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3897 Night Heron Dr- 18-288; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000004 BUILDING PERMIT NUMBER: 18-10000004 DATE: January 02, 2018 Td q y 3 ( 7 UNIT ADDRESS: NIGHT HERON DR 3897 17-20-31-502-0000-2000 TRAFFIC ZOPJURISDICTION: TW: SEC: TWPRNG: SUF: PARCEL: SUBDIVISION: TRACT: O(I 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: 3897 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 200 SFR DETACHED FEE BENEFIT RATE UNIT CALC TYPE DIST SCHED RATE UNITS UNIT TYPE TOTAL DUE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 ROADS dwl unit 705.00 COLLECTORS N/A Single Family Housing .00 1.000 dwl unit FIRE RESCUEN/A 00 LIBRARY CO - WIDE ORD 00 Single Family Housing 54.00 1.000 SCHOOLS dwl unit 54.00 CO -WIDEORDSingleFamily Housing 5,000.00 1.000 dwl unit 5,000.00 PA LAWENFORCE N/A 00 DRAINAGE N/ A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1- BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T1jIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTYROAD, FIREHRESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. TH9 REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OFRULESGOVERNINGAPPEALSMAYBEPICKEDUPORREQUESTED, FROM THEPLANIMPLEMENTATIONOFFICE: 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 COUNTYBUILDINGPERMITNUMBERATTHE 'POP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. 0 Jr f 'a "t mr. Z CITY OF SANFO D8BUILDING & FIRE PREVENTION hy. PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: Historic District: Yes No Parcel ID: 17-20-31-502-0000- a000 Wyndham Preserve Lot aoo 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: Street: 1405 Old Alabama Road, Suite.200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : No Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fax: 407-647-0700 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 Bonding Company: Address: NA E-mail: sives@mulhemkulp.com Mortgage Lender: Address: NA 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: P Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 4 ^ r 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 a d zoning. 4ls gi Si o er/Ager Date Signature of tractor/Agent Date R Print Owner/Agent's Name 10 G 4, V Islu- Signature of Notary-S loriWayne Date s NOTARY PUBLIC STATE OF FLORIDA y J' Comm# GG113111 hCE 19 0 Expires 6/21/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID obei t Miles Print Contractor/Agent's Name Signature of No a of 18e Mange) Date c+' r° NOTARY PUBLIC x,. '.:? ,o STATE OF FLORIDA 1 J? Comm# GG113111 Expires 6/ 4/2021 Contractor/Agent is sonally Known to Me or Produced M ype of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Q Electrical Mechanical a Plumbing© Gas Roof Construction Type:y b Occupancy Use: R S Flood Zone: -Sew Total Sq Ft of Bldg: 7,15q(g, Min. Occupancy Load: \ # of Stories: L New Construction: Electric - # of Amps I <o Plumbing - # of Fixtures l —7 Fire Sprinkler Permit: Yes No R # of Heads APPROVALS: ZONIN 11 UTILITIES: ENGINEERING: IMTG I-lb-Wft3 FIRE: COMMENTS: Ok to construct single gamily home with setbacks and impervious area shown on plan. Zak_ 21)°f 5 geacc i - S , CAL Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Slr S• -i• ig Revised: June 30, 2015 Permit Application Al CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: Historic District: Yes No Parcel ID: 17-20-31-502-0000- a00p Wyndham Preserve Lot 49W O 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 .'Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: Street: 1405 Old Alabama Road, Suite.200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : 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 Fag: 407-647-0700 No State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 SoUth Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: Address: Address: NA 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: V Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit.is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction a d zoning. qi Si o er/Age Date Signature of tractor/Agent Date Jck)o Reno Robert Willets Print Owner/Agent's Name Print Contractor/Agent's Name iIs Signature of Notatfy-StjIon3tPeYna M0 " Date NOTARY P BLIC STATE OF FLORIDA Comm# GG113111 E IS pires 6121 /2021 Owner/ Agent is Personally Known to Me or Produced ID Type of ID Signature of No aS fae,of )fie Mangel Date w nb NOTARY PUBLIC r ljo STATE OF FLORIDA Comm# GG113111 Expires 6/ 1/2021 Contractor/ Agent is Z Pefsonally 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: Total Sq Ft of Bldg: Occupancy Use: 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 Af UTILITIES: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shape 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: 3897 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-2000 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) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 18-288 Reviewed by: Michael Cash, CFM Date: January 8, 2017 r n pa Application for Paved Driveway, Sidewalk or a Walkway Including Right -of -Way Use & 1 o1ZIDF _i87_9 Landscaping in Right -of -Way www-sanfordfl.gov Department of Planning 8r 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 Clty's regulations and the attached construction plans approved as part of this permit. The permit Is required for driveway or r sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a r 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 irmwwhawbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbemnyoudrp. 