOS 16D 2362 3751 4445 5140 4'-6• ( s4•) PRECAST eo7 1404 n72 3607 4215 043 Q07 IM4 2W 3W7 4275 4943 5'-8" ( 6n PRECAST 675 1 1797 e54 3352 3911 6n IM 1797 2054 3W 3911 5'-10•() 07 PRECAST MS Im7 174 2259 2773 WAS,1720 656 1733 1 1746 2259 2213 32U 1790 6,-8• ( On PRECAST 9m I 196D , 2429 m79 3329 WO 570 IOSDI 15M 12M 2429 2879 3MO 7'-6" ( 901 PRECAST 509 712 1364 ' 1795 21"6, 2567j. 2966 S06 e! e 1364 176S 2166 2567 m- 9'-6• ( 1 W)PRECAST 395 466 ON Q.22 15WIM' 119 39S Seo Ion t3e6 1701 m1e L131 1) THE NUMBERS IN PARENTKESLS ARE PERCENT REDUCUONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE N0. 4 TYPE DESIGNATION r . tum rml c min / u - mmia rWXW OF KW AT F mM. 8F16 tlmael 9mm,- LII16W11Y 0r F6 tmNxu 1QC1a J 111M At W? Ir D ee t1 • t'toAe 9fp 2 01. NO lIOP Al laK (1) IMI-I/Y aw Caul cem 9 FS am M mm WMIX CM mnw ermeta= 6 waa MOO= IIOVWtw JIM• *8 the /ema ARrylrro CRAIO PAFL91NO 6 6T24 CR 579 SEFFNER• FL 53564 el Quo CAST-C.ETE _ FABRICATION LINTEL DETAILS rrwtr ur.s[ a:r. nr:Tili4dlii`ft 1ic1C1 I [lYL•T: nra:r[4 ai; rlr.:uvlyr.1; crr:ren Tra rtr:n:].tr r n; r zrra ,.. .. I.ara: rr.Tn> ta:LCld vli Y/6L1 .. . . ra;ax[n+:16: 4at•:+runnl: 00m pap -(z uric, .cam D CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: 3`n 1 I $ ,/;g k--j- {-{e >1 1 Historic District: Yes NoEl ParcelID: Residential Commercial TypeofWork: NeWA Addition Alteration Repair Demo Change of Use Miove DescriptionofWork: NIP i A 1 1" i n r--v A Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information '' 1 Namer - `T II Phone: 1 Street: l_ ,(. i City, State ZipI Resident of property? r Contractor Information Name C C Phone: Street: SQCKsG' u_ Fax: n - L City, State Zip: 1 r 3)7State License No.: ELQom' Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN COMMENCEMENT. ATTORNEY BEFORE RECORDING FINANCING, CONSULT WITHYOURLENDERORANECORDGYOURNOTICEOF 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 totheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application Or NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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 willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date Print O-wi%gent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID c5 lrgoature orContraetor/Agent Date riot Contractor/Agent's Name h C1% La —LQ 'la Q Signature of Notary -State of Florida Date oarwei4, PAMELA S TERNUS Commission 0 GG 110622 ExpiresNy or ao°' aaaa ttw August NoY S021anba Contractor/Agent i' Personally Known to Me or Produced ID ype of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingEl Electrical Mechanical Plumbing Gaso Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No E] # of Heads Fire Alarm Permit: Yes C] No APPROVALS: ZONING: UTILITIES: COMMENTS: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: 1 -4 - 3 19 Documented Construction Value: S Job Address:* I -,,1 t y VX'+ Historic District: Yes No Parcel ID: f Residential (q Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Pl u h c n rer- S1=2 -cam- :.,l i_ S - I z+ -2CJ e-f - Hal tc Plan Review Contact Person: A k s , b LL l ci ,-- Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name ,2 T %l e l l-, p(rub hc, Phone: 2. -Z`-f3- 3G 3 Street: g-ioFax: (4oc/o •-Vc/.6& City, State Zip: t' ,1 ac•, c1c) ; r 3 2 b2.1-( State License No.: 0-.FC: o w3g 2 ArchitectlEngineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: " Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y 1UR 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 OBT 4JN 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 installatio has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constru, -,tion in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, p ols, furnaces, boilers, beaters, 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: 5t1 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 w ter management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requi ed in'order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submi al. 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 ill be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Print Contractor/A ent's Name Signature of Notary -State of Florida ate SUS My COMMISSION I FF 12NWA= EXPIRES: AUQU31 25.2018ryrpd ' RwedTlruMUlypubl tJndenvdle Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: - Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes[] No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised- June 30. 2015 UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application i507 State Road 52 123 Miller Road r 9701 Bachman Road Established 1973 Judson, FL 34669 Vatrfco, FL 33594 . i/'--. Orlando, FL 32824 vnvw.RJKiefty.dom 27-663-5486 813.661.0707 407.855-2636 State License # CF-CO20 Mi.I KiELTY Page: 1OF Proposal No: 717-13536 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Drepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Santord 1064 Greemvood Blvd. Suite 124 Model: Halley - 1551 Lake Mary FL 32746 roe Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $5,925.00 Payment to be made as follows: 40% Rough In 30% Top Out 309/6 Finish. NET 10 Days kit materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration or deviation be upon written orders, and will become an extra charge over and above the estimate. Allfromspecificationsbelowinvolvingextracostswillexecutedonly agreements contingent upon strikes, ac ' elays beyond our ntrol. Owner to cry fire, tornado, and other necessary insurance. Our workers are ty revered by worker's compensation I ranee. f IN 30 DA S. AUTHORIZED SIGNATURE: THIS PROPOS L PAY BE WI DRAWN IF NOT ACCEPTED We hereby submit specifications estima or. Master Sath t Tub Sterling Accord 6040 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21.912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 6040 71140120 White With Walls And Moen Chateau TLtti3 Chrome Valve 1 Toilet Gerber Maxwell 21.912 1.28 White Elongated 1. Lev By Builder With Moen Chateau 64925 Chrome Faucet Kitchen t Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes Water Heater 50 Gallon Electric NOTE: Badefilling Included For Sewer & Water Only (Slab BackSlling By Others) Backflow Proventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance: Additional $12 per foot 40' Water Allowance, Additional $3 per toot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal -The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. I agree to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of i V2% will be added after 30 days. Any sewer taps deeper than 4 112 feet or requires backhoe or dewatering will be an extra charge. I1 1SIGNED: DATE OF ACCEPTANCE & PAGE 2: IF Branch: Hu on Last Edit By: Last Edit Date: 712712017 TRI-COUNTY 'TESTING LABORATORrES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 C FL, ORDER NO: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT vlyr, J by (, ,n lFk<so - _ PROCTOR CONTRACTOR SPECIFfCATION: REPORTED TO: LOCATION: 8 t c-'\ 1-" << 6 MATERIAL: @iI. ,j v k.", a DATE TESTED: d Z - 1 7 —v; OPTIMUM MOISTUREV Z I MAXIMUM DRY DENSITY: /GS. (- LOCATION DEITH DRY DENSITY MAX DRY DENSITY PERCEMr OF MaL9TURE INCHES lbs. cu. ft. lbs. cu. R. MAX. DENSITY PERCENT z 5w U - i... lb3, , (d5 2 -() WYNDHAM PRESERVE - LOT 77 SPECIFIC PURPOSECCOO pCp N SURVEY In 00 FORMBOARD) moZ o-.0 N pm m CURVE DATA TABLEco CrC 0m NO. RADIUS DELTA ARC CHORD BEARING W 0 M Cl 61.00' 027'30'08" 29.28' 29.00' S 76'31'53" E PCP rn.• I w N C2 100.00' 090'00'00" 157.08' 141.42' S 45'16*57" E Z I tib. NIGHT HERON DRIVE m C3 100.00' 057' 17'24" 99.99' 95.88' S 28'55'39" E 50' RIGHT—OF—WAY PRIVATE ROAD) MDHAM PRESERVE LOT 77 PB 81, PG 93) KA LOT AREA CALCULATIONS LOT = 10,046 SQ.FT. WING AREA = 1.567 SQ.FT. GARAGE = 407 SQ.FT. PORCH = 44 SQ.FT. DRIVEWAY 533 SQ.FT. PATIO 100 SQ.FT. WALKWAY 51 SQ.FT. A/C PAD 9 SQ.FT IMPERVIOUS= 26.9 X SOD = 7.335 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1.007 SQ.FT. APRON = 156 SQ.FT. SIDEWALK = 210 SQ.FT. SOD = 127 SQ.FT. TOTAL AREA AREA= 11.053 SQ.FT. DRIVEWAY = 689 SQ.FT. SIDEWALK = 261 SQ.FT. SOD = 7.462 SQ.FT. LINE DATA TABLE NO. BEARING LENGTH rL 1 N 89'43'03" E 1 13.99' DEM ENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Bundling Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. ZO• 6 C1 L G PROPOSED 5' CONC SIDEWALK Front = 25' nh Rear = 20' Side = 7.5' v tio 69• N 10.2' Q 20.0 0 0 17.3 LOT 76 7.3 PROPOSED 44.1 N 1 STORY RESIDENCE 3918 NIGHT HERON DRIVE in MODEL inO 1551 HALLEY ELEVATION - S LOT 78GARAGE - RIGHT h FORMBOARD FFE=22.31 0 39.5' 44.7 10.2' 33.2 LOT 77 o in ° AREA = 10,046 S.F. t 10.0 c O 41---------------------------------- LB - Lice LEGEND:ADUSSD-Accesa Droina 0 Utilities Sidewalk9 / / eyLB -Licensed usinessin BFP-Baekflow Preventer Sight Distance Easement 5 -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power do Light P -Plat FFE-Finish Floor Elevation D. .-Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plat Book C =Fire Hydrant Pg.-Page RICU-Reclaimed Water Meter Elev.-Elevation ROX-Reclalmed Water Valve Conc.-Concrete 10-Cable Box BP -Brick Paver M-Telephone Box SW -Sidewalk E-Electric Box FFE-Finished Floor Elevation 0-Utility Pole Cl -Curb Inlet Guy Pole GTI-Grote Top Inlet P.U.E.-Public 0-Light Pole Utility Easement f--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O-Storm Sewer Manhole NCS =No Comer Set (Falls in Water) G -Sanitary Sewer Manhole SF _Square Feet iNHa -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK XVIXI-Irrigation Control Valve P.K.-Parker Kolon Nail I -Sign SIR -Set 1/2" Iron Rod L87768 WD4-Gate Water Valve SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 11-11-Existing Grade FTP-Found 1/2" Iron Pipe LB7768 ct-Blow-off Valve FPKD-Found P.K. Nail & Disk L87768 ft-Drainage Flow Direction FCM-Found 4"x4' Concrete inn-Pronnsad oasian Grnda Description I Date 1 Dwn.ICk'd I P.C.IOrder No. 10' WALL EASEMENT TRACT D 94.32' S891521081W TRACT D LANDSCAPE BUFFER) ( LANDSCAPE BUFFER) BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: I. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGV029). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for '"DHAM PRESERVE% City of Sanford Seminole County, Florida. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "X" S. This Specific Purpose Survey is for the location and elevation of the formboords only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 77, according to the plat SURVEY) of "VVYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies that a survey of the hereon described property 555 Winderley Place, Suite 109Maitland, FL 32751wasmadeundermysupervisionandmeetstheStandardsof Practice set forth by the Florida Board of Professional Phone: (321) 270-0440 Surveyors do Mappers in Chapter 5J-17, Florida Administrative Fax: (813) 248-2266 code, pursuant to Section 472.027. Florida Statutes. Licensed Business No. LB 7768 GeoPoint Surveying, Inc. FLORIDA PROFESSIONAL S J es D. LNAL SURVEYOR do MAPPER N0. LS6915 Drawn: MTP I Checked: JDL I P.C.: Data FlIe:8rimonEast-Plat NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date:2/12/18 Dwg:edmnEmt-Lct77 Order No.: ^ RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field 8k: w • CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION A °ID Application No: I ' Documented Construction Value: $ 4,164.00 Job Address: 3918 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0770 Residential 0 Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Fax: State License No.: CAC1816317 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application AP 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 [CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of O%ner/Agent Date Print Owncr/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID g 40g--3/3/2018 Signature ofCont for/Agent Date obert Kulp rint Contractor/Agent's IA L- 3/3/2018 Sighature of,ota - t< e of Florida Date 40 ft& Notary Publle State of Fiona Arionna C Rosenwinkel My Commission GG 147038 of Expires 10/01/2021 Contractor/Agent is Personal y Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[-] No # of Heads Fire Alarm Permit: Yes No[] APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30.2015 Permit Application WORK ORDER lob * 33319 Date: 8/2/2017 IV 144682 Subdivision Phase Bld L/U I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 10771 3918 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford IFL 132773 1551 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or FumaceJobContact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB02400G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency Zoning Brand: Honeywell/Johnstone Vent. Damper Y815OA1017 Qty 1EAIPullsPermit: yes Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 12 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.54 19.40 Rou hin 2,047.0003-Fabrication Labor 18.81 282.0804-Installation Labor 06-Piping Labor 6.38 108.38 Trim 2.047.00 14-Kitchen Vent Trim 985.0002-Material/Tax 1,334.4501-Equipment/Tax 80.00 Permit 70.0009-Permit/Other 1.10 13.87011-Delivery Labor 2.20 27.75 Total Contract: 4,164.0020-Pull Material Labor 12-StartupLabor 2.50 42.50 m bed wic 10x8 100ctrn 18x8 IOX6 6" 85ctrn \ TViq% 4' 0 8x4 46dmtqlanrn bath 4 4' 8' TWA bed2 0 q14x8 IOx6 6' 8x4 Chn 7ctn 8x4 4' 9- 28 ar 5' 6- 14x610x6 102ctin 10x6 bed3 Level 1 1ox10 1ox10 207ckn 207Ch arn-din-" F(BI PgVtqccu 8' 24x18 m ch Pantry n 5' 1 tOx6 74 tin foyer AHU ON METAL STAID 2.0 TON 240VI SKW HP garage t• Job* Starlight -Wyndham Energy Air, Inc Scale. U8 ' =10 " Performed for. Page 1 Lot 77 -1651 SR Energy Air, RtghRSui09Utdw"2017 Sanford, FL 32773 Orla 0 17.028RSU17013 2017Sep-2016:1831Phone: 407 8t3G3729hone. 4, 4 I&372 mPte,er,eV.at77-155t SR.nip www.energyau cord GRenner@enetgyakcom L 6-r Revision CDC t; City of Sanford Response to Comments FEB 2 8 2018 i Building & Fire Prevention Division Ph: 407.688.SiS0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Permit # k'3 ` Submittal Date(— Project Address: Contact: Ph: Fax: Email: Qi @ c l • -r'1ph,S • ,' _ 1 Trades encompassed in revision: General description of revision: Building Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building •2 1 Lumber design values -are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek a RECORD COPY RE: WP0077 - WP0077 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0077 Model: 1551 Tampa, FL 33610 4115 Lot/Block: 77 Subdivision: Wyndham Preseve Address: City: Orlando State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 IT13025958JAl 1/23/18 118 1 T13025975 1 B2 1/23/18 12 1 T1 3025959 1 A2 1 1 /23/18 119 I T130259761 BJ 1 1 1 /23/18 1 13 1 T1 3025960 1 A3 1 1/23/18 120 I T130259771 BJ3 1 1/23/18 1 4 IT1302596IIA4 1/23/18 121 IT130259781BJ5 1/23/ 5 T13025962 A5 1/23/18 22 T13025979 CJ7 1/23/ 46T13025963A61/23/18 23 T13025980 EJ6 1/23/ 7 1 T13025964 1 A7 1/23/18 124 IT13025981JEJ6A I 1/23/1 18 1 T130259651 A8 1 1/23/18 125 I T13025982 I EJ7 1 1/23/18 1 19 I T13025966 I A9 1 1/23/18 126 1 T1 3025983 1 MV1 1 1/23/18 10 IT13025967JAlO 1/23/18 127 1 T13025984 1 MV2 4/18 111 I T13025968 I A11 1 1/23/18 ING 1 1 ( SA 1 ORD It` I AR,•' J 1 1 _ .. 7, 1 g 112 1 T130259691 Al2 11/23/18 113 IT130259701A13 11/23/18 14 T13025971 A14 1/23/18 115 1 T130259721 At 5 11/23/18 116 I T13025973 I A16 1 1/23/18 117 I T13025974 I B1 1 1/23/18 11- The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. EVISI N v - I11 111 9380 S A E OF O. c • .off O O P C?•,, Thomas A Albanl PE No.39360 Wrek USA, Inc. R. Can 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: January 23,2018 Albani, Thomas 1 of 1 O rus8 fUas yp@ T13025958 WP0077 Al Htp t t IWPO077001 Job Relerence Ronal Builders F1rstSource, Tampa. Plant Cny. Fbndo 33666 7.640 s Aug 16 2017 L/1Tek Industries, Inc. Tue Jan 23 07.57.39 2018 Page I ID:AeAoATVyRAFF51mF42W41SypZgp-agyxHcayFhojiu103Zdb4bgxnFT4HcHX---d —z-. 23.6•8 141-0 7$1 14J•4 21.2.8 22.4-0 30.3.12 3/•1•Is 444)e 4Se0 4-0' 7$1 bt0.4 6.10.4 1.1•e 1•ld 1L10.4 -- -610.4 7$1 1 500 f12 3x8 = 3x6 11 US 6 7 8 Scale 2 1:79.7 3 1y 3x8 = 20 19 10 n 17 zz to 15 14 3x8 = 20 It 4x6 = US = 30 = 2x4 II 30 = 4x6 = 2344 7$1 14.4.4 2t•2d 22.4.0 30.3.12 { 37.1•IS 44•e-0 7$1 8•lOJ 8.10.4 1.1 6 1.1•e 6.10.4 e•10 7$1 Plate Offsets (XY)-- 12:0-4-2.0.1-81.14:0-3-0.Edgel,16:0-4-0.0-1-131.18:0-4-0.0-1-131,[10:0-3.0,Edge],112:0-4-2.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.79 15-17 >671 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(fL) 0.26 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 230lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 6-8: 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 1 Row at midpt 5.17. 9-17. 7-17 REACTIONS. (lb/size) 2=1700/0.8.0, 12=1700/0.8.0 Max Horz 2=- 129(LC 17) Max Uplift2=-447(LC 12), 12=-447(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3538/2142, 3-4=-2916/1835, 4-5=-2788/1855, 5-6=-2203/1499, 6.7=-1964/1453, 7-8=-1964/1453, 8-9=-2203/1499, 9.10=-2788/1855, 10-11=-2916/1835, 11.12=-3538/2142 BOT CHORD 2-20=-1826/3173, 19.20=-1826/3173, 18-19=-1405/2625, 18-21=-1405/2625, 17.21— 1405/2625, 17-22— 1407/2625, 16-22=-1407/2625, 15-16=-1407/2625, 14-1 5=- 1839/3173, 12-14 =- 1839/3173 WEBS 3-20=0/292, 3-19— 609/475, 5-19=-151/479, 5.17=-857/634, 9.17=-857/634, 9-15=-151/479, 11-15=-609/475, 11.14=W292, 7.17=-715/1164 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS 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 psi 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 tit between the bottom chord and any other members, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=447, 12=447. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - Thomas A. Albani PE No.39380 MiT9k USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 A WARNING - Vedfy dotfgn parameters and REAO NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. I&Vd/10I5 BEFORE USE. UtdVI vdlkJ Iw use w dy YAM MllekS"u'dChAb. IM Uteslo t Is I. usn l ut dy upA i lxaw i telurs srtuwn. u1 rdl Is Iw tat ItsUivi 1tul L4tadetU cw i iµr ter d. r tul a huss system. Betao use. the balding designer must vodly the applicability of design paaneters and properly tncapxxote this design Into Into ovelail bxBdng design. Bracing Indicated is to rAevenl buddlrvj of Individual trim web and/a chord members only. Add9ifortal lemporary and potmanenl bracing MiTek• Is always required for stability and to pxevent collo se wllh possible personal"aid properly damage. for gonercd guidance tegadng the folodcallom stotago, dedlvety, etectIon and btackng of hlnses and trim systems. soeANSI/IPI I Quality Cdterla, OSS-69 aW BCSI Budding Component 6904 Parke East Blvd. Safely IntomnaBon avdOdlxe from lrtm Rate Ins9frrte. 218 N. Lee Street. Sddle 312. AlexandMa. VA 22314. Tampa, FL 33610 Job cuss TrUSS Type uty Ply WP0077 T130259S9 W P0077 A2 Hip t t 009 Job Reference o tional Builders FustSource. Tampa. Plant Cay. Fonda 33566 7 640 6 Aug 16 2017 MI I ak Industftes, Inc. I ue Jan 23 07:57 Si 2016 rage 1 ID:AeAoATVyRAFF5lmF42W 4ISypZgj-DBgTpIkURNJ08kgJm4rPZ79_35a_52clzpDGxzzsYW k t• 7.1,3 142.10 21.0.0 - 3P5.6 37.2•13 M•&0 S•& 7.g 6.9.6 6-9.6 t•4-0 &t•6 6-9-6 7.53 5.00 12 3x8 - 3x6 II 3x8 6 7 8 Scale = 1:79.7 3x8 = 20 19 " ` 17 ,. 1s 14 3x8 = 2x4 11 30 = 4x6 = 3x8 = 4X16 = 30 = 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.82 17.19 >642 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(rL) 0.26 12 n/a nta BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at mldpt 5-17, 9.17, 7.17 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 12=1700/0.8-0 Max Horz2=-128(LC 13) Max Uplift2=-446(LC 12), 12=•446(LC 13) FORCES. Qb) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3541/2142, 3-4— 2926/1856, 4-5=-2785/1858, 5-6=-2209/1498, 6-7=-1973/1452, 7.8=-1973/1452. 8.9 2209/1498, 9-10=-2785/1858, 10.11=•2926/1856, 11-12=-3541/2142 BOTCHORD 2.20=-1826/3175, 19-20=-1826/3175, 18-19=•1410/2634, 18-21 =- 1410/2634. 17.21_ 1410/2634, 17-22=-1412/2634. 16.22=•1412/2634, 15-16=-1412/2634, 14.15=-1839/3175, 12-14=-1839/3175 WEBS 3-20=0/287, 3.19=-600/470. 5.19=-149/479, 5-17=-854/629, 9-17=-854/629, 9-15=•149/479, 11-15=-600/470, 11-14=0/287, 7•17=-694/1143 NOTES- (8) 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=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone:C-C for members and forces & MW FRS 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 psi 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=446, 12=446. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 3 1g Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNWG • Verity design paramofere and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7472 rev. IN03@OIS BEFORE USE Wslsy r vulkl fw trsa w dy vA91 Mllek6 cw u wows. 111a ilaslgt r k LnnuJ w11y uµu r Ihltw t wtars a1wwl r. w rJ fs Iw w t 1 rdlvkltrul W9Jk KI cut r aaJt ra U, t 1ut a truss system. Befote use. the ixlldirg desiginat must veriy, the appllcalAlly of design paramolers and properly Incotpotale this design Into the ovetall building design. Bracing indicated Is to rxrcld9lg of Indtvldtxl if m web and/or chord members only. Adc911ortcl lemMary and permanent bracing M iTek' ptevenl Is always requited for stad0lty and to txoveni collapse with Itoaallo personal frnkaY and property damage. rot genetd guldatce regarding the 6904 Parke East Blvdtcllxlcatlon. stotago, delivery, erection and lxcrcing of Misses and tnrss systems. seeAN31/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tanga, FL 33610SafelyInfamusilonavalltatxefromlnrtsPlatefru9krie, 218 N. Lee street. Suite 312, Alexancift VA 22314 Job fuss russ ype T 130259ti0 WP0077 A3 Nip 1 IWPOO771010 Job Reference (optional) FusiSoutce, Tampo, Plant City, Florida 33566 7 640 a Aug 16 2017 MiTek Industries, Inc Tue Jan 23 07:57 52 201a Page 1 ID:AeAoATVyRAFFSImF42 W 41Syp2gl-hKEr02k6BhRtmuFVJoMe5KtA6UvOq VVSCTypTOzsYWI t-0 7.3.7 13.11.2 204.12 24.1.4 30.8.14 37.4-9 44.6-0 8 4 7-3.7 6.7.10 67.10 3.6.8 6.7.10 6.7.10 7-3.7 5.00 12 Still = Sx6 = Scale = 1:80.1 3x8 = 20 19 " " 17 16 ' a -- 14 13 3x8 = 2x4 II 3x4 = 4x6 = 3x4 = 3x8 = 4ti6 = 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.89 Vert(ILL) 0.30 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(fL) -0.71 17-19 >743 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.26 11 We rVa BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. SOT 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 5-17, 6-16, 8-16 REACTIONS. (lb/size) 2=1700/0.8-0, 11=1700/0-8.0 Max Horz 2= 125(LC 17) Max Uplifl2=-443(LC 12), 11=-443(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=•3544/2139, 3-4=-2951/1867, 4.5=-2813/1868, 5.6=-2316/1564, 6.7=-2078/1514, 7-8=-2318/1564, 8.9=-2813/1868, 9.10=-2951/1867, 10-11=-3544/2139 BOT CHORD 2-20=- 1824/3 178, 19-20— 1824/3178, 18-19— 1426/2662, 18-21= 1426/2662, 17-21=-1426/2662, 16-17=-977/2077, 16-22=-1428/2661, 15-22=-1428/2661, 14.15=-1428/2661, 13-14_ 1837/3178, 11-13=-1837/3178 WEBS 3-20=0/284, 3.19=-585/450, 5-19— 144/455, 5.17=-789/604, 6-17=-365/609, 7-16=-365/608, 8.16=-787/602, 8-14=-143/453, 10.14=-586/450, 10-13=0/285 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3 Opsf; h=1511t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS 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 psi 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.Opsl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=443, 11=443. 7) 'Semi-rlgld pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39360 Well USA, Inc. FL Cart 6634 904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 A WARNING - Vedly design parameters end READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE MD7472 rev. 1403/2015 BEFORE USE thrA,ptvAk9WiuwwilyWWI, MllakOcureaclws.Ihb UVAJIbl><nealwlyUW1V-110ttekrtaitKNN1.obit)hkAas111KJNkkklULtldlltlycurtIIAAwnLIrut a truss system. Before use. It* builder designer must verity the applicability of design {xuanolels and rroperly Inconlotole this design Into the ovelNl beidlryj design. Broci ng indicated icatedIs to prevent bdteldkV of Individual truss web and/or chord members only. Additional lempotay and Wmanent tracing M iTek' Isdlwdlystedlllfedforsk"Ity grid to ixevent collc4xo with possible, personal hpay and ixopeny dlanagi. For general gld nce regarding nw kdWatknL storlgo, delivery, erection axt bracing of trusses and truss systems. seeANSI/IPI I Quality Criteria. OSS49 and SCSI guiding Component 6904 Parke East Blvd. Safety Information ovd IcIble from In= Rate InsriRrie, 218 N. too Sheet. Sulle 312. AlexaidiM. VA 22314. Tampa, FL 33610 Job use fUsB yp9 WP0077 T13025961 WP0077 A4 Hip t t off Job Reference Donal Budders FhstSource. Tampa. Plant Cdy. Florida 33566 7 640 s Aug 16 2017 Mi lek in(lusittes. ine rue San 23 o7:S7:S3 zoia Paget I D:AeAoAT VyRAFF5lmF42 W 41 SypZV AW oDDOlky?ZkN2gltVtteYFLEuFRZ_gbO71N?SzsY W i 1-0 7.13 t36.10 20-00 24.8-0 31.16 376.13 446-06 7. 13 6.56 6.56 4.8.0 6-56 6.56 7-t3 5. 00 12 Sx6 = Sx8 = Scale = 1:80.1 3x8 = to I 10 14 to 13 tz IV I 3x8 = 3x4 = LOADING ( psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCOL 10.0 Code FBC2014lfP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 12. 15: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1700/0.8-0, 9=1700/0-8-0 Max Horz 2=- 1 22(LC 17) Max Uplifl2=-439(LC 12), 9=-439(LC 13) 5x6 WS= 3x8 = 30 = 5x6 we = 30 = CS1. DEFL. in loc) Vdefl L/d PLATES GRIP TC 0.86 Vert(LL) -0.41 11-13 >999 240 MT20 244/190 BC 0.97 Vert(fl-)-0.9611-13 549 180 WB 0.47 Horz(fL) 0.23 9 n/a n/a Matrix) Weight: 238 lb FT = 204b BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5. 10-6 oc bracing: 13-14 WEBS 1 Row at midpt 4-14, 6-14, 7-13 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3487/2146, 3.4=-3224/2005, 4-5=-2373/1582, 5-6=-2132/1528, 6-7= 2372/1581, 7. 8=-3224/2005, 8-9=-3487/2146 BOT CHORD 2.16_ 1836/3145, 16-17=-1451/2669, 15-17=-1451/2669, 14-15=-1451/2669. 14- 18=-1006/2131. 13-18- 1006/2131, 12.13_ 1454/2669, 12- 1 9=- 1454/2669, 11- 19=-1454/2669, 9.11=-1847/3145 WEBS 3-16=-321/377, 4.16=-223/562, 4 -14 =- 728/599, 5-14=-349/639, 6-13=-350/658, 7. 13=-729/600, 7.11_ 223/563, 8-11=-321/376 NOTES- ( 8) 1) Unbalanced root 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; Cat. II; Exp C, Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 100lb uplift at joint(s) except 01=1b) 2=439, 9= 439. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39360 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 0 WARNING. v*dry dosrgn pammmere end READ NOTES ON THIS AND INCLUDED M/TEK REF£RANCE PAGE Ma-74TJ rev. 1001nWIS BEFORE USE. L) wslyn vc9k:1 tut tea ut dy vAa r MI tekG cuN "akAS. IM Je51gt t IS tKbe J ufiy tIPUI r Igor r retell Si ruwn. utltt b tut can OX lvkk" IxrWh Kl Ctx r gburter d.1 rut o Muss system. Before use, the Wiling designer must verity the cybpllcalbllty or deslgn patomelets and Ixoperly Incorporate hits design Into the overoil btmcing dedgn. Bracing lindicaled Is to txtCldUV of IrWNkka1 lrtrss web cnU/or Chad members only. Ackltlonol lomr"ary and penncnenl txocing M iTek• rxovenlis always rest lred lot slablilly and to Ixevent collet a with possible persond Injury and Ixoperty, danoge. for gomaf guidance iegardhto the 6904 Parke East 81vd. fabrication, storage, delivery, election otxi b(ocing of frkmes and muss systems. seeANSI/IPI I Quality Cetada. DSB-89 and aCSI Building Component Taarpa. FL 33610 SafetyInformationavallablefromtrussRateInsttkde. 218 N. Lee Sheet, Stile 312. Alexandria. VA 22314. Job I fuss rues ype wP0077 T13026962 WPoo77 AS Wp 1 1 012 Job Reference Donal Builders FirslSource, Tarlpa. Plant City. Florida 33666 7 640 s Aug 16 2017 h0ek Industries. Inc. Tue Jan 23 07:S7:53 2018 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgl-AWoDDOlky?ZkN2grlVtteYFLLul9Z01b07rN?SZSYW i 1 0 6.7.10 12.2.9 18-7 4 26-0.12 32.5.7 38-0.6 44.8-0 0 6.7.10 5.7-0 6.4.11 7.5.8 6.4.11 5.7-0 6.7.10 5.00 f12 5x6 = 5x8 = Scale = 1:80.1 Us = 1t1 IV zu If 16 zl 1s 14 zz Z3 13 US = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz2=114(LC 12) Max Uplift2— 430(LC 12). 11=-430(LC 13) 4x6 = 3x8 = 30 = 4x6 3x4 = CSI. DEFL. In loc) Well Ud PLATES GRIP TC 0.86 Vert(LL)-0.3416-18 999 240 MT20 244/190 BC 0.80 Vert(TL) -0.91 16-18 >579 180 W B 0.34 Horz(TL) 0.22 11 n/a rVa Matrix) Weight: 230lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 4-6-5 oc bracing. WEBS I Row at nlldpt 4-16, 7-16, 9-15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=-3538/2128, 3-4=-3347/2074, 4-5=-2507/1608, 5.6=-2440/1627, 6-7=-2262/1574, 7-8=-2439/1627, 8-9=-2507/1608, 9.10=-3347/2074, 10.11=-3538/2128 BOT CHORD 2-18=-1821/3175, 1e-19=-1515/2762, 19.20_ 1515/2762, 17-20=-1515/2762, 16.17=-1515/2762, 16.21— 1087/2261, 15-21=-1087/2261, 14-15=-1519/2762, 14-22=-1519/2762, 22-23=-1519/2762, 13-23— 1519/2762, 11.13=-1834/3175 WEBS 3-18=-240/301, 4.18=-231/529, 4-16=-654/556, 6.16=-291/610, 7-15=-292/644, 9-15=-654/556, 9-13=-231/530, 10-13=-240/301 NOTES- (8) 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; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extettor(2) zone;C-C for members and forces & MW FRS 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 20.0psf 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, with BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb) 2=430, 11=430. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - Verify design parumten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A07473 rev. I&OZ2015 BEFORE USE Ik.•11g i w9kl lea usee urgy wpm MIIekYr vex u rex:lexs. II b de9W r b baserd of 9y upun I,ivar trctlmb al'wunn. to KJ b ter V t k* I1WkKA I_#uiJA1u cur t.f wnh nl, owl a truss system. Before uso. the tx9ldhng deslgrau must verity the axllcabilty of deslarl parameters and propaerly incorporate 011s design Inlo the ovotall btAcOV alestgn. Bracing UsWealod Is to prevent buckling or Indlvldttal Inns web and/of chard mernbets orgy. Addlik nap temporary and permanent txoclrld MiTek• Is always teclukod for slabalry and to prevent collapse vAlh p owlIble personal "and property darnage. ra gertofal guidance fegardhQ Itte falrlcalbn, storage, delivery, erection and txacbng of lnnsm and tntz syslerns. seeANSI/IPI I Quality Criteria. DS6-a9 and SCSI Building Component 6904 Parke East 81vd. Safety Information avalkrtNe from Inns Plate Uxtinde. 218 N. Lee Strawy, St9te 312, Alexandria VA 22314. Tampa. FL 33610 O urss ruSs ype Tt3025963 W P0077 1:6, Hip 1 1 IWPO077013 Job Reference (optional) Burden FimtSouma. Tampa, Plant Cdy, Florida 33566 - 7.640 a Aug 16 207 MTak Industries, Inc. Tue Jan 23 07:57:S4 2018 Page 1 IO:AeAoATVyRAFF51mF42W 41SypZgi-eiMcRkmM)Ihb?CPuRD06AInZAldvlUskfnRwXuzsYW h 1-0 8 1.15 11 4-5 18-0-0 22.4-0 26-8-0 33-3-11 386.1 44 ,0 45- 6.1.15 5.2.6 6.7.11 d•4.0 4d-0 6.7.11 5.2.6 6.1.15 5.00 12 5x8 = Sx6 = Scale = 1:80.1 3x8 = to 17 16 to 15 14 13 3x8 = 3x4 = 4x6 = 30 = 3x8 = 4x6 = 3x4 = LOADING (psi) SPACING- 2.0.0 CST. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(fL) -0.76 15-16 >694 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(rL) 0.23 11 n/a We BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 6.7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5.16, 6.15, 8.15 ' 14.17: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0.8-0 Max Horz 2=- 11 O(LC 17) Max Uplift2=-425(LC 12). 11 _ 425(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3508/2136, 3-4=-3287/1998, 4-5=-3187/2014, 5-6=-2567/1647, 6-7=-2317/1596, 7-8=-2568/1647, 8.9— 3187/2013, 9-10=-3287/1998, 10-11=-3508/2136 BOT CHORD 2.18=-1832/3163, 17-18=-1557/2844, 16-17=-1557/2844, 16-19=-1123/2317. 15.19_ 112312317, 14.15=-1562/2844, 13.14=-1562/2844. 11.13=-184513163 WEBS 3-18=-236/289, 5-18=-138/442. 5.16=-662/541, 6.16=-260/597, 7-15=-259/597, 8.15=-662/541, 8-13— 138/441, 10-13— 236/289 NOTES- (8) 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; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS 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 20.0psf 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, with BCDL = 10 Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=425, 11=425. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING . Verily design parameters end READ NOTES ON THIS AND INCLUDED AHTEft REFERANCE PAGE M67473 tov. 1003,2015 BEFORE USE. lk-s1Un vWkl Iry use urdy wlnt WIekV9cWdvecftAs. lWdeslijir bW*tdtAeyuN_,7 I Aoiwfais Slwwlr. wnilbfw air Ixllvkknd IAAJInu cwrq,w RrnL rwl a truss syslof n. Before use. the txAdIng designer musl verify, the oppllcaLdity of design porarnetefs and Ixoperly Incogxxabo this design Into Ih0 ovorerl ding design. ®acing Indicated Is to ptevenl txfcaing of Individual Truss web and/or chord members only. Additional lern"ary and peunanent txockng M iTek' Is always tecitAed Tor slabalty and to prevent collc{xe vAlh IwssNle personal Unfuy and pnopeny damage. for general guidance regarmng the ktxIcallon. storage. delivery. erection and bracing of ffu ses smut truss systems seeANSiflm I Quality Cdterla, DS8-69 and SCSI BuBdbngl Component 6204 Parke East Blvd. Safety Information ovalic"o from inns Plate Institute. 218 N. Lee Street. Sul to 312. Alexandria. VA 22314. Tampa. FL 33610 O tLISS FUSS ype WP0077 T13025964 WP0077 A7 Hip 1 t 014 Job Reference (optional) OWraem mrslooUcce. 1 arrpa, rani t:ay, mwioa ;s;s*ab r 54U a Atig Ito 2011 M114K rnaUSInGS. nnC. rue Jan T! 07:51:SS 2015 rage 1 ID:AeAoATVyRAFF51mF42W 4ISypZql-6vw_e4n_UcpSdM_49WvLjzKiliyy iwOuuRSU4LzsYW g 1-0 5.10.15 10-0.3 17 1:0 22.4-0 27.8-0 34.7.13 3e•9.1 44 8-0 -8 0 5-10-15 4.1.4 6.11.13 5.4-0 5-4.0 6-11-13 4-1.4 5.to. 15 500 FIT Sx6 = 3x4 = 5x6 = Scale = 1:80.1 3x8 = — 15 ••• „ 14 3z8 = 3x4 = 06 = 3x8 3x8 = 4x6 = 3x4 = 9.1.11 17-" 27.8-0 35.6.5 44.8-0 a.1.11 7.1n.S 1fL/1J1 ' 7.1(LS a-1.11 Plate Offsets QX Y)-- 12:0-4-2,0-1-81,14:0-3-0,0-3-01,15:0.3-0,0-2-41.17:0-3-0,0-2-41.18:0-3-0,0-3.01.110:0-4.2.0-1.81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.50 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(rL)-1.1314-15 >466 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.23 10 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 234 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 4.5,7.8: 2x4 SP No.t SOT CHORD 2x4 SP No 1 WEBS 2x4 SP No 3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at m1dpt 4-15, 6-15, 6-14, 8-14 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0.8.0 Max Horz2=-104(LC 17) Max Uplift2=-418(LC 12), 10=-418(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3494/2116, 3.4=-3309/2025, 4-5=-2666/1668, 5-6=-2402/1620, 6-7=-2402/1620, 7-8=-2666/1668, 8-9_ 3309/2025, 9.10=-3494/2116 BOT CHORD 2-17=-1811/3148, 16-17=-1639/2980, 15-16=-1639/2980, 15.18=-1260/2506, 18-19=-1260/2506, 14-19=-1260/2506, 13.14=-1646/2980, 12.13=-1646/2980, 10.12=-1825/3148 WEBS 4-17=-79/359, 4.15=-689/552, 5.15=-337/670, 6-15=-350/151, 6-14— 350/151, 7.14=-337/670, 8-14=-689/552, 8-12— 79/359 NOTES- (8) 1) Unbalanced root 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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=418, 10=418. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Thomas A. Albani PE No.39380 MiTsk USA, tne. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING. vwW design patrmetero and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rov. 1411003,2015 BEFORE USE 17as11y1 vOIk! Ito use uNy vAlh b01ekQL Guru 1aClws. IrriS k-lµ16lnawil wYy uNw r t r x nlws shown r. purl b Iw o r 1 a7lvkhrul WIJ01U cur r rµn tar d. r wt a Irua system. Before use. Ito building designer roust verity the appkablity, of design parameters and nrorwrly Incogwrote this design into the overall btacffrlg design. Bracing Indicated is to prevent buelaklg of IndividwA truss web and/or chord members oniy. Ackgtionce lemporcry < W pMrrrlcrent bracing M iTek' B always recpJrod for stability and to prevent coltaime with possible personal Injury and property dmlago. for general guidance regarding the lcaricatlon, stotago, dellvery, erection cmd lxcictng of tomes and Ufrss syslerns, WOANSI/IPI I GuoUty Criteria, 038-89 and SCSI SulWing Component 6904 Parke East Blvd. Safety Information csvc/lable from lass Plate Institute, 218 N. Lee Street. Strile 312. AlexardAa. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply WP0077 T13025965 WP0077 As Hip t 1 015 Job Reference Donal Rudders FirslSoutce. Tampa. Plant Cay. FWda 33566 7 640 s Aug to 20i r Mirea mvumrwe, mc. ue can co v. ar.av — ayv , ID: AeAoATVyRAFF5lmF42 W41Syp2gi-a5TMsOncFwyJE W YHYdOaGAtrg6LwmNb 175w1cnzsYW I 1 0 8.7.3 16.0.0 22.4-0 28-0-0 36.0.13 44.8-0 •8 8. 7.3 7.4.13 6.4.0 6 4-0 7 4.13 8.7-3 Scale = 1:80.1 5. 00 FIT 5x8 = 2x4 11 5x8 = 3x8 = 16 15 If 14 " 13 12 3x8 = 2x4 II 5xa = 3x8 = Sx8 = 2x4 II LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.63 14-15 >844 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.24 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 229 lb FT = 2046 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1- 4,8-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 3-15, 9-13 13. 15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1700/0.8.0, 10=1700/0-8.0 Max Harz2=-99(LC 17) Max Upilft2=-4I O(LC 12), 10=-41O(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3503/2067, 3-4=-2754/1685, 4-5=-2665/1707, 5-6=-2700/1780, 6-7=-2700/1780, 7- 8=-2665/1707, 8-9=-2754/1685, 9-10=-3503/2067 SOT CHORD 2-16=-1751/3138, 15-16=-1751/3138, 15-17=-1224/2469, 14.17=-1224/2469, 14. 18=-1225/2469, 13.18_ 1225/2469, 12.13=-1761/3138, 10.12=-1761/3138 WEBS 3.16=0/344, 3-15=-761/599, 5-15=-214/504, 5-14=-196/500, 6-14— 381/315, 7- 14=-195/500. 7-13=-214/504, 9-13=-761/599, 9.12=0/344 NOTES- ( 8) 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; BC0L=3.0psl; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone,C-C for members and forces 8 MW FRS 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 BCOL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding1100 lb uplift at joint(s) except Qt=lb) 2=410, 10= 410. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiT9k USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 A WARNING - yertry dod9n p=nW&rs end READ NOTES ON ThV AND INCLUDED M/TEK REFERANCE PAGE M1167477 rov. IdDIMIS BEFORE USE. Ih- slt$r vWkl rw uan W dy wlln MI Ivl curu><n;lwa Irds Jesgy r 5 Ltia.tl w dy ul w r Ian i diwa arK,vA r, w nl h Iw u16 JWM.kwl WBJ01y can {nr'ranl, r K,I a Ituss system. Bototo use, tho IxAldktg designer rnusl verify the cgXAlcablil fy of design patornetefs and fxopedy Incopotale this design into the overall txAdrng design. Bracing Indicated Is to prevent t uakiing of Individual trussweb and/or chord members only. Adc9llonal lempotary and permanent tracing Welk' Is always i"Ated roc stability and to Ixevenl collarm Win posse, petsonOl kytay and proWay damage• roc generaiguldonce regarding the totxlcotlon, slocago, delivery, efecllo l and tracing of trusses and trt= systems. sooANSI jIPl1 Quality Cdtedo. DSS-69 and SCSI 6ullding Component 6904 Patke East Blvd. Safety Information available from hiss Rate InstimAe, 218 N. Lee Street, SUB 312, Alexatxfda, VA 22314. Tarrpa. FL 33610 Job uss n1s8 ype Tt3025966 WP0077 A9 Hp 1 1 IWPOO77016 Job Reference (optional) Bullden FustSource. Tanpa, Plant City, Florida 33566 7.640 a Aug 16 2017 Mrrek Industries. Inc. Tue Jan 23 07.57:57 2018 Page 1 ID:AeAoATVyRAFF51mF42W 41SypZgi-211 k3loFOD4Asf Tr6LxpoOP?OVd?VfoBLlgaSDzsYWe 1-0 7.9.14 15-0-0 7.2. 22.4-0 29.8.0 36.10.2 44.8-0 -8 7.9.14 2 7.4.0 7.4-0 7-2.2 7-8-t4 5.00 FIT Sx8 = 20 11 Sx8 = Scale a 1:80.1 3x8 = 18 1715 t9 15 20 1413 12 3x8 = LOADING (psi) TCLL 20.0 TCOL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 20 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 REACTIONS. (lb/size) 2=1700/0.8.0, 10=170010.8.0 Max Horz 2=-93(LC 17) Max Uptift2=- 417(LC 8), 10=-417(LC 9) 4x6 = 30 = 3x8 = 3x4 = 4x6 = 2x4 11 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TC 0. 98 Vert(LL) 0.32 15 >999 240 MT20 244/190 BC 1. 00 Vert(TL)-0.7513-15 706 180 W B 0.85 Horz(TL) 0.26 10 n/a We Matrix) Weight: 226 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 2-2.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3535/2077, 3.4=-2843/1718, 4.5=-2761/1739, 5.6=-2895/1871, 6-7=-2895/1871, 7.8=- 2761/1739, 8.9=-2843/1717, 9.10= 3535/2077 BOT CHORD 2-18= 1766/3170, 17.18=-1766/3170, 16-17=-1279/2557, 16-19— 1279/2557, 15-19=- 1279/2557, 15-20=-1280/2557, 14-20=-1280/2557, 13-14=-1280/2557, 12-13=- 1778/3170, 10-12=-1778/3170 WEBS 3- 18=0/315, 3-17=-691/550, 5.17_ 181/490, 5-15=-257/606, 6-15=-447/377, 7-15=- 257/606, 7-13=-181/490. 9-13=-691/550, 9-12--0/315 NOTES- (8) 1) Unbalanced root 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; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 psi 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 = I O.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Jolnt(s) except Qt=lb) 2=417, 10=417. 7) -Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39390 MiTak USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 23, 2018 0 WARNING - Verffy design pammet4n and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 110.7473 rov. 14WWOS BEFORE USE Ve$P pl Vulkl fur trs ur ly win 1 MI Ivk0 Cunl wC.kws. Iris t1,t5kp 1 b bCntfil w ly uUun µnu rolws SfttbW11. urxl b lul u 1 b'nllvk-4mA L1i9Jhly cur i 1µNwr1L nut u tiusssystem. Below use, the bUking doslgntet must vodty Into appticotillly of design raramelets and properly hc.orpoiate this design Into the overall building design. Bracing Indicated Is to ptevenl buclding of Individual tnrss web and/or chord rrlembers only. Addlllonal tetnponary and permanent brax:trlg MiTek' Is always teclulredlotstabilityandtopevenlcdtaimwllhpossiblepefsonclIrlkayandpropertydamage. rot genletd guidance regadlrtg five IalMcatbn, slotctge, delivery. etoellon ad bnocing of tnrss s and Inrss systems. seeANSI/IPI I Quality Crlleda, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information clvalkible hom Imrss Plate lnsnkde. 218 N. Lee Street, Stlle 312. Alexclndrk7, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13025967 WP0077 A10 Hip 1 11 IWPOO77002 Job Reference (optional) Budders FastSource. Tampa. Plant City. Florida 33566 7.640 s Aug 16 2017 MITak 1nd051fte5. IBC. I de Jaa 23 07:57 40 201a rage 1 ID:AeAoATVyRAFF5lmF42W41Syp2gj-20WJVxbaO?xal2KCeG8gcoC8Kfgg01 BhRb2B2izsYWv 1-0 7.3 to 14-0-0 196.11 25 t•5 306.0 37.4.2 446-0 71-14 68.2 56.11 56-tt 5.6.11 6B2 73.14 Soo t2 5x6 = 3x4 = 3x6 — 30 = 5x6 = 5 6 7 B 9 Scale = 1:80 1 3X8 = 20 19 to zt zz 11 zo zr to 15 14 3x8 = 20 11 3x8 =4x6 = 30 = 4x6 =3x8 = 2x4 11 7.3.14 14-" 22.4.0 306-0 37.4.2 446-0 7.3.14 6-8-2 8-4-0 I 6-4-0 6-8-273-14 LOAOING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 BCDL 10.0 Code FSC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP N0.2 'Except' 16.18: 2x4 SP No.I WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1700/0.8.0. 12=1700/0-8-0 Max Horz 2=-87(LC 17) Max Uplift2=-427(LC 8), 12=-427(LC 9) OEFL, in (loc) Vdefl lid PLATES GRIP Vert(LL)-0.3315-17 >999 240 MT20 244/190 Vert(fL) -0.81 15-17 >649 180 Horz(TL) 0.27 12 n/a n/a Weight: 227 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3550/2078, 3.4=-2924/1750, 4.5=-2846/1769, 5-6=-2646/1707, 6.7=-3045/1913, 7.8=-3045/1913, 8.9=•2646/1707, 9-10=-2846/1769, 10.11=-2924/1750, 11 - 1 2=-3550/2078 BOT CHORD 2-20=-1771/3186, 19-20=- 1771/3186,18-19=-1553/3005. 18-21 =- 1553/3005, 21.22=-1553/3005, 17.22— 1553/3005, 17-23=-1553/3005, 23.24=-1553/3005, 16.24=-1553/3005, 15-16=-1553/3005. 14-15=-1784/3186, 12.14=-1784/3188 WEBS 3-20=0/285, 3-19=-621/504, 5-19=-401/793, 6-19=-658/326, 8-15=-658/326, 9-15=-401093, 11.15=-621/504, 11.14=0/285 NOTES- (8) 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 Opsh h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) zone:C-C for members and forces & MW FRS 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 psi bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.0psi 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) except (jl=lb) 2=427. 12=427. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Albani PE No.39380 MiTak USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Data: January 23,2018 0 WARNING • Verity design pammefars and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11.703 rev. 140030016 BEFORE USE IhrSkpl vuikl fut use ut dy VA t MIIak6 Cut v*aCfufs. II & de bhjn h trieetl tH dy uVun I.Vtea t tefvls sl NNM t, urkl b fut cro I tdvkkfui [AIRUINJ Cut t tµr tetlf. t tut o fruss system. Beforo use. Itxa IxJickno designet trust verity the oW1cotAlty or design pwaneNis aryl rxoperay Incerpaofo thisdesign Into the overall btIDdkfg design. Bracing Indicatod Is to rxovont txfekting of IrdNktuca truss web c1rxl/or chord members only. AUdll rxS ternpotary and permanent bracing M iTek' is dways retaulred for statAlty, and to Ixevent collgxe vAlh possaxe personcil Inpsy anct proparty damage• rot goneral guidance fegarding the fabflcollom stofclge, delivery, election and bfacmg of Trusses ad truss systems soeANSI/NI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Pltke East Blvd. Safety information owdiciblo from Truss Rate Institute. 218 N. lee Street Sldto 312, AlexaWflo. VA 22314. Terrpa, FL 33610 russ russ ype ry T13025968 WP0077 Alt Hp 1 IWPO0771003 Job Reference (optional) Budder* FirstSource, Tar pa. Plard City. Florida 33566 7 640 a Aug 16 2017 MTak Industries. Inc. Tua Jan 23 07:67:41 2018 Page I ID:AeAoATVyRAFF5lmF42W4ISypZgi-WD3htHcCrU3RxCvOA f3901Ls3AOIZMggfoka9zsYWu 1 6-9.14 13-0-0 112.11 25.5.5 31.6-0 37-10.2 44-8.0 -8 6-9.14 6-2-2 6 2.11 6.2.11 6.2.11 6-2.2 6.9.14 4 5.00 F12 Sx6 = 30 = 3z6 = 3x4 = Sz6 = 4 5 6 7 8 Scale = 1:78.7 3x8 = 16 17 10 W zu a z1 zz 14 13 12 3x8 = 20 II LOADING (psi) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'Except' 14.16: 2x4 SP No 1 WEBS 2x4 SP No.3 3x8 = 4x8 = REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=-81(LC 13) Max Uplift2=-437(LC 8). 10=-437(LC 9) 3x4 = 4x6 = 3x8 = 2x4 II CSI. DEFL. In loc) udefl Ud PLATES GRIP TC 0.70 Vert(LL)-0.3615-17 999 240 MT20 244/190 BC 0.92 Vert(TL) -0 92 15-17 >573 180 W B 0.49 Horz(fL) 0.27 10 n/a We Matrix) Weight- 224 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.3-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row at midpt 5.17. 7.13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3560/2076, 3.4=-3008/1802, 4.5=-2733/1734, 5.6=-3281/2019, 6-7=-3281/2019, 7.8=-2733/1734, 8-9=-3008/1802, 9-10=-3560/2076 BOT CHORD 2-18=-1773/3196, 17-18=-1773/3196, 16-17=-1688/3226, 16-19- 1688/3226, 19.20=-1688/3226, 15-20=-1688/3226, 15-21=-1689/3226, 21.22- 1689/3226, 14.22=-1689/3226, 13.14=-1689/3226, 12-13=-1787/3196, 10-12=-1787/3196 WEBS 3-17=-540/452, 4-17=-413/824, 5-17=-782/409, 7-13=-782/409, 8-13=-413/824, 9-13=-540/451 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=3.Opsf; h=15ft; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 psi 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 BCOL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qtdb) 2=437, 10=437. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.393$0 MiTak USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING • Verity design panraeters and READ NOTES ON THIS AND INCLUDED attrEK REFERANCE PAGE M111-7473 rev. 1693WIS BEFORE USE. Dwkj t vulkl fug usu uNy wilt MI lul5 uutu wP0kas. II ds tk-slip r h WstmJ wYy uT m) butte r.etas srWWn. tMU is fui u r 1 Kllvkluul 1AAcle IC) Con 149M wnL t "t a In = system. Before use, the lxAdlrlg designer must vedry the g4XIcdxlity of design rxxameters and fxopetty Ineooporate this design Into the ovetdl txAdklg design. BrOCIng fr dIC010d Is to prevent txtcalrlg of frxllvkltx9 miss web aril/ot chard members only. Add911orKd lem"M and permanent bracing M iTek' Is dways required too sfabalty and to prevent collar xse vAlh posslAo persorld Injury and Ixoperly damage. for genetd guidance togarding the fdxlcotkxx slorage, det". etectlon and bmcftV of misses aril muss systems, soeANSI/TPI I Quality Cdleda, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlalxe from Truss Rate Ins8frtle. 218 N. Lee Street. Suite 312. AlexandAU. VA 22314. Tempo. FL 33610 Job russ rus5 Type WP0077 T13025969 WP0077 Al2 Hip t t 004 Job Reference (optionall uunaefs ruslboufce, lanpa, riani cay, tone Bubb . . —V iu av i i .,ii.. i .. .:. ~' 44 -- — ....o W. v ID:AeAoATVyRAFF51mF42W41Syp2gj_Pd3wddgYcBl2MUakhAlhDITTSX9UzrzvvXH6bzsYWt t-0 6a•8 12.0.0 t8.11.4 25.8-12 32.8-0 38-3.8 44.8-0 -8 6 4 8 5.7.8 6-t t •4 6-9-e 6-11 d S-7.8 6 4 8 -0 Sx8 = 20 11 3x6 = 398 = Sx6 = 5.00 f 12 Scale = 1:78.7 3x8 = 19 18 16 15 13 12 3x8 = 2x4 II 3x4 = 06 _ 3x8 = 2x4 11 3x8 MT20HS = 3x8 2x4 II 8-4-0 1 12.0.0 1 18.11.4 1 25.8.12 1 32.8.0 38.3.8 1 44.8-0 1 Plate Offsets (Y 6.4.8 Y)-- 5-7-8 6.11-4 - 12:0-4-2,0-1-81,14:0-5-12.0-2-81.18:0-3-0,0-2-41,fl0:0.4-2.0-1-81 6-U-6 - 6-11.4 rta o-4c LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.38 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.89 15-16 592 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(fL) 0.29 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 229 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 'Except' 4-6: 2x4 SP No 1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0.8.0 Max Horz 2=-75(LC 17) Max Uplift2=-447(LC 8), 10=-447(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 4-3-11 oc bracing WEBS 1 Row atnlfdpt 7-16.7-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3569/2069, 3-4=-3080/1838, 4-5=-3512/2159, 5-6=-3512/2160, 6.7=•3512/2160, 7.8=-2811/1764, 8-9=-3081/1838, 9.10=-3568/2068 BOT CHORD 2-19=-1768/3204, 18.19_ 1768/3204, 17-18=-1430/2795, 16-17=-1430/2795, 15-16=-1838/3511, 14-15=-1838/3511, 13-14_ 1838/3511, 12-13=-1783/3203, 10.12=-1783/3203 WEBS 3.18=-468/390, 4-18=-130/396, 4-16=-501/999, 5-16=-392/336, 7.15=0/273, 7.13=-983/495, 8-13=-423/847, 9-13_ 467/390 NOTES- (9) 1) Unbalanced toof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLIII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsl; h=1511; Cat. 11; Exp C: Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; 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 lot 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 (jidb) 2=447, 10=447. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39360 MiTsk USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNWO - Vedly design Penlmefere and REAO NOTES ON THIS ANO WCLUOEO MREK REFERANCE PAGE MIF74113 rev. 16,11 0r5 BEFORE USE. L V*flt WAM ItA tna vt dy w101 tA1wkd9 Cut u kA;k ts. Ma tleslyt t b lr:btltl Wtly tty rl µsnit ta1vii sl K M i. Wltl Is tut afi htllVICA d Liu&Ai 6I t:ul t ili A tent, nut a liras system. Below tao. the btAldarlg designet must verify the applicablity, of design "arneleis and Ixopedy Inlcogwfale It* design into Itle ovefall building design. 8iocalg Indicated is to buckling of Irdtvkluul buss web and/or CtKxd rnembots only Additional lempotary and permanent txackV MOW pfevenlS always reclilted tot stability and to prevetll co9glso w11h possible pelsondA Info y and Ixollerty damage. for general guidance rogardlng lbe fabricUlloix slaage, dellvery. orectlon and musses ofesaMuss systems. seeANSI/IPI I Quality Cdterla. DS8.69 and SCSI Building Componenl 6904 Parks East Blvd. k Safetyinformation avallatble from Inns Rate Institute. 218 N. lee Street. Stlte 312. Alexaddo. VA 22314. rnpo East 0 Te t Job rusb Truss Type City Ply T13025970 WP0077 A13 Hip I IWPO0771005IJobReference (optional) Budder! FpetSoutee, Tampa. Plant City, Fklnda 33566 7.640 S Aug lb z01 r MI I ex IneUSltteS. InC rue Jan !3 uvw:4z zula rage I ID:AeAoATVyRAFF51mF42W41Syp2gj_Pd3wddgYcBl2MUakhAlhDITMSVOUvGzvvXH6bz6YWt 1 5 2 3 11-0-0 18.7.4 26-0-12 33$-0 3&5.13 M t-O -8 5.2.3 5•f1 13 7.7 4 7.5.8 7.7d 5-f1 13 5 23 -0 Scale = 1:78.7 5x8 = 2x4 II 4x6 = 3x8 = Sx6 = 5 00 12 4 5 6 7 8 4 1 16 3x8 = 19 - - - 18 17 16 t5 14 13 12 3x8 = 2x4 II 3x4 = 4z6 = 5x8 = 2x4 11 3x8 MT20HS= 3x8 = 2x4 II 5.2.3 11-" 18-7.4 26.0.12 33.8-0 39.5-13 44•e-0 5.2.3 5-9.13 7. , 7.5.8 7-7.4 5-9.13 _ 5-2.3 la Plate Offsets (XY)-- 2:0-4-2,0.1-81,14:0-5-12,0-2.81.16:0-3-O.Edtlel 18:0-3-0.0-2-41, I10:0-4-2.