1. Project Location/Address: 3$9-7 a!!a,M "e o vt D-,Ve, 2. Proposed Activity: `A Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: C,erLStvt nk- -t 2 This application is s mitt y. Property Owner: John Reny Signature: Print Name: Address: Phone: 4,6 - - OtLp I Fax: Lt%-1- i&L4-1- e`LO0 Email:-fV-\4!nR34/e Date: 17.--_t0- t1 m "..sumo w voFwnarvn nwmu— unu wau vu J The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the Improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-cf-way adjacent thereto. Requestor may, with written City authorization, remove said Installation/Improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to Its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all Ilabllltles, 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 Signature: nd the above statement and by signing this application I agree to Its terms. Date: I Z. - -,J-w - )1 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. IPre-pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: Site Inspected by: Special Permit Conditions: Date: November 2015 ROW Use Drlveway.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 1`a-aLv - 1-7 Project Name: Wyndham Preserve - Lotto Project Address:'Jw9"I Kl \nht VC Dn. ford 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. U, 4Q11A_l Robert Willets &c d& EqsEerbrookPrintIgame.Df Owner/Tenant Print N e of Ge Contractor Print Name of El. Contractor Signature o wner/Tenant Signature of Gen. Contractor 4ignature of El. Contractor CGC1522347 Ec M3Dt o Gen. Contractor License # El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: o Progress Energy o Florida Power and Light on Rev. 02/10/15) LEVHTED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: _ I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 9' The specific permit and application for work located at: 2)'? 9'1 L.',x-, 17 n :v` Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: RobertWillets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was acknowledged before me this Q l day of Irc-_, 200 lam_, by ohert Millets who is personally known to me or who has produced identification and who did (did not) take an oath. Shayne Mangel X'* C91v OTARY PUBLIC fXFd) OF FLORIDA omm# GG113111 E1 Expires 6/21/2021 Rev. 08.12) e . EA- v1!Wow Signature0i V . Print or •: name 1) Notary Public - State of _ Commission No. My Commission Expires: as THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 I akP Mary FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COI'il`TROLLER BK 91148 Pg 1516 (IF'ss ) CLERK'S 4 20171311003 RECORDED 12/28/2017 12:13:50 F'i RECORDING FEES $10.00 RECORDED BY tsmith Permit Number. Parcel ID Number. 17-20-31-502-0000-.)000 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance withChapter713. Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve PB 81 Pgs 93-102 Lot P nn Address: 3gq`1 Nt' t 1-kYon 30 -, VC, Sarno. -A F-L- 3a-7- 3 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 Title 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 servedasprovidedbySection713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA nr To receive a copy of the Lienor'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 adifferentdateisspecified) 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 I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. ANOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEYBEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. Under w4ury, I declare that I have read the foregoing and that the facts stated In it are truetothet>\est kno ledge and belief. Ownefs 5gnature Owners Printed Name Florida Statute 713.13(1)(g):'The owner must sign the notice of commencement and no one else may be permitted to sign In his or her stead.• cccc State of 1 _ County of \c The foregoing Instrument was ackn edged before me this day of C /' 20 1 .J Ujp by ( Who is personalty known to L9' LE Name of person making statement me d O OR who has produced Idont fication type of Identification produced: S Shayne Mangel NOTARY PUBLIC J G 0 - 1 4i' yJ STATE OF FLORIDA o o` Notary Signature GO -~ cComm# GG113111t'CE 1g10 Expires 6/21/2021 o ` ui r k- c 4^ v W 0 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # IQ- Address: 3'99 ^1 akeiJh kAu?