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.40 15-16 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.97 15-16 545 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(rL) 0.30 10 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 226 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 4-6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0.8-0 Max Horz 2=70(LC 16) Max Uplift2=-457(LC 8), 10=-457(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row atmidpt 7-16,7.13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3594/2079, 3.4=-3173/1865, 4-5=-3823/2314, 5-6=-3823/2314, 6.7=-3823/2314, 7.8=-2902/1796, 8.9=-3175/1865, 9-10=-3593/2079 BOT CHORD 2-19- 1791/3230, 18-19=-1791/3230, 17.18- 1484/2882, 16-17=-1484/2882, 15-16=-2016/3820, 14-15=-2016/3820, 13-14=-2016/3820, 12-13=-1807/3229, 10- 1 2=- 1807/3229 WEBS 3.18=-387/343, 4.18=•83/377, 4-16=-62211211, 5-16=-431/370, 7.15=0/299, 7.13=-1189/613, 8-13=-405/851, 9-13=-384/342 NOTES- (9) 1) Unbalanced foof 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=1511; Cat. 11: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterfor(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 "If lit 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 Qt=lb) 2=457. 10=457. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Albani PE No.39380 MiTsk USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 0 WARNING - Verily design Pantmerere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M9.7473 rev. IM3A2015 BEFORE USE. 1kt5W vaAkl tut use unly vAll I lvalekS C" ateCfuts. Ints Uh-drift Is "Ily IgiW r Liar m"s 9 newt r, uI"h f A ai r it "IvkW Ixdtle 14 CAN I Iyul"d. i run a truss system. Before use. Ine txltdrtg designer must verify the aq)rd1caba1ly of design "amelets and ptopedy Incagwrote this design Into the overall bulling design. Broehg Indicated Is to prevent buckling of Inclivklual Inns web aril/or chord members orgy. Additional ternporcry and permanent txodng M iTek' Is always regaled for staUlty and to prevent collgxse with I>osslAe petsonal Inuty and fxoperty damage. for genetal gtld nce tegarding fr1e fagxlcatlon, storage, delNety, erection and txocIng of Irkmes and Inns systents, soeAN51/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from lntss Nate institute. 216 N. Lee Sheet. Stlte 312. Alexandria. a. VA 22314 Tampa, FL 33610 Job toss fuss Type ty WP0077 T M2071 W P0077 1411' Hp 1 1 006 Job Reference(optional) tsuaaeta h1re15aurce. 1 arlpa, roan Gay, Flonoa 3356o 7.540 a Aug 16 2017 Mrl sx Inaustrres, Inc. I us Jan 23 07:57)43 201E rage 1 ID:AeAoATVyRAFF5lmF42W4lSyptgi•SbBR7zdTJwJ9BW3nlPhxERgiVsuODUP772Hre 1 zsYW s 1-0 5.314 10-00 16.2-0 22.4-0 288-0 34.8-0 39.4.2 448-0 8 5 3 14 4.8-2 6.2-0 6 2-0 6.2-0 6-2 0 48.2 5.3-14 -0 5x6 = 3x4 = 30 = 4x6 = 5 67 3x4 = 5x6 = Scale - 1:78.7 3x8 = 18 „ 13 3x8 = 3x8 3x8 MT20HS = 30 = 3x4 = 3x8 MT20HS = 3x8 = 10.0-0 18.2-tt 26.5.5 34-8.0 448.0 10.0-0 B•2.11 8-2.11 8.2.11 10-0.0 Plate Offsets (XY)-- 12:0-4-2.0-1-81. 14:0-3-0,0.2-4 .17:0-3.0.Edgel, f9:0-3-0.0.2.41. 111:0.4-2,0-1-e1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.45 15.16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 1.12 15-16 473 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.28 11 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 217 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. WEBS 1 Row at nlidpt 5-18, 8-13 REACTIONS. (lb/size) 2=1700/0-8-0.11=170010.8.0 Max Horz 2=-64 (LC 17) Max Uplift2=- 467(LC 8), 11=-467(LC 9) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3507/2082, 3.4_ 3254/1886, 4.5= 2987/1808, 5.6=-4098/2424, 6.7=-4098/2424, 7-8=- 4098/2424, 8-9=-2987/1808, 9-10=-3254/1886, 10-11= 3507/2081 BOT CHORD 2.18=-1788/3165, 17-18=-2103/3943, 16-17- 2103/3943, 15-16=-2288/4255, 14-15=- 2106/3943, 13-14=-2106/3943, 11.13=-1803/3165 WEBS 3- 18=-235/309, 4-18- 471/954, 5-18=-124&701. 5.16=-106/398, 6.16=-282/199, 6.15=- 282/199, 8.15=-106/398, 8-13=-1248/701, 9-13=-471/954, 10-13=-235/309 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpl=O 18; MW FRS ( envelope) and C-C Exledor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; 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 (It=lb) 2=467, 11=467. 8)'Semi- rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date: January 23, 2018 Q WARNING . verity design parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE MD-7413 rev. 1041320I S BEFORE USE UW641 wlkl fur uw wtry WinWittk6co atrr.:lura. IIb slusVt b tArxxl uNy uln:rrn"taitulws Shvvvi n, ul nJ Is Im ist AxAvltAta4 lruaith Md ct tip A kA it. rut a lluss system. Below use. the building desig en must verily the opPllcotAlly of design paamelers amd rAoPOrly Incapotale this design Into It* ovoids building design. ® acing Irxllcated Is to rxevent b ucMlrlg of Individual truss web and/or chord members only. Additional lernpofay and peanaaenl txarfrfe MiTek' S always required for stability and to prevent colla xe Win possible peisonal May and property damage. fa geretal guidance regarding the falxlcatkxt slorago, delivery, erection and bracing of trusses and buss systems. seeANSI/1PI I Quality CMedo. OSS-69 and SCSI SuOding Component 6904 Panro East Blvd. Salety tnformallon available from buss Plate Institute. 218 N. Lee Street. Sulto 312. Alext endrkl, VA 22314. Tampa. FL 33610 Job russ ruSS ype T13025972 WP0077 A15 Hp 1 1 IWPOO77007 Job Reference (optional) mm rushwu,ce, allpu, rani l.ay, rgnaa J.1po0 r O4V a Aug le zV1 / MIIOK Inausifree, inc. iva Jan z7 Vr:ui:4O zvia rage 1 ID:AeAoATVyRAFF51mF42W41SypZgi-P JCYffjrXZIOpD9Pgk7Jsv9zgalhN70bimyjv2eYWq MO 4.9.14 9.0-0 15-8-14 22.4.0 28.11.2 35.8-0 39.10-2 44$-0 -8 4.9.14 4.2.2 6.8.14 6-7.2 8-7.2 ' 6.8-14 4.2.2 4.9-14 -0 Scale = 1:78.7 Sx8 3x8 = 2x4 11 4x6 = 3x8 = 5.00 12 5x6 = 20 3x8 = 17 16 15 14 13 3x8 = 3x8 = 6x12 MT20HS = 3x8 = 6x12 MT20HS = 3x8 = 9-0-0 15.8-14 22.4-0 28.11.2 35.8-0 44.8-0 fW-0 A-P-1A A.7.9 A.7.9 ' A.A.1d tLn.n Plate Offsets ()tY)-- 3x8 = 17 16 15 14 13 3x8 = 3x8 = 6x12 MT20HS = 3x8 = 6x12 MT20HS = 3x8 = 9-0-0 15.8-14 22.4-0 28.11.2 35.8-0 44.8-0 fW-0 A-P-1A A.7.9 A.7.9 ' A.A.1d tLn.n Plate Offsets ()tY)-- 12:0-4-2.0-1-81,14:0-3.0.0-2-41,17:0-3-O,Edp el, 19:0-3-0,0-2-41,111:0-4-2,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.82 Ven(LL) 0.53 15 995 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 1.22 14-15 434 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.51 Horz(rL) 0.30 11 n/a rVa BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 221 lb FT = 20*6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid calling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 8-13 REACTIONS. (Ib/size) 2=1700/0-8.0, 11=1700/0.8.0 Max Horz 2=-58(LC 17) Max Upl1112=-477(LC 8), 11=-477(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3509/2066, 3-4=-3320/1916, 4.5=-3061/1835, 5-6=-4760/2795, 6.7=-4760/2795, 7.8=-4760/2795, 8-9=-3061/1835, 9.10=•3320/1916, 10-11=-3509/2066 BOT CHORD 2-17=-1775/3162, 16-17=-2326/4348, 15-16=-2326/4350, 14-15— 2329/4350, 13.14= 2330/4348, 11-13=-1791/3162 WEBS 4-17=-478/974, 5-17=-1558/861, 5-15=-256/538, 6-15=-338/296, 8.15=-256/538, 8-13=-1558/861, 9.13=-478/974 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psh BCDL=3 Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown, 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 psi 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 tit 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 Qt=lb) 2=477, 11=477. 8) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING • Vottty dostgn panrmfers and READ NOTES ON THIS AND INCLUDED NI/EK REFERANCE PAGE NO-7473 rov. 16,030015 BEFORE USE. UwS4drtvidklI(Ause1NdyWile M11ek6cuiuIecluis.IrdsttesluiiIsLtizwUNtiyujmi"nr,"IiASSr1VVVn.laridIsIViCAI 1"VkAhALatkdh6d1.1.NIIIJVrIeid,Irut a truss system. Before use. Ira lxAcUQ designer inust verity the applicability of deslen patanelets a o popery incorpoiale n10 design Into 1ho overall buldlrV design. Bracing Indicated Is to prevent Ixtcldl ng of Individual Ines web and/of chord members orgy. AckAllonal tempota y and permanent txacing MiTek' S always tac9hed tot stabBlty, and to prevent collaimo wllh possmle pr:rsonal trytay and property damage. for general gudutce i he fa/xicalkln, storage. delivery, wecllon and txochtg of tresses and trust systems sooANSI/M I Quality Criteria, OSB-69 and SCSI Buildlerig 6904 Parke East Blvd Safety Information avdlable from Ines; Hale ansnrrie. 218 N. Lee Street. Scdlo 312. Adexadria. VA 22314. Tampa, FL 33610 Job russ fU85 ype y T13025673 WP0077 1:16 HIP GIRDER 1 3 IWPOO77JobReference (optional) auaaersruaraource,rarrya. rtam—y,riarrva,s.Uoo 10:AeAoATVyRAFF51mF42W41SypZgj•y65bMjsg489Wb57CNJA0vdp111GHMc49k9T107zsYWl 1-0 3.9-14 7-0-0 13-2.10 193.9 25.4.7 31-5.6 3:7 8.0 40.10.2 44.8-0 3.9.14 3.2.2 6.2.10 6-0.14 6-0-14 6-0.14 8 2.10 3.2.2 3 8.14 -0 1g Scale = 1:78.4 5.00 12 5x6 = 3x8 = 2x4 II 3x6 = US = 20 II Sx8 = 4 22 23 5 24 25 6 26 727 28 8 29 30 9 31 32 10 4x6 = 21 33 34 20 3519 36 18 37 38 39 17 40 1641 I5 42 43 14 4x6 = Sx8 = 23K4 II 5xe = Sx8 = 20 II 6x8 _ US = 4x6 = 3 1g LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.53 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.22 17-18 >433 180 BCLL 0,0 ' Rep Stress Incr NO W B 0.59 HOrz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 767 lb FT = 2006 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc pudins. 7-10: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=3396/0.8-0, 12=3396tO.8.0 Max Horz 2=46(LC 27) Max Upli112=-1 136(LC 4), 12=-1136(LC 5) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=•7701/2577, 3-4=-7756/2628, 4-22=-7278/2486, 22-23=-7278/2486, 5-23=-7278/2486, 5.24=-13511/4600, 24-25=-13511/4600, 6.25=-13511/4600, 6.26=-13511/4600, 26-27=-13511/4600, 7.27=-13511/ 4600, 7.28-13511/4600, 8-28=-13511/4600, 8.29=-11404/3895, 29.30=-11404/ 3895, 9-30=-11404/3895, 9-31=-11404/3895, 31-32=-11404/3895, 10-32=-11405/3895, 10-1 1=-7790/2640,11-12=-7726/2586 SOT CHORD 2-21=-2299/6978, 21-33=-3826/11471, 33.34=-3826/11471, 20-34=-3826/11471, 20-35=-3826/11471, 19-35=-3826/11471, 19-36= 3826/11471, 18.36=-3826/ 11471, 18.37-4545/13604, 37.38=-4545/13604, 38.39=-4545/13604, 17-39=-4545/13604, 17-40=-4545/13604, 16- 40=-4545/13604, 16-41=-4545/13604, 15-41=-4545/13604, 15-42= 2373/7210, 42-43=-2373/7210, 14-43=-2373/7210, 12-14=-2317/6999 WEBS 3-21=-144/365, 4-21— 674/2422, 5-21=-4670/1594, 5-20=0/514, 5.18=-754/2287, 6.18-670/418, 8-17=0/567, 8-15=-2461/823, 9.15=-656/411, 10.15=-1583/4652, 10.14=-34/606, 11-14-143/375 NOTES- (11) 1) 3-ply truss to be connected together with IOd (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as lollows: 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.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL= 1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. Thomas A Albani PE No.39380 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTsk USA, Inc. FL Cart 6634 7) ' This truss has been designedforaliveloadof20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 Wide Willfitbetweenthebottomchordandanyothermembers. 6904 Pafke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1136, Dote: 12=1136. January 23.2018 A6%%VWi0" Qreaks with fixed heels- Member end fixity model was used in the analysis and design of this truss. A WARNING - Vedfy dadgn pararnatara and READ NOTES ON THIS AND INCLUDED MMEK REF£RANCE PAGE MfF7473 rev. I&DWOIS BEFORE USE. LXOskyt vtlkt fur use AVV wlrt MIIek%cutlrreCl As. INS tk s1gr r b tAzeU uNy uµa r µaU i elwa arn wn, w1J IS I.v tin MwNnkluui IArWU IU CW r IJAX* 11. OK,' a Trusssystem. Befolo rise. the btllc&V deslgnet mull verity llte aIXAlcabllly of doslgn pararnelem and properly incotpOrale this design Into the oveld, Is budding Individual truss car]/or chord memo ns orgy. Additional lempaarry and permanent bracing M iTek' building design. Bracing Indicated to rxevenl of web is always t(Koted for slabally and to l) rovenl collgxe with l»ssdxo lx+rsoral hnMy and lxoperty danage for genefcd guidance fegatcang the labricollMstorage. delivery, erection and Iraclng of trusses and miss systems SOCANSI/rPI I Quality Criteria. OSS-69 and 6CSI BulMtng Component 6904 Parke East Blvd Safety Information available horn Ines Plate tnsokde, 218 N. Lee Slroel Site 312. Alexandra. VA 22314. Tanga. FL 33610 Job fuss T fuss Type y WP0077 Tt3025973 WP0077 A16 HIP GIRDER 1 3 J Reference(optional) tsudoers rlrsibouree. I enpa, ream Lorry. t-Ioraa ;reaob r.o+V nu9 1 o eV 1, m1 eK lnaasr.ye I O: AeAoATVyRAFF51mF42 W 4l Syp2gi-Iy65bMjsg489W b57CNJAOvdp 1 t6HMc49k9TjO7zsY W I NOTES- (11) 10) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 203 lb up at 7-0-0, 105 lb down and 107 lb up at 9-0-12, 1051b down and 1071b up at 11-0-12. 105 lb down and 1071b up at 13.0.12, 105 lb down and 1071b up at 15.0-12. 105 lb down and 1071b up at 17-0-12, 105 lb down and 1071b up al 19-0-12, 105 lb down and 107 Ib up at 21-0-12, 105 Ib down and 1071b up at 22.4.0, 105 lb down and 107 Ib up at 23-7-4, 1051b down and 1071b up at 25-7-4, 105 Ib down and 107 Ib up at 27-7-4, 105 lb down and 1071b up at 29-7-4. 105 lb down and 107 Ib up at 31-7-4, 105 lb down and 1071b up at 33-7.4, and 105 Ib down and 1071b up at 35-7-4, and 203 Ib down and 203 Ib up al 37-8-0 on top chord, and 317 Ib down and 109 Ib up at 7-0.0, 81 Ib down at 9-0-12. 81 Ib down al 11-0-12, 81 lb down at 13- 0-12, 81 lb down at 15.0.12, 81 lb down at 17-0-12, 81 lb down at 19-0-12. 81 lb down at 21.0.12, 81 lb down at 22-4-0, 81 lb down at 23-7-4. 81 lb down at 25-7-4, 81 lb down at 27-7-4, 81 lb down at 29.7-4, 81 lb down at 31.7.4, 81 lb down at 33-7-4, and 81 lb down at 35-7-4, and 317 lb down and 109 lb up at 37-7-4 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 4=-54, 4-10=-54, 10-13=-54, 2-12=-20 Concentrated Loads ( lb) Vert: 4=- 156(B)10=-156(8)21=-317(B) 5=-105(8)20=-58(8)18=-58(B)6=-105(8)17— 58(8)8=-105(B)9— 1 05(B) 15=-58(8) 14=-317(B) 22=- 105(8) 23=- 1 05(B) 24=-105( 8)25=-105(B)26=-105(8)27=-105(B)28=-105(8)29=-105(B)30=-105(B)31=-105(B)32=-105(8)33=-58(8)34=-68(8)35— 58(B)36=-58(8)37=-58(B) 38— 58( 8)39=-58(B)40— 58(B)41=-58(B)42— 58(8)43=-58(B) Q WARNING • Vedly dedgn parnmetan and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M.14473 rev. 16UW 15 BEFORE USE L)ullo 1 Volk) IW U» W dy VAN1 lids design Is Lnrx d to dy ut A t Iiiau111nfms sl 1uw11, utttl h (ut tin hK.ilvkkKd IAIIJil 4l CtA1iln+1Kn1L I "I a truss systern. Before use. the "cling dosigrxn must verity Ile ap lAcattllty of do*pt lxaanetets aril Ixopedy heorl"atu 9%design Into the ovolall bu lc9rlg design Bracing frxllccded Is to rxevent txtcldlrvj of IrvJNWtKA Irttm web and/or chard mombers orgy. AUcJ11Ionial tornporary and Permanent txackv M iTek' Is always regLAred for skriAlty and to Ixevent collgxo wllh posslAe persorgl k*jry and rxoporty domago. foe general guidance regarding the 6904 Parke Eest Blvd. faLxk:allon, slomoo, delivery. election and Ltrachtg of messes aext truss systems. soeANSI/IPI I Quality Criteria, DS649 and SCSI Building Component Tampa, FL 33610 Safety InformationavailablefrombussRatehn0kde. 218 N. Lee Street. StAte 312, Alexancirlo. VA 22314. Job runs fuss I ype WP0077 T13025974 WP0077 B1 I. Hlp 1 1 017 Reference (optional) Builders FuslSource. Tampa, Plant Gay. Florida 33566 7 640 a AUg 16 2U17 MI I eK indUSI$16$. InC I ue dan za u7 67:Oa zut6 rage 1 ID.AeAoATVyRAFF5lmF42W 4ISypZgi-W Ub6H5pinXC 1 Upifg2T2LbylcvzaEA_KaPP8ggzsYWd 1-0 4.3-ia 8-0-0 13.9.14 19.5.15 25 2.1 30.10.2 36.8.0 40 4.2 44 8-0 45 8 0 4 3.14 3.8-2 5-9.14 5 8.2 5-9-14 3.8-2 4.3-14 1-0 6x8 = 5.00 12 5x8 = 2x4 II 5x8 = Sx8 = 20 II 6x8 = 10 Scale = 178 1 Sx6 = 21 20 1s 18 17 16 15 14 5x6 = • 5x8 = 4x10 MT20HS = Sx8 2x4 II 2x4 II 5x8 = 7xl0 WB= 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 50 Vert(LL) -0.50 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.15 17-18 >459 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.24 12 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc puffins. 4-7,7.10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 5-21 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0.8.0. 12=1700/0.8.0 Max Horz 2=-52(LC 13) Max Uplift2=-487(LC 8), 12=-487(LC 9) FORCES. (lb) - Max. Comp /Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3629/2121, 3-4— 3469/1989, 4-5=-3235/1908, 5.6=-5485/3175, 6.7=-5485/3175, 7-8=-5485/3175, 8-9— 4747/2773, 9.10=-4748/2774, 10-11=-3477/1991, 11-12=-3631/2123 BOT CHORD 2-21=-1839/3279, 20-21=-2556/4748, 19.20=-2556/4748, 18.19=-2556/4748, 17-18=-2965/5486, 16-17=-2965/5486, 15-16=-2965/5486, 14-15=-1670/3197, 12-14=-1858/3281 WEBS 4.21=-528/1051, 5-21_ 1796/1008, 5-18=-460/896, 6-18=-300/260, 8-15=-900/474, 9-15=-352/296, 10-15=-1021/1833, 10-14— 38/296 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3 Opsf; h=15ft; Cat. II; Exp C; Encl , GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=487, 12=487. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - Verily dedgn Paramerere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE A07473 rev. IM312015 BEFORE USE. Lk-sV i vuikJ kA usn unly YAM MIIukQL CvlUtex:luls. II ds Jell 1 b I,nctl ul dy ul>A 1 µWin I stets Yruwl r, ur Kl h lul u r 11Kllvkhxrl LUBJII ld Cut I gnntul 11. Cl a truss syslorri. Before use. the IxRding designer must verify live appllcablilly of design parorneteis aril properly Incoriwrote this design Into the overall building design Bracing trxldcaied is to ixickling of Individual truss web aril/or chord members only. Additional temporary and permanent bracUtg MiTek• prevent Isalways tecludred for slabllity and to prevent collapse wllh possAAe personal Inhsy and lxopedy danoge For general guidance regatdfrng Be laixicallon, storage, delivery, erection and txacing of busses and Iris systems. SoeANSd/tPI I Quality Criteria, DS8-69 and BCSI Bulldog Component 6904 Parke East Blvd Safety Information avaltaWe from bum Rate Insdkrie. 218 N Lee Street, Bailie 312, Alexandria. VA 22314 Tampa, FL 33610 Job rasa Iruss lype T13025975 WPOO77 82 R"Special Gkder t 1 IWPOO77Ole Job Reference(optional) tsulleala haalbeurce, lamps, r'leal txy. hIMI(la w4b66 r 64U a Aug 16'Lul r MI t ex raauilflef, tnt. t ua Jan Z7 ur be uu "Lulu rage 1 ID:AeAoATVyRAFF5lmF42W 41Syp2gj•Sgthnr7J8Slj7s2nTV W OOI Y3jeki6Cd ljuElYzsYW b 1 70.0 10.4-0 11.4• 16.9.12 25-2.4 30.80 1• 37.9-0 44.8-0 1 7-0-0 3.4-0 S 5 12 Bd 8 5-5 12 6-0-0 7-00 Sx8 = 5x6 = 5. 00 12 5x6 = 3 M a 5 5x8 = 3x4 = 3x6 = 20 11 5x6 = 56 = 10 27 ?8 11 Scale = 1:81.6 3 to 3x6 = 21 29 20 19 18 30 31 32 33 17 16 15 34 35 14 3x6 = 2x4 II 3x8 = 3x6 = 3x4 = Sx8 = 36 = 3x4 = 3x4 = 7- 0-0 10.4-0 11.4 16.8-0 16• •12 21-0-025.2.4 25 -0 30.8-0 1.8• 37.8-0 44.8-0 700 3.4-0 5 4-0 01-12 4.2d 4-2.4 0.1.12 5.4-0 -0- 8-0-0 7-0-0 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.89 Vert(LL) 0.19 17-18 521 240 TCOL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 0.47 17-18 212 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.68 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 213 lb FT = 20*6 LUMBER- BRACING - TOP CHORD 20 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied. 5- 7,7-9: 20 SP M 31. 10-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3.11.6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at nildpt 5.18, 6.17, 9.17 WEBS 2x4 SP No.3 REACTIONS. All bearings 8.8.0 except 01=length) 2=0.8.0, 12=0.8.0. lb) - Max Horz2=-46(LC 32) Max Uplift All uplift 100 lb or less at joint(s) except 2=-318(LC 8), 18=-623(LC 5), 17=-765(LC 4), 12=-408(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=951(LC 19), 18=1820(LC 19), 18=1814(LC 1), 17=2080(LC 20), 17=2071(LC 1), 12=1134(LC 20) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1686/555, 3-22= 1237/461, 4-22=-1237/461, 4.5=-1309/476, 5-6=-287/1033, 6- 23=-410/1289, 23-24=-410/1289, 24-25=-410/1289, 7-25=-410/1289, 7-26=-410/1289, 8- 26=-410/1289, 8-9=-410/1289, 9-10=-1506/582, 10-27=-1928/751, 27-28=-19281751, 11. 28=-19281751.11-12=-2167/780 BOT CHORD 2.21 _ 470/1474, 21.29=-473/1496, 20.29=-473/1496, 19.20=-300/1029, 18-19=-300/1029, 18- 30=-1033/371. 30-31=•1033/371, 31-32_ 10331371, 32-33_ 1033/371, 17- 33=-1033/371, 16-17=-378/1158, 15-16=-378/1158, 15-34— 490/1448, 34. 35=-490/1448, 14-35=-490/1448, 12-14=-655/1916 WEBS 3-21— 71/516, 3-20=-357/157, 4-20=0/259, 5-20= 208/491, 5-18= 2264/738, 6. 18_ 605/388, 6.17=-304/131, 8.17— 630/390, 9.17=-2685/957, 9.15=-312/744, 10- 15= 273/268, 10-14=-227/543, 11-14=0/412 NOTES- ( 10) 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; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope): Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 2, 623 lb uplift at joint 18 765 lb uplift at joint 17 and 408lb uplift at joint 12 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39390 NiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Continued on Daae 2 Q WARNING - Vedly dedgn Parartletaa and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MD7473 rev. Ian IWI6 BEFORE USE Deblsp r vuikl Iw use w dy Min MII,*V Curu lei.:fws Ihb deslµl b l kre d w Jy urlun I.aw r reluu 51 ruWl r. and Is Iw CAI Y KIIAAK4 IAAUIl ai Cul lrpul lent. l rut a fluor system. Before use, the building designer must verify the crWIcatAlly of design polanolets and propofly Incorporate this design Into Ite overall building design. Bracing Indicated a to prevent txtcldlrvj of Individual film web and/or chord members only. Additional temporary and permanent txar_Ing MiTek' Is always regaled for staltlllty and to prevent collofxo with possible 1"sonal Inpay and papally damage. For general guidance rogading the latxlcatbn, storage, delivery, election and bracing of tnrsses and IArss system& seeANSI/1PI I Quality Criteria. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Iniss Plate Irlsande. 218 N. Lee Street, Suilo 312. Alexandria, VA 22314. Tampa, FL 33610 Job ruse ruse We WPOO77 T13025075 WPOO77 82 R"1 Special Gudet 1 t We Job Reference(optional) Builders rastsource, I a pa, clam city. Honda 33566 roava rug ro [vrr muarc mausmes. me VOVV"4-.20VVCV10 yec ID:AeAoATVyRAFF51mF42W 4ISyp2g1-Stithnr7JSS117s2nTV W 001 Y31ek16Cd I luElYzsYW b NOTES- (10) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 107 lb up at 7.0.0. 105 lb down and 107 lb up at 8-8-0, 105 lb down and 107 lb up at 10-4.0, 97 lb down and 109 lb up at 17-4-12. 89 lb down and 105 lb up at 19.6.4. 89 lb down and 105 lb up at 21-6-4. 89 lb down and 105 lb up at 23.6-12, 105 lb down and 107 lb up at 31-8-0. 105 lb down and 107 lb up at 33.8-12, and 105 lb down and 107 lb up at 35-7-4, and 203 lb down and 203 lb up at 37-8.0 on top chord, and 260 lb down and 109 lb up at 7.0.0, 81 lb down at 8-8-0, 317 lb down and 109 lb up at 10-3-4, 72 lb down at 17-4-12, 72 lb down at 19-6-4. 72 lb down at 21-6-4, 72 lb down at 23-6-12, 260 lb down and 109 lb up at 31-8-0. 81 lb down at 33-8-12, and 81 lb down at 35-7.4, and 260 lb down and 109 lb up at 37-8-0 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 (8). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3.4_ 54, 4-5=-54, 5-9=-54, 9.10=-54, 10-11=-54, 11-13— 54, 2.12=-20 Concentrated Loads (Ib) Vert: 3=-105(F)4=-105(F) 11=-156(F)21=-260(F) 20— 317(F) 15_ 260(F) 10= 105(F) 14=-260(F) 22=-105(F) 23=-97(F) 24=-89(F)25=-89(F) 26=-89(F) 27=-105(F) 28=-105(F) 29=-58(F) 30=-36(F) 31=-36(F) 32=-36(F) 33=-36(F) 34=-58(F) 35=-58(F) Q WARNING - Ve" design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA7473 rev. 1001WIS BEFORE USE. Ueglyt r vJkl lu1 uw orgy MART MIIe1C51,:urolaClW a. II11s ak-sl(y r !S liibtril ur'dy u{au1 i 1 liannlel5 51,u M r. W rtl h lu1 U r IrKlINi1lM IArWJl11d Cut n{u1 real. ntil a trusssyslern. Bofore use. the building deslarKN must verify the oroicablilry, of design patanelets and proprAly Incor{xxale this design into the ovelall design. Bracing Indicated is to bucktkng of Individual Ituss web and/ot chord members orgy. AUallloral lernpotaryaa1 permanent txacOW MOW bt>OalngpreventIsalways rood lot stablil y and to prevent collgzo Win possible personal Ir"y and {xopony, damage. rot general guidance regarclIng the MM Parke East Blvd. fabrication. slomoo. delivery, erecllon and tracing of tnrzes and Inns systems. soeANSI/fPI I Quality Criteria, DSB-89 and SCSI Standing Component Tampa. FL 33610 Safety InformationavallablefromTrussRateInstitute. 218 N. lee Street. Stride 312. Alexandlo. VA 22.114 Job I russ ru58 ype T13025976 WP0077 BJ1 I. JACK -OPEN 12 1 IWPO077019 Job Reference (optional) Budders FustSource. Tampa. Plain City. Florida 33566 7 640 s Aug 16 2017 MTak Industnes. Inc. Tue Jan 23 07:58 00 2018 Page 1 ID:AeAoATVyRAFF51mF42W41SypZg1-Silthnr7JSS117s2nTV WOOL kejt9iGnd 1juElYzsYWb 1-0-0 1-0.0 1-0-0 1-0-0 Scale = 1.6 6 20 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ob/slze) 3=-8/Mechanical, 2=125/0-8.0, 4=9/Mechanical Max Horz 2=30(LC 8) Max Upllfl3=-8(LC 1), 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1). 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15f1; Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 8 lb uplift at joint 3 and 69 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING . Venry daNgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD7473 rov. IMMIS BEFORE USE Lkasldl vtekl fur the unly Will NVly DCVAa jCfws. IIds Jesfdrr BL,1wUwdyulXm ti.sulrwleraslK VAt. toK161u VI hKflvkAKd I.va.9llijCurr11-1K1d. Iwo a truss system. Bofote one. the Ixdaing doslgnor must vodty the ce4xlcotAlty or design patameters are popetly Incorlxxate this ddnlgn Into Ih1e overall building design. Bracing Indicated Is to prevent lx,cafrng of trxnvkAKx Inns web and/or chard members only. Additional lempotary and pemlanent txaclrvj M iTek' Is always ioctuMed for slatAlty and to ixevont collcyuo whth possilAe personal trlpay and hxd ferly damage. For genoral guKknco regarding the latxlcallon, storage, delivery, erection and Lxactrq of Inrsses clnd truss systems. seeANSI/1PI I Guatity, Cdteda, OSS-69 and SCSI Buildings Component 6904 Parke East Blvd. Tampa FL 33610SafetyInformationavalfablefromerasPlatehsstihde. 218 N. Lee Street. Sudle 312. NexaMdo. VA 22314 Job I fuss toss ype ty wPo077 Tt3025977 WP0077 BJ3 Jack -Open 12 1 020 Job Reference(optional) Budders FirstSource. Teripa, Plant City, Florida 33566 r.ttnu a nag 16 Ze1 r rvrnex meusurea, irrc i ue don 23 vraavr ev 16 Faye i ID:AeAoATVyRAFF5lmF42W41Syp2(j-x3HFv7rl4SabLHRELB01zEavk7CLRj I mGNeoH_zsYWa 1-0-0 3-0.0 1 0-0 3-" 2x4 = 3-0.0 I zn.ri LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL I.25 BC 0.08 Ven(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=52/Mechanlcal, 2=187/0.8.0, 4=26/Mechanlcal Max Horz2=59(LC 12) Max Up11113— 42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1). 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale a 1:10.9 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 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 42 lb uplift at joint 3 and 72 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' Thomas A. Albani PE No.39360 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 A WARNING - Veft doefgn perrmeters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE N111-7473 rev. IM3Ml S BEFORE USE L)vag'r vutkl it* trap u dy Will Ml lnk6 Cwtrkn:lura. II ds Jaslyri b L.e.eaatl u dy uµr r Buie r wlma 51'rurM r, u rd b fur ter k KJIVkltxB tntatariy Cur uW)PUAi, a rut a truss system. Below use. tiff bJld1rV designer must verity the applicability of design pmameters aril properly Incorporale this design Into Itie overall ealctig trr licated Is to tAlchilflg lridly IR= web arirJ/o chord members ordy. Addlllor" temporary and permanent trachig MOWtrladhigdesign. prevent or ucd S always regaled toe staltillly and to prevent collgtso vAlh possible personal Nray acid propotty donage. For general guklarico regarding me tobrlCOHM Storclgo, delivery, erectktn aria Lrachig of tnesses and IT= systems, seoANSI/IPI I Quality Criteria, DS"9 and SCSI BuMng Component 6904 Parke East Blvd Suety Irdomanon avallable from IRets Plato hisltfrrie, 218 N. Lee Slreet. Stile 312. Alexandria, VA 22314. Tartpo, FL 33610 Job I fuss Truss Type aty ply WP0077 T13025978 WP0077 BJS JACK -OPEN 12 1 021 Job Reference(optional) tsuaaere mrsrsource, r amps, rranr any, donee JJnbb r.e4u a Aug le zu 1 r mr r an Inauumei. Inc r ue Jan ZJ uvowu 1 zu re rage i I0:AeAoATVyRAFF5lmF42W 41SypZq)-x3HFv7rl4SabLHRELB01zEagc79SRI 1 mGNeoH_zsYW a 1-04 5-0-0 1-0-0 5-0-0 2x4 = LOADING (PSI) SPACING- 2-0.0 CSI. OEFL. in loc) Weft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanlcal, 2=253/0-8-0, 4=46/Mechanical Max HorZ 2=91(LC 12) Max Uplift3=-81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale a 1:IS. 1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlenor(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 81 lb uplift at joint 3 and 75lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - VeAfy daafgn parometaro and READ NOTES ON TNlS AND INCLUDED Af/TEK REFERANCE PAGE MQ7477 rov. IWOSr20I5 BEFORE USE Uesign vJbJlur useunly Win miewuAavctAs. Is fur 1rut o trusssyslom. Bofore use. the building designer must verity the opolcabAlfy, of design pararnelers and Ixoperly incorporate mIs doslgn Into the overall building design. Bracing Intlkaled Is to provent buclding of Individual truss web and/or chard members only. Additional lernporary and permanent bracing M iTek' Is always regrMod for stability and to povent collorm wllh possible personal knhaY and txolx4ty damage. For general guidance regarding lino fabrication storage, delivery, erection and bracfrnp of comes and Inns systems WeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Indormallan available from truss Plate I ns8tule. 218 N.1 ee Street. Suite 312. Alexandria. VA 22314. tempo. Fl. 33610 O russ russ ype T13025979 W P0077 CJ7 Diagonal Hp Girder. 6 1 IWPOO77022 Job Reference tional tsueaers 1-4161bouree, 1 arrpa, rMnl any, rtonaa imao o+v s rvg o w... eR o war . ID:AeAoATVyRAFFSI44*2W41Syp2q)-PFrd6TsNrmmSyR00vuX VR77BWOFA6nvVONLpRzsYW2 1.5-0 5.2-9 9.10.1 1.5-0 5.2.9 4-7-8 Scale = 1:21 8 la 2%4 = ZX4 11 5 5-2.9 4.7-8 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 061 Vert(TL) 0.13 6-7 841 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.29 Horz(rL) 0.01 5 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=445/0.10.15, 5=288/Mechanical Max Horz2=131(LC 22) Max Uplifl4=-87(LC 4). 2=-145(LC 4), 5=-81(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-8=-769/203, 8-9=-743/218, 3.9=-709/211 BOT CHORD 2-11=-276l707, 11-12=-276/707, 7-12=-276l707, 7.13=-276l707, 6-13=-276l707 WEBS 3-7=0/308, 3.6=-761/297 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCOL=4.2psf; BCDL=3.Opsf, h=15ft; Cat. II; Exp C, Encl., GCpl=0.18; MW FRS (envelope), 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 87 lb uplift at joint 4, 145 lb uplift at joint 2 and 81 lb uplift at joint 5. 6) "Semi -rigid pilchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1-4-15, 68 lb down and 85 lb up at 1-4-15. 25 lb down and 38 lb up at 4-2-15, 25 lb down and 38 lb up at 4-2.15, and 50 lb down and 87 lb up at 7-0-14, and 50 lb down and 87 lb up at 7-0-14 on top chord, and 1 lb down at 1-4-15, 1 lb down at 1-4-15. 18 lb down at 4.2-15, 18 lb down at 4-2-15, and 38 lb down at 7.0-14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the muss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18. B— 18) Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 A WARNING - VeAly daoign parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Ma-7479 rev. 10A)IMI5 BEFORE USE DtrJo i vuild lira uw ut dy vA0 i M11u10 Gunn kAs. INS Uusldi i 6 L&r xl ur dy upuri µxix i iulun ahuwi i. um id IS lur ar t Irk11v1Juul b UBLUNJ Cui r 4nxlenl, rwl ppla (russ system. Before use, the Ixdidirg designer must verily Itte alcablilty of design patamefers and Ixoperty Incompotale, ItUs design into Ine overall txBa9ng design Bracing Inalcated Is 10 bmlding of IndlvkAial leas web and/ar chord members only. Additional lempolary, =I permanent bracing WOWrxeveru Is always required nor stability and to ixevent collatne YAM poss6No petsonal Injury and Ixoperty damage for general guldcnce regarding rate labricalkxt storage, dultveiy. etecllon and bracing of tnases and kits systems, seeANSI/1PI I Quality Cdiarla, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Tanga. FL 33610SalaryInformationatvalicdlefromInisNateInsBare. 218 N Lee Slreel, Sidle 312. Alexandria. VA 22314. Job rush fuss Type City T13025980 WP0077 EJ6 Jack•Open 3 1 IWPOO77023 Job Reference (optional) aunaers "sm-ource, rarrpa, riann Gay. t-wiaa rsaoo r.o+u c null to ur r mu en mausrr... me are ran zs vi 06.VG ZV r0 r ge r ID:AeAoATVyRAFF5lmF42W41SypZcj•PFrd6TsNrmiSyROOvuX VR7yuWTXAAHwVONLpRzsYW2 1-0-0 6-" 1-0-0 6-0-0 Scales: 1:17.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vefl(TL) -0.15 2-4 >455 180 BCLL 0.0 ' Rep Stress Incr YES W B 000 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=143/Mechanical, 2=288/0-8-0, 4=56/Mechanical Max Horz2=106(LC 12) Max Uplift3=-100(LC 12), 2=-78(LC 8) Max Grav3=143(LC 1), 2=288(LC 1), 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15fh Cal. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) and C-C Exterior(2) zone,C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent vnlh 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 3 and 78 lb uplift at joint 2. 6) 'Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 66U 6004 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 0 WARNING - Vodry drargn parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE 0110-7473 rev. 10ADVAIS BEFORE USE. Uusldn vulki lui use: ur riy win t MI lakt5 t ")i ve Cturs. Irgs dersldi r b lewd AVy ulna i p our r rulers shuwl i. tm YJ 6 lui ear h rJlvkluui Wa<nr Nd i,ui rqcur fur ri, r wf OFaxatrusssystem. Before use, the building designmust verity the arolcabaity of design parameters and ixopeily hncorporate this design Into Ilw overall buAdng design. Bracing Indicated Is to rxeveni buckling of Irndlvkkra truss web and/or chord members orgy. Additional temporary and permarwnt bracing WOW is always regJred for stability and to ixeveni collapse with possliAe personal Injury and OroperlY damage. For general guidance regarding the labricollorx slotage, delivery, efectlon and bracing of inures and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Institute. 218 N. Lee Street. Suffe 312. Alexandria, VA 22314. Tampa. FL 33610 Job T rUS TrUSS Typo T13025991 WP0077 Ed6A Jack -Open 1 1 IWPO077024 Job Reference(optional) Builders FirstSource, Tampa, Plant Cay. Florida 33566 6-0-0 2x4 = 7.640a AU9 1ti Yel r MilaK 1naUSlrree. inC. 1 %G Jan ZJ er:ba:e.7'Ze1a Page 1 ID: AeAoATVyRAFF51mF42W4ISyp2gl-1SP?Kpt?c3gJaabdTc2D2ff6rvrpmvdW 3kg7vMtzsYW Y LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.06 1-3 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TL) 0.15 1-3 455 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. ( lb/Slze) 1=207/0.8.0, 2=151/Mechanical, 3=56/Mechanical Max HorZ 1=95(LC 12) Max Upllftl=-44(LC 12). 2=-104(LC 12) Max Grav1=207(LC 1), 2=151(LC 1), 3=112(LC 3) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.1 0 0 N C4 NPLATES GRIP MT20 244/190 Weight: 19 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS 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 44 lb uplift at joint 1 and 104 lb uplift at joint 2. 6) ' Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Albani PE No.39380 MiTsk USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - Verily dedyn peratnefenr and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A07473 rsv. 1"31015 BEFORE USE. Ik- sl i r vutkl fix tnu w dy NA0 t MIIvkND cui uxn:tuis Il ds Jrdgi 1 b lnKexl w dy ut t+i'1 µew t relvra rdwvn t, ui 1J K lur u r k rJlvltkuul WYJk tU cu1 r tµit 1vnt. r rJl a truss systorn. befow use. Iho building designer roust verify Ito aril)lIcabllly of design parameters and property Incogxxalo this design Into tho overall txdldlrlg dr151gn. Bracing Indicated Is to Ixiciding of Indivlrlucil truss web and/or chord members orgy. Ackatlorvd lernpotary creel peirnanent txaeing M iTek' preventIs always iegtdred lot stability and to Ixovenl cdloIxe Win possible personal hfiay rind property, damage For general guXJonce fogadrlg Vie kA. xlcatkxL sloiage. dellvory, erecilon aril txacing of misses and truss systems. seeANSI/IPI I Gucdlty CdledO, DSB-69 and SCSI Building Component 6904 Parke East Blvd Tarrpa. FL 33610 SafelyInformationavalk"e from In= Plote frttnit0e. 218 N. Lee Streel. Stlte 312. Alexordkb, VA 22314. Job cuss fuss ype WP0077 T13025982 WP0077 EJ7 Jeek•gpsn 24 1 025 Job Reference (optional) oumefs "suNaurce. i orrpe, rlant cny, forma J366o 7 640 a Aug 16 2017 Mu ek Inailslfres. IOC. rue Jan 23 07:59:03 2016 Page I I D:AeAoATVyRAFF51mF42W41SypZq1-lSP?Kpt?c3gJaabdTc2D2ff6_woUvdW 3kg7vMtzsYW Y 1-04 7.0-0 1-0-0 7-0-0 3x6 = LOADING (psi) SPACING- 2.0.0 CS1. DEFL. In loc) Well Ud TCLL 200 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.10 2.4 772 240 TCDL 7.0 Lumber DOL 1.25 SC 0.48 Ven(TL) 0.24 2-4 337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ibtsize) 3=159/Mechanical, 2=324/0.8.0, 4=78/Mechanical Max Horz2=122(LC 12) Max Uplift3=-102(LC 12), 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 102 lb uplift at joint 3 and 85 lb uplift at joint 2. 6)'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cen 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - Verify design panmaten and READ NOTES ON rmJS AND INCLUDED MREK REFERANCE PAGE M&7473 rov. 11162MIS BEFORE USE. L1es14Ir r vAkl IAA use unly Wi01 MI lekV cuu it wckAs. INN JtIsidi r Is Lnie (Ady uµa r p iada r rulers shuwr r, da KI Is Iw dr r h KMvkluul lAdding Cur r 61AA kA If. r rut a buss system. Before use. It* buildlrg designer musl verify the W)rAlcabillty of design parameters and Ixoperly hlcoilwrale tilts design Into the overall txdldAng design Bracing Indicated Is to prevent bucairg of 1ndNkkKL Inns web aril/or Chard members only. AddAlbrwl temporary and permarwnl txaclrl0 M iTek' Is always required for stability and to Ixevent collatze vAlh Ixlsshllo personal htltal' and lxoperly damage. For general gtdddnco ie"derg the foLrlcatkxL storage, delNery- erection and bracing of Inases and truss systems, seeANS1/FPI I Quality Criteria. OSS-99 and SCSI Buthnng Component 6904 Parke East Blvd Safety Information avdaatxe from In#% Nate I nsllkife. 21e N. Lee Street. StAte 312. Alexandria, VA 27314. Tampa. FL 33610 Job I fuss fUs8 ype 077 Tt30259(13 W P0077 MV 1 Valley • 1 1 1wP0JobReference (optional) Builders FirstSource. Tampa, Plant Cdy. Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 07:58:04 2018 Pop 1 I D:AeAoATVyRAFF5lmF42W 41Syp2ql-LeyOX9ueNNyACkApOJZSasCO6K01e4m0yKsS WzsYW X 4.0.0 4-" 20 !::; 20 II LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) Scale . 1:11.3 OEFL. In (loc) I/dell L/d PLATES GRIP Ven(LL) n/a We 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(rL) 0.00 n/a (Va Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=115/3.11.6, 3=115/3.11.6 Max Horz 1=49(LC 12) Max Uplifll=-26(LC 12), 3=-47(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood Sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at Joint 1 and 47 lb uplift at Joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cart 66U 6004 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 4L WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED AU EK REFERANCE PAGE ArIF74T3 rev. I40MIS BEFORE USE 0-.- 1vWkJfw usuuNywillr MIiuk6 i.wirwCI(AS. Ihls MsskyrbLtie.l urYyuµei µuwuatats9wvn r. unitkfut isrYK VICkwl LA&IIIVCur16 K~1. trot o liusssystain. 8oforo rare. the bulk g deslgrat must verity the appitcabaily or deslgl paiametois and rxopetly hcorllorale this design Into the overcall txAding design. Bracing lrld iccated is to prevent budding of Individual Inm web and/or chard members only Additional nallemponary and Mtenanenr bracing MOW is always te"od for stability and to prevent callopse uAlh p Mule personal U*iry end Ixoperty damage. For g nerd g lda nce regarding the lobricollom storage. delivery. erection and blachg of tnassm and tnm systems, seeANSI/TPI I Quality Criteria. 038-89 and SCSI Sulldlng Component 6904 Parke East Blvd. Safety Information available from lam Rate buakrie. 218 N. Lee Street. Stdle 312. Alexandria. VA 22314. Tampa. FL 33610 Job I nLss fuss ype Tt3025984 WP0077 MV2 Valley • 2 1 IWPO077027 Job Reference(optional) Builder* FirstSouree. Tampa, Plant City. Fbnda 33566 20 i 2-04 2-0-0 7 640 a Aug 16 2017 Milan lndaitrlee. InC. I ue Jan 23 07:56 04 2010 PS90 1 I O:AeAoAT VyRAFF5lmF42 W 41SypZgi•LeyOX9ueNNyACkApOJZSasCOgKFve4m0yKsS W zsY W X 4x6 = 5.00 12 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 IVA We BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=41/1-11-6, 3=41/t-11-6 Max Horz 1=18(LC 12) Max Upliftl=-9(LC 12), 3=-17(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Smote a 1:7.0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 2.0.0 oc puffins, except end verticals. Rigid calling directly applied or 10-0.0 oc bracing NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 9 lb uplift at joint 1 and 17lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Can 663/ 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2018 Q WARNING - VaAIy design pantnWo s and REAO NOTES ON THIS AND INCLUOEO AVI EK REFERANCE PACE Ma•7473 rov. I64032016 BEFORE USE Ueslbllt "kl fur trx to dy wtal MI lekV curotuelugs. ll is Jesldrt 6liased unly upon I.AW r-legs shuwn. ur rd K ItA un Wvkktul LAAlllr tlJ Cur r47ur-r J. 11u1 a teas System. Below use. the bulking designer must verify the a0bdlcabllly of deign pararnerem and ptopetty Incorporate lhisdesign Into the overall ding design. Bracing Indicated is to buckling of trldMdtxl truss web onalor chotd members only Addllond lemporary anct peananent bracing M iTek' prevent Isalways togWed for stability and to prevent collopse Win possible persona/ Inlay and ptoperl , damage. for general guldmce regarding the fabrication, storage• detivety, erection and bracing of Irmses and truss systems, seeANSI/1PI I Quality Criteria. OSS-69 anal SCSI Building Component 6904 Parke East Blvd. Safety information available from truss Rate Insanrie. 218 N. Lee Street. Stlte 312. Alexancldo. VA 72314. Tompa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 4_ 1 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-'hdr For 4 x 2 orientation, locate plates 0-'44' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 softwore or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPI l : Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: 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 0 c O U a O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 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° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on 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 oil 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. Comber is o non-structurol consideration and Is the responsibility of truss fabricator. General prochce Is to comber for dead load deflection. 11. Plate type. size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in oil 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 B installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and bad 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. IT AJfgh- FINAL BOUNDARY SURVEY 1- 3 \9 ca o c o. N A IIm 0 c O 0 k" 0. 0 0:)W 0^ N 0 In b) V4) J 00 w rA 00 v Z 0 m$ WYNDHAM PRESERVE PCP LOT 77 PB 81, PG 93) 2 CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 61.00' 027'30'08" 29.28' 29.00' S 76'31'53" E C2 100.00' 090'00'00" 157.08' 141.42' S 45' 16'57" E C3 100.00' 1 057' 17'24" 1 99.99' 1 95.88' S 28'55'39" E LINE DATA TABLE NO. BEARING LENGTH L1 N 89'43'03" E 13.99' SIR r 9to m J YU Z3 f/fK a 39.5' LOT 77 AREA = 10,046 S.F. 4 PCP NIGHT HERON DRIVE 50' RIGHT—OF—WAY CONC CURB (PRIVATE ROAD) ICI L\,@,trop EIev=20.94' CONCRETE SIR -- SIDEWALK SIR I " C co 9, —— — — —— — —- CONC tNn WALK iJ24 O 10.2' L73 t W h I STORY RESIDENCE d O 3918 NIGHT HERON DRIVE LOT 78 FFE=22.31 Ilzi 0 44.7 10.2' G 0 a o a- A/C 10.0 PAD 11 - - - - - - - LO' WALL ISIREASEMENTSIR 94.32' S89'52 08'1 V South boundary of Lot 77 TRACf D CONC WALL Building Setbacks LANDSCAPE BUFFER) Setbacks: Per construction plans for BUILDING LAYOUT NOTE: 1MDHAM PRESERVE', City of Sanford, SURVEY NOTE: Seminole County, Florida. NO SOD AT TIME OF SURVEY Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, andFront = 25' DIMENSION NOTE: immediately advise GeoPoint Surveying, Inc. ofRear = 20' Proposed building dimensions any deviation from information shown hereon. Side = 7.5' shown hereon are of the exterior. Failure to do so will be at user's sole risk. LB -Lice -L` " u""` LEGEND-ADUSSO-Access/Drainage/Utilities/SidewalkicensedsineggBFP- Backflow Preventer Sight Distance Easement S - Survey PRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description Fdo P&L -Florida Power Light P -plat FFE -Finish Floor Elevation 0. Deed Book R -Water Meter O.R.- Official Records Book 04-water Valve P.B. - Plat Book Vr--Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter EIev. -Elevation RCM -Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver M -Telephone Box SW -Sidewalk E -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole Gn -Grate Top Inlet Light Pole P.U. E.-Public Utility Easement E--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride 0 -Storm Sewer Manhole NCS -No Comer Set (Falls in Water) 0 -Sanitary Sewer Manhole SF -Square Feet Ewa -Electric Handhole O.U. E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK M-Irrigation Control Valve P.K. - Parker Kolon Nail i' -Sign SIR -Set 1 /2' Iron Rod L87768 WD4-Cate Water Valve SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 Existing Grade F1P -Found 1/2' Iron Pipe L87768 Cl -Blow-off Valve FPKO -FoundP. K. Nail & Disk L87768 -a.-Drainage Flow Direction FCM -Found 4'x4' Concrete 10.0 -Proposed Design Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of - way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. S. Additions or Deletions to survey maps or reports by other than the signing party or parties Is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 120'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency' s Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone Y DESCRIPTION: LOT 77, according to the plat of "WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey-, 05 25 18 555 winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 4 .027, Florida Statutes. / GeoPoint Surveying, Inc. Ja4es D. Leviner LS6915 Drown: RCA Checked: JDL P.C.: Data File:8ftemiEnt-Plat FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. ..............5. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 05/29/18 Dwg: -IatT/ Order No.: RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 11 E. Field Bk: e- ENVIRONMENTS FOR Lii SITE ID: 3TN141 LOT: T7 BLOCK HOUSE 3910 STREET: NIGHT HERON OR CITY., SANFORD STATE: FL ZIP: 32T71 COUNTY: SEMINOLE ACCOUNT! 00Y8TAFL BUILDER: STARLIGHT HOMES SUBOMSION: VYYNOHAM PRESERVE COMMUNITY: WA PLAN: NOP 10110*017 PROGRAM: HERS)100% TESTER: EFL IECC: 2006 CLIMATE ZONE PROPERTY OWNER: PROPERTY ADORESS: 3916 NIGHT HERON OR, SANFORD. FL ]2T71 TEST: BLOWER DOOR RESULT: PASS TESTER: Oeva RevaM DATE: O'N142016 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5.1 ANC Acdss Psnel (tully 246keted and mutated x 5.2 Attic drop -down Star fully asketed and insulated x 5.4 Reussed Lighang Futures (ICAT labeled and seated to d II X 5.5 Whole "use Fen insulated gasketed to the opening x 7.3 Fresh or ventdsuon Installed per programSpecs x WwAt Door So Term 60 Actual Room Pressure Teat BUILDING ORIENTATION PROGRAM VOLUME U. CODE VOLUME CU. PROGRAM SHELL 0. CODE SHELL N 0' NIA 14.470 0 0 PROGRAM CFM 60 000E CFM 60 PROGRAM ACM 60 CODE ACH 50 PROGRAM of Shell CODE of Shall 0 t,eee 7 1,232 Moir O Mn Bdtln 0 Sinn 2 0 Sam 31 0 Bsm 6 1 0 Rm 1 1 0 RM31 0 OIMr 1 0 Sdmt 4 0 Rm 2 0 Can Energy Sur Oue01Md s? Efficient UgIdIng P ? 60 at s Of Hertlwlred Ughts Must Be CFL Or LED Law Flow Fauab, Toilets ett:? tttmetle Thetmosw x CotlNed Green Pmgmm Leval Requires Vhun htaper bet sy"m Ihm Location Mmuesclatrer Name MOON 01 Model62 Model63 Model 64 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTDOOR NIT OUTSIDE CARRIER CH14MB024 SYSTEM 1 HVAC INDOOR COIL SYSTEM I HVAC AHU (HEAT PUMP INTERIOR CARRIER F84CNP030 SYSTEM 2 FURNACE SYSTEM2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP SYSTEM 4 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) BUILDING 1NPECIFIGTIONB BUILDING CHARACTERISTICS AS DESIGN - VALUES AS BUILT -VALUES COMMMENT e OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM) I NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R•VALUE REM NA NA DUCT RETURN R•VALUE REM NA NA TEST. SLOWER DOOR RESULT: PASS TESTER: Dave Revt10e DATE: ON24=16 BUILDING SPECIFICATIONS BUILDING CHARACTERISTM.B AS DESIGN - VALUES AS BUILT -VALUES COMMMENT PROGRAMMABLE THERMOSTATS (PRIf) YES WATER HEATER TYPE PRIF WATER HEATER FUEL TYPE PRIf WATER HEATER SIZE. EFFICIENCY 6 LOCATION PRIF INFILTRATION MOUSE LKG ACH REM NA Mt : $.I I CI . 5.11 ACH $0 Puab FRESH AIR VENTILATION TYPE PRIf AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REOUIREO REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION f OF FANS REM NA NA VENTILATION TIME • MRSIDAY SPECIFIED REM NA NA VENTILATION TIME SET BY MVAC CONTRACTOR MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S PRIf INTERIOR % OF CFUS PRIf DISHWASHER(PROF) REFRIGERATOR PRIf FOUNDATION TYPE (PRIF SLAB TYPE PRIF) SLAB AREA PRIf SLAB DEPTH PRIf SLAB FULL PERIMETER PRIF SLAB GRADE PRIf FLOW RING PRI HEATING REM NA NA COOLING REM NA NA AIR -SOURCE HP REM NA NA WATER HEATING (REM) NA NA TEST: DUCT BLASTER RESULT: PAN TESTER: 04ve RoveN DATE: 0=4=16 TOTAL CONDITIONED FLOOR AREA 1 0 1,551CFASOFT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET 0.00% 12.00% SYSTEM 1 80 FT. SERVED (CFI) 0 1,551 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 124 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 39 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinity% 3.60% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 106 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM I TOTAL DUCT LEAKAGE (% OF NON% 0.00% CFM26) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 90 FT. SERVED (CFI) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM26) TARGET ° ° (CFM25) ACTUAL (x of CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE 0 0 SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET (CFM26) ACTUAL CFA) ACTUAL SYSTEM ] 80 FT. SERVED (CFA) 0 0 SYSTEM ] DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM i DUCT LEAKAGE TO OUTSIDE SYSTEM 6 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM2S) ACTUAL (% OF CFA) ACTUAL SYSTEM 6 TOTAL DUCT LEAKAGE 0 0 SYSTEM 0 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET (CFM2S) ACTUAL CFA) ACTUAL SYSTEM 4 60 FT. SERVED (CFI) 0 0 SYSTEM /DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUT810E SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM26) ACTUAL (% Of Cf/) ACTUAL y TEST: DUCT BLASTER RESULT: PASS TESTER: Om Rmaft DATE: O&WAIS SYSTEM 4 TOTAL DUCT LEAKAGE10101 SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE (%OF CFM20) TARGET (CFM25) ACTUAL CFA) ACTUAL R"llO 2 SPFcIPlr-AT[fM BUILDING CIIARAG.TERI$TICB ONOESKIN • VALUES AS BUILT • VAL ES COMNNENT DUCT LEAKAGE TO OUTSIDE REM A t0.036 CF,M25 / CFA TOTAL DUCT LEAKAGE REM) 2:CFM25T/jCFAjJWNWIWfflHIWWj FLOW RING PRI 110M, FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3918 Night Heron Or Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3918 Night Heron Or (Lot 77) Jurisdiction: Cond. Floor Area: 1551 Cond. Volume: 14470 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: Sinale or Multi Point Test Data HOUSE PRESSURE FLOW: 1 50 Pa 1232 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm CFM(50): 1232 ELA: 68 EgLA: 160 ACH: 5.11 SLA: .04 ACH(50) ' : 5.11 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches 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. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; S. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Digitally signed by Dave Revelle L( Date: 2018.05,24 21:17:52 EDT CN=Dave Revelle, O=TopBuild Home Services, OU, EMAI LAD D R E SS=dave.revelle Signature: sgtopbuild.com, C=US Printed Name: Dave Revelle Date: 05/24/2018 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 third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing Topeuild the opportunity to provide the aoove Services for you Please feel free to contact me with any questions. 10/25/2017 377144EFL