-0.J BUILDING PERMIT Min Max Inspection Description 10 Foundation/Fonnboard 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 U 5E-1aECh RIC AI PER1vIIT` ='z_`, :;.•,..__ . - - - =_ .•:,l=' '.. ' ;:` Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final I W Cs Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final IVIECIiA+N,I_CA L P ER1vI IT r, "'::ors-:.: ;,=..•_.::= - -; :;:. Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 I 1 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 200 - 2095 SR Builder Name: Starlight Homes 8U1C i1, Street: `a)Vt N i t r;, Permit Office: S mi ole County G, S MFOCity, State, Zip: Sanford , FL. 32773 Permit Number: 8 - 2 8 8 Owner.t'i } , Jurisdiction: Design Location: FL, Oriandro County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2438.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1222.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1222.00 ft2 6. Conditioned floor area above grade (ftz) 2099 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. WA R= ft2 11. Ducts R ft2 7. Windows(191.0 sqft.) Descripdon Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 a. U-Factor: Dbl, U=0.34 150.00 ft2 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft2 12• Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: WA ft2 a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems 8. Floor Types (1222.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 929.00 ft' b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 293.00 ft2 None c. WA R= ft2 15. Credits Pstat Total Proposed Modified Loads: 61.63 Glass/Floor Area: 0.091 PASSTotalBaselineLoads: 62.00 I hereby certify that the plans and specifications covered by Review of the plans and SrgTFthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis OiTKE Code. calculation indicates compliance f with the Florida EnergyCode. PREPARED BY: v Before construction is completed r r DATE: (f% 1.7 this building will be inspected for 1 ` compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD WE OWNER/AGENT: l Ln Y1 BUILDING OFFICIAL: DATE: 1 0 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 On for whole house. 9/21/2017 9:09 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 200 - 2095 SR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2099 Lot # 200 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2099 18116.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 929 8639.7 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1170 9477 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 105 ft 0 929 ft2 0.35 0 0.65 2 Floor over Garage Floor 2 — — 293 ft2 19 0 0 1 ROOF Roof Gable . Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1324 ft2 0 ft' Medium 0.6 N 0.5 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1222 ft° N N 9/21/2017 9:09 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 1 30 Blown 1222 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 32 0 9 4 298.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 35 0 9 4 326.7 ft' 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 10 20.5 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 e 3 None Law-E Double Yes 0.34 0.26 60.0 ft' 1 ft 0 in 1 ft 0 in None None 3 e 4 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 14 ft 0 in None None 4 w 7 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 It 0 in 1 It 0 in None None 5 W 8 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 in None None 6 W 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 387 ft' 384 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2113.6 116.03 218.22 345 7 9/21/2017 9:09 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 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 Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS V # Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 419.8 ft Attic 104.95 Prop. Leak Free Floor 2 cfm 63.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling[[ ]] Jan ]] Feb [[ jj Mar HeatinH Jan H Feb (X) Mar Ventin [[ )) Jan [[ ]] Feb [[XX]] Mar Ceiling Fans: A r [[ ]] Ma [Xj Jun ri Jul rl Au Apr ( ) May [ ]Jun [ ]Jul Aug X] A r [[ ]) Ma [ ] Jun [ ] Jul Au X] Se Sep SeOct E) X) Nov[ Oct H Nov Oct [ X) Nov Dec H Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling ( WD) Cooling ( WEH) Heating ( WD) Heating ( WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 61 0 0 1 - Electric Heat Pump 1 - Central Unit 9/ 21/2017 9:09 AM 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* = 99 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 (" 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 Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1222.00 ft' 2099 b. WA R= ft' c. N/A R= ft' Area 150.00 ft' 11 • Ducts R ft' a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 41.00 ft' 12. Cooling systems kBtulhr Efficiency ft' a. Central Unit 36.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft' 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.258 Area 14. Hot water systems 929.00 fi' a. Electric 293.00 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: 45 Date: l Address of New Home: 316 City/FL Zip: kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat O,gHE STq a o fi E 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. 9/21/2017 9:09 AM 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 200 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number. Owner: Jurisdiction: Design Location: FL, Orlando 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. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. 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 9/21/2017 9:09 AM 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 200 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Orlando Jurisdiction: Cond. Floor Area:: 2099 sq.ft. Cond. Volume: 18117 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: S LA: 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)(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 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)(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: 04•{ttE S7m s,m Z. fl Coo WEJ 9/21/2017 9:09 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 11 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 200 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe 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, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, g), or (i), Florida Statutes. BUILDING OFFICIAL: DATE: O v8E Sr9TFoc4.6 41 • a co0 WIE 9/21/2017 9:09 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Job: Ashton- StarlightHos wrightsoft° Project Summary me Date: 10110/2016 Entire House Energy Air, Inc Plan: 2095 S 5401 Energy Air, Ck Orlando. FL 32810 Phone:407-886-3729 Email: GRenner@energyaircam Web: wmg.energyaircom For. Lot 200 - 2095 SR, Ashton Woods Homes Sanford, FL 32773 Notes: Design Information Weather. Orlando ExecutiveAP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 15643 Btuh Ducts 2463 Btuh Central vent (61 dm) 1737 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 19843 Btuh Method Construction quality Fireplaces Area (ft Volume (ft3) Air changesmour Equiv. AVF (dm) Infiltration Simplified Semi -tight 0 Heatingg Coolingg 2140 2140 18438 18438 0.28 0.15 86 46 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 gr/Ib Sensible Cooling Equipment Load Sizing Structure 19471 Btuh Ducts 2951 Btuh Central vent (61 clm) 1185 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 23607 Btuh Latent Cooling Equipment Load Sizing Structure 2365 Btuh Duds 502 Btuh Central vent (61 dm) 1820 Btuh Outside air Equipment latent load 4687 Btuh Equipment Total Load (Sen+Lat) 28294 Btuh Req. total capacity at 0.75 SHR 2.6 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NB0360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating Input Sensible cooling 24750 Btuh Heating output 33800 Btuh @ 47°F Latent 000ling 8250 Btuh Temperature rise 28 OF Total cooling 33000 Btuh Actual airflow 1105 dm Actual airflow 1105 dm Airflowfador 0.061 cfmBtuh Airflowfactor 0.049 dmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.83 Capacity balance point = 31 OF Backup: Input = 6 kW, Output =19028 Btuh, 100 AFUE 9aldrnalic values have been manua0yovenfdden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite Llni%ersal 20l7 l7.028 RSU17013 2017-Sep-21 08:28.16 Page t ACCA ...SpedflckA rndham Preserve'Lot 200 - 2095 SRJup Calc= MJ8 Front Door faces: E wrightsoft• Manual S Compliance Report Entire House EnergyAir, Inc 5401 EnergyAir, CC Orlando, FL 32810 Phone, 407-886-3729 Email: GRenner®energyairmm Web: wAwenergyaiccom For. Lot 200 - 2095 SR, Ashton Woods Homes Sanford, FL 32773 Cooling Equipment Design Conditions Job: Ashton- Starlight Homes Date: 10/10/2016 Plan: 2095 S Outdoor design DB: 92.6°F Sensible gain: 23607 Btuh Entering coil DB: 76.0°F Outdoor design WB: 75.9°F Latent gain: 4687 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 28294 Btuh Indoor RH: 50% Estimated airflow: 1105 chn Manufacturer' s Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow. 1105 chn Sensible capacity: 23961 Btuh 101 % of load Latent capacity: 6713 Btuh 143% of load Total capacity: 30674 Btuh 108% of load SHR: 78% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 19843 Btuh Entering coil DB: 68.5°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 dm Output capacity: 33800 Btuh 170% of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer. Model: Actual airflow: 1105 dm Output capacity: 5.6 kW 96% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. 2017- Sep-21 08:28:16 C wrightsoft' Rght-Suite®Universal2017 17.028 RSU17013 Page 1 ACCA... SpeclfidVWndhamPreserve\Lot200-2095SRnrp Cale =MJ8 Front Door faces: E Duct System Summary Job: Ashton -Starlight Hmoes wrightsoft' Date: 10/10/2016 Entire House ev: Energy Air, Inc Plan: 2095S 5401 Energy Air, Ct, Orlando, Fl- 32810 Phone- 407-886-3729 Email GRenner@energyairoom VNkb: vmwenergymnoom Project• • For. Lot 200 - 2095 SR, Ashton Woods Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest fiction rate Actual airflow Total effective length (fEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 in/100ft 1105 dm 243 ft Supply Branch Detail Table Coding 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 in/100ft 1105 dm Name Design Btuh) Htg cfm) Clg dm) Design FIR Diam in) H x W in) Dud Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat h 403 25 19 0.217 4.0 Ox 0 VIFx 14.1 115.0 st1 bed.3 C 2447 88 121 0.208 7.0 Ox 0 VIFx 24.5 110.0 st1 bedA c 1045 43 52 0.344 5.0 Ox 0 VIFx 11.4 70.0 bed2 C 2394 78 118 0.216 7.0 Ox 0 VIFx 19.8 110.0 st1 d.4-A h 147 9 6 0.313 4.0 Ox 0 VIFx 19.4 70.0 fan*IdWln c 2750 123 136 0.161 7.0 Ox 0 VIFx 33.7 140.0 st3 tarTMat-din-A c 2750 123 136 0.169 7.0 Ox 0 VIFx 26.1 140.0 st3 tarn-Idl-din-B C 2750 123 136 0.166 7.0 Ox 0 VIFx 28.2 140.0 st3 flex -A h 1679 102 51 0.115 7.0 Ox 0 VIFx 48.1 195.0 st4 flex-B h 1679 102 51 0.127 7.0 Ox 0 VIFx 35.5 185.0 st4 lawn c 702 7 35 0.336 4.0 Ox 0 VIFx 8.4 75.0 mba h 477 29 24 0.344 4.0 Ox0 VIFx 6.4 75.0 m bed C 3097 99 153 0.347 7.0 Ox 0 VIFx 5.8 75.0 pantry -A h 1341 82 24 0.158 6.0 Ox 0 VIFx 36.7 140.0 st3 pdr-A h 462 28 14 0.172 4.0 Ox 0 VIFx 32.3 130.0 st3 GA h 554 34 24 0.336 4.0 Ox 0 VIFx 13.4 70.0 wc2 h 165 10 8 0.209 4.0 Ox 0 VIFx 18.9 115.0 st1 Bddfrtalic values have been manuallyovenidden 2017-Sep-21 08 28:16 wrightsoft• Righl-Suite® Universal 201717.0.28 RSU17013 Page 1 ACCA...SpecifidwjndhamPreservelot200-2095SRrup Calc=MJ8 Front Door faces: E Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type dm) dm) FR fpm) in) in) Material Trunk st3 PeakAVF 684 547 0.115 640 14.0 0 x 0 VinlFlx st2 st1 PeakAVF 201 265 0.208 600 9.0 0 x 0 VinlFlx st4 PeakAVF 205 102 0.115 464 9.0 0 x 0 VinIFIX st3 st2 PeakAVF 684 547 0.115 640 14.0 0 x 0 VinlFlx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Dud Name Size (in) dm) dm) ft) FR fpm) in) in) Opening (in) Matt Trunk rb1 Ox 0 834 818 0 0 0 0 Ox 0 VIFx rb2 0x 0 271 287 0 0 0 0 Ox 0 VIFx 2017-Sep-21 08:28:16 wrightsoft• Right -Suite® Universal201717.0.28 RSU17013 Page 2 ACCP....SpecifidWtndham PreservetLot 200 - 2095 SRlup Calc= IVUB Front Door faces: E Job #- Ashton- Starlight Homes Performed for: Lot 200 - 2095 SR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom 3'VTW Scale: 1 /8" =1'0" Page 1 RightSuiteS Universal 2017 17.028 RSU17013 2017Sep-21 08:28:36 m Presenelot 200- 2095 SR.rup level2 In2 8x4 m bed 34 cfm 4 m ba Hnc Cfm r V TR d.4 F 8x4 12x6 4, Sup Riser 9cfrn 153 cfm 12 x 12 4" bed.4 287cfm 7" a rJ " PVTR RA OVER DOOR 24x12 lau 10x6 834 cfm 52 cfm 8x4 T 35 cfm 9 6'0A VTR hal\ 61CFM 14x6 7 7" 12x6 118 cfm 4 14x6 12x6 25 chn 121 cfm 14x6 n 3VTR O 8x4 d.3 10 cfm bed.3 ba2 bed2 Job #: Ashton- Starlight Homes Performed for: Lot 200 - 2095 SR Sanford, FL 32773 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886,3729 www.energyair.com GRenner@energyaircom Scale: 1 /8" = 1'0" Page 2 RightSuite® UnKersal 2017 17.028 RSU17013 2017Sep-21 08:28:36 m PreseneV41200- 2095 SR.rup 2 " VTR t-aJ2° VTR VTR vvc WA i cSH L " n LAV we 2" n'I O AUTO VENT LAV d 3" LAV KS 311 215 2" We to TUB 3. 3" 9 OD D1 T FLAN 2995 0 co co PLUMBING RISER DIAGRAM ZONI ATE L&- Ok to construct single family home with setbacks and impervious area shown on plan. IE6.8o/0 rnp. 2015 BP—ac" - S, LOT AREA CALCULATIONS LOT = 10,161 SQ.FT. LIVING AREA= 929 SQ.FT. GARAGE = 387 SQ.FT. PORCH = 30 SQ.FT. DRIVEWAY = 413 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 44 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 18.8 % SOD = 8.249 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 5,032 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 928 SQ.FT. SOD = 1,052 SQ.FT. TOTAL AREA AREA = 15,193 SQ.FT. DRIVEWAY = 527 SQ.FT. SIDEWALK = 972 SQ.FT. SOD = 9,301 SQ.FT. LOT 19 LOT 199 N O BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout t shown hereon prior to any construction, and C immediately advise GeoPoint Surveying, Inc. of ` any deviation from information shown hereon. Failure to do so will be at user's sole risk. 10.2' 10.2' co ui N W i o U-) o is U N p PCP, LA 0 V) WYNDHAM PRESERVE - LOT 200 PLOT PLAN WYNDHAM PRESERVE LOT 200 P8 81, PG 93) CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 75.00' 090'00'00" 117.81' 106.07' N 44'43'03" E C2 100.00' 090'00'00" 157.08' 141.42' N 44'43'03" E 10.0 A/C PAD 5ATIOo 12.3 PROPOSED 2 STORY RESIDENCE MODEL N 2095 BEACON - S GARAGE - LEFT FFE= 22.3 LOT 201 w rn n------------------------------- LOT 200 AREA = 10,161 S.F. ± 1 X PORCH 18.0 i 20.0 in 16.0' S8904J 4X4 PROPOSED wo00 WALK C1400 N — — — — — ' 10010 10' UTILITY EASEMENT (P) p,POSED 5' CS100,I , OO 4 rr CURB NIGHT HERON DRIVE 50' RIGHT—OF—WAY 40.00' ( PRIVATE ROAD). e/-- PCP N 89'43'03" E 40 rLB—Lice —Licensed u nc r-EGEND:ADUSSD—Access/Drainage/Utilities/SidewalksLB—UackfloBFP—Backflow Preventerrevers Sight Distance Easement Survey PRM—Permanent Ref. Monument R —Reported PCP —Permanent Control PointISD —Description FP&L —Florida Power & Light P —Plot FFE—Finish Floor Elevation D.B. —Deed Book M —Water Meter O.R.—Official Records' Book M—Water Valve P.B.—Plat Book 1Cf—Fire Hydrant Pg.—Page RC® —Reclaimed Water Meter Elev.—Elevation RCDG—Reclaimed Water Valve Conc.—Concrete Cable Box BP —Brick Paver M —Telephone Box SW —Sidewalk E —Electric Box FIFE —Finished Floor Elevation 0 —Utility Pole CI —Curb Inlet Guy Pole GTI—Grate Top Inlet Light Pole P.U.E.—Public Utility Easement Guy Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride Storm Sewer Manhole NCS—No Comer Set (Falls in Water) G—Sanitary Sewer Manhole SF —Square Feet ENHo —Electric Handhole D.U.E.—Drainage/Utility Easement COO —Clean Out FMGD—MAG NAIL & DISK CVDG—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 LB7768 Gas Meter FIR —Found 1/2" Iron Rod LB7768 11• —Existing Grade FIP—Found 1/2" Iron Pipe LB7768 Ct—Blow—off Valve FPKD—Found P.K. Nail & Disk LB7768 ---_—Drainage now Direction FCM —Found 4"x4" Concrete 10.0 —Proposed Design Grade Monument PRM LB7778 'J O. --As—Built/Existing GradNote: Some items in above leaen may not be aoDlicable Description I Date I Dwn. Ck'd I P.C. I Order No. REVISED PRODUCT 9/01/17 JE JDL REVISED PRODUCT 2/09/18 MTP I JDL CENTER LINE V0. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished 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 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for 'WYNDHAM PRESERVE City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) oeeeee Y J SP mes D.'`` ' nalS 0. LS6915 ORIDA PROFESSIONAIte$IJ$ YOR` MAPPER ND. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL v Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 10' R-- 1EM U NMIM N t0 0 N a m U Z 0 U DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 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: LOT 200, according to the plat of " WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of 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 SUIVeying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File:B issonEost-Plat Date: 6/27/17 Dwg: BrissonEast-1oM Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY ELECTRICPAXLMER? C Ashton Woods Homes Seminole 2095 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS (NEC 2011 - 220.82(C)(31- Ml ZONE COMPRESSOR SIZE CONNECTED LOAD 1 4 00 TON 7.20 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 067 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR COMPRESOR @ 100% 720 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 12.19 KVA 11. GENERAL LOADS (NEC 2011 - 220.82(BlM - (4 LIGHTING 2099 Sq Ft @ 3VA/Sq Ft 6.30 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA 1 LAUNDRY CIRCUIT 1.50 1.50 KVA 1 DRYER CIRCUIT 5.00 5.00 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()) 0.80 080 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 1920 CONNECTED LOAD (GENERAL LOADS) 36.80 KVA I ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.72 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)1 20.72 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 20.72 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(A)1 32.90 KVA MINIMUM SERVICE SIZE 137.10 AMPS RECOMMENDED SERVICE SIZE 150 AMPS JILDI/VG SANFORD 8-288a. Typical 150 Amp Electrical Diagram 150 Amp Main 120V/240V RECORD COPY Typical 150 Amp Interior Panel G 1 8 - 2 8 8 A 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode RECORD COPY J OING SANFpRD Boise Cascade y p Q ® Engineered Wood Products FpAg- 1 8 v v B o UG ko t.J112 It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? 0 Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. Product Profiles, BCI" Architectural Specifications ......... 3 1 About Floor Performance, BCI" Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 3 BCI" Floor Framing Details ....... .................. I 5-6 i BCI" Joist Hole Location 8 Sizing, Large Rectangular Holes ... 7 BCI" Cantilever Details, Web Stiffener Requirements ..... 8-9 c i BCI" Floor Load Tables ........................... V BCI" Roof Framing Details 10 - 12 13 - 14 oBCI" Roof Span Tables ........................... 15 - 18 BCI® Roof Load Tables ..... ..................... 19 - 23 BCI" Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rmmboard Products/Properties ........... 25 0 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 0 VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 0 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM" Products, Specifications, Allowable Holes..... 26 VERSA -LAM" Details, Multiple Member Connectors ........ 27 VERSA -LAM" Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM" Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM" Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM" Closest Allowable Nail Spacing ............. 31 VERSA -LAM" Design Values ........................... 31 VERSA -LAM" 1.8 2750 Columns, VERSA -STUD" 1.7 2650 .. 32 Computer Software: BC FRAMER", BC CALC" ............ 33 Framing Connectors: Simpson, USP ............. . 34 - 35 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP • Eastern Specifier Guide • 0810412015 Eastern -Product -Profiles BCI® OIstS VERSA -LAM m VERSA -LAM" VERSA-LAMO BCI* 4500s 1.8 BCI" 5000s 1.8 BCI* 6000s 1.8 BCI* 6500s 1.8 BCI" 60s 2.0 BCI* 90s 2.0 1.72650 1.82750 2.03100 T 1'/ 2"z T 1'/z'z T I 9'/i' , „ 9'/i' 91/i' 11'/:' 11 %:' 3'/2" 117/ 912'. '/' 11 W, / 11 W, 14" W 14 t 31/ 2" t0 7 " to 14" /. 14" 14" I 2 16" 14" 16" 16„ 2" 25/18' 29/1s' 25/1fiI' 32' 1'/:", 13/.", 3'/" 3'/2" to 5'W 1'/2' 1'/" Some products may not be available in all markets. Contact your Boise Cascade EVVP representative for availability. 3'/:", 5'W BCIO and VERSA -LAM° products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports BCI_°_Joist_ Ar_chitectural_Specif_ications_________ _ Scope: This work includes the complete furnishing and installation of all BCI* Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI* Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA - LAM* laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI* Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI* Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI* Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI* Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI* Joists straight and plumb as required and to assure adequate lateral support for the individual BCI* Joists and the entire system until the sheathing material has been applied. Codes: The BCI* Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 t Residential Floor Span Tables t About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. Joist Depth BC 1' Joist Series THREE STAR*** FOUR STAR**** CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'f," and 117.' deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads: however, there is a much higher risk of floor performance issues This table should only be used for applications where floor performance is not a concern. 12" o.c. 16" O.C. 19 2" O.C. 24" o c. 32" o.c. 12" o.c. 16" o.c. 19.2" 0 c 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19 2" O.C. 24" O.C. 32" o c 4500s 1.8 16'-11" I 15'-6" 14,4„ I 13'-7" I 11'-9" 11'-6" I 11'-6" 10'-0" I 10'-0" 9'-7" 18'-9" 16'-B" 15'-3" 13'-7" 11'-9" 5000s 1.8 17'-0" 16'-0" 15-2" 14--1" 12'-0" 11'-0" 11'-0" 10'-0" 10'-0" 9'-11" 19'-4" 17'-9" 16'-A" 14'-7" 12'-5" 6000s 1.8 18'-2" 16,-0" 151-8" 14'-0" 13'-4" 11'-0" 11'-0" 10'-0" 10'-0" 10'-0" 20'-2" 16-5, 1T-5" 15'-9" 13,-8„ 6500s 1.8 16-8" 17'-l" 16'-l" 16-0" 13'-0" 11'-0" 11'-0" 10'-0" 10'-0" 10'-0- 20'-0" 18'-11" IT-10" 16'-7" 14'-3" 4500s 1.8 20'-0" 18'-4" 17'-3" 15'-5" I 13'4" 15-6" 14'-3" 13'-5" I 12'-6" I 11-4" 21'-10" 18'-11" 17'-3" 15'-5" 13'4" S000s 1.8 29-9" I 19'-0" 17'-11- 16'-7" 13'-4" 16-6" I 14'-9" 13'-11' I 12,-11" I 11'-0" 23'-0" 20'-4" 16'-0" 164" 13'-4" 6000s 1.8 21'-7" I 19-8" 18'-7" 17'-4" 14'-10" 15-6" I 16-4" 14'-0" I 13'-5" 12,-1" 2S-10" 21'-10" 20'-0" 17'-11" 14,-10" 6500s 1.8 22'-2" 20'-3" 19'-2" 17'-10" 14'-10" 16-0" I 16-10" 14'-11" 13'-10" 12'-7" 24'-.6" 22'-5" 21'-l" 18'-10" 14'-10" 60s 2.0 23'-7" 21'-0" 20'-4" 18--11" 16'-4" 16-0" 16'-9" 15-9" 14'-8" 13'-3" 26'-1" 2T-10" 22'-0" 21'-0" 16'-4" 90s 2.0 26'-7" 24'-0" 22'-10" 21'-0" 19'-4" 1Y-0" 18'-10" 17'-8" I 19-5" 14'-10" 29'- 5" 26-10" 26-3" 23'-0" 19'-4" 4500s 1.8 22'-9" I 20'-7" 18'-9" I 16'-9" 113'-11" 17'-10" I 16'-3" 15'4" I 14'-3" I 13'-0" 23,-10" 20'-7" 18'-9" 16'-9" 13'-11" 5000s 1.8 23'-7" I 21'-7" I 2U-2" 18'-0" IT-11- 18'-0" 16'-10" 15'-11" I 14'-9" IS-Y 25-7" 22'-1" 20'-2" 18'-0" 13'-11" 6000s 1.8 24'-0" I 22'-5" I 21'-2" 19'-0" 16-5" 15-2" I 17'-0" 19-6" 16-4" I IS-11" 27'-1" 23'-11" 21'-10" 19'-0" 15'-5" 14" 6500s 1.8 25'-2" 23'-0- 21'-0" 20'-2" 16-5- 19'-0" 17'-11" 16'-11" I 15'-8" 14'-0" 27'-9" 25'-2" 22'-11" 20'-0" 15'-5" 60s 2.0 269" 24'-0" 23'-0" 21'-0" 16'-4" 20'-11" 19'-0" 17'-11" 16'-7" 15'-l" 29,-7" 27'-0" 25-0" 21'-10" 16'-4" 90s 2.0 30'-1" 1 2T-5" 25'-10" 24'-0" 19'-0" 23'-0" 21'-4" 20'-0" 16-6" I 16-9" 33'-3" 30'-4" 28'-7" 26-0" 19'-0" 4500s 1.8 25'-2" 22'-0" I 20--1" IT-11" I 14'-l" 19'4" 18'-0" I 17'-0" 115'-10" I 14'-l" 25'-5" 22,4„ 20'-1" 17'-11" 14'-l" 6000s 1.8 27'-0" 24'-9" 23'-4" 20'-10" 15'-9" 21'-2" 19'-4" I 18'-2" I 16-11" I 15'-4" 29-6" 26-6" 23'-4" 2a-10" 16-9" 16" 6500s 1.8 2T-9" I 26-4" 123'-11" I 21'-l" 15'-9" 21'A" 19'-9" 18'-8" I 17'-4" 15'-6" 30'-0" 26'-11" 24'-0" 21--1- 15'-9" 50s 2.0 29-7" 27'-0' 25'-6- I 21'-10" 16-4" 23'-2" 21'-1" 19'-10" 18'-5- 16'-4" 32'4" 29'-10" 27'-4" 21'-10" 16-4- 90s 2.0 33'-4" 30'-A" 128'-7" 26-2" I 19'-7" 26'-0" 23'-7" 22'-2" 20'-0" 18'-7" 36-17' 33'-7" 31'41" 26'-2" 1T-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/8" plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC° sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° sizing software. Shaded values do not satisfy the requ're ments of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) One - Hour- Fire -Resistive -Assembly ICC ESR 1336 1 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 73/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI• Joists at 24" o.c. or less. 3. Two layers W Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or 3'/ 2' glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum W sheathing STC=61 IIC=50 and 9'/2' glass fiber insulation to fire assembly: Boise Cascade EWP • Eastem Specifier Guide • 08/04/2015 F06 F09- F58 F15 F ion- F07 PF §Mtt RONNIE' IN' For load bearing cantilever details, see page BCI" Joists, VERSA -LAM" and ALLJOIST" must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM°, ALLJOIST", and BCI" Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM", ALLJOIST" and BCI" Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI" JOISTS UNTIL ALL HANGERS, BCI" RIM JOISTS, RIM BOARDS, BCI" BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI° Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI° blocking panels, and x-bracing must be completely installed and properly nailed as each BCIO Joist is set. Install temporary U4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI° Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI° Joists to within Y2 inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCIe Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. Endwall blocking as required per governing building code. BCI• Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM", ALLJOIST", and BCI" Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI° joists in the flat direction. VERSA -LAM° is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastein Specifier Guide • 08/040015 Floor Framing Details Additional floor framing details available with BC FRAMER® software END BEARING DETAILS r '® BCI• BCI• Joist rim Jalst. blocking. Dimension lumber + pv Is not suitable for Nall Boise use as rimboard Cascade with BG• Joists. RI board to Blocking may be requiredBCIJoistswithDimensionlumberIsnot Sd nail Into suitable for use as rim perpendicular to wall, consult design professional I isqueachflange. board with BCI Joists. of record and/or local building official. ova I f Bminlmumsore alrae r2x6 1 ®1 BOISE CASCADE• Top Flange or Face One 8d nail Rimboard Mount Joist Hanger each side at bearing Solid blostsck Note: BCl•floor from above Joist must be designed to carry i'fx' minimum bearing to bearing wall above when length (1a/4" required for below. not stacked over SS' and deeper Joists) wall below. VERSA M• To limit splitting flange, start nails at least I%" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. BCI• Joist Slope Cut Reinforcement nnr"II h"Inu. r"ernrne nil"Innl nlln..."hln 1 . For load bearing wall above stacked over wall below). Blocking may be required at Intermediate bearings for floordiaphragm per IRC In high seismic areas, consult local building official. Load bearing Double Squash Block Vertical Load btfl shear/reaction value to cut end of BCI•Jolst. BCI• Joist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upperuearingsupport Ai§ML 6 ?2 ttF. Size Joist Spacing [In] 12 1 16 1 19.2 1 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 I \ wall above -' min max. Stacked over 1. Squash blocks are to be In full contact _ BCI• t wall below) with upperfleorand lowerwall plate. Heel depth BCI•Jolst 2. Capacities shownareforadouble Depth blocking squash blocks ateachJolst,SPFor fable2xblock. better. below) I =21P 2x blocking required at bearing (not shown for darlty} j Backer block Double BCI• Joist "/ min. plywood/OSB rated sheathing as reinforcement. minimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nail with rimboard both sides of the Joist, tight to bottom flange. Leave Joist 10-loci nails Filler Block closure minimum Y' gap between reinforcement and bottom of Hanger (See chart below) • top flange. Apply construction adhesive to contact it BCI Joist surfaces and fasten with 3 tows of min.l0d box nails at blocking 6' o.c. Alternate nallingtrom each side and cinch. required for b Filler block. Nail with 10-10d nails. Backer block required where top flange Joist hanger load exceeds 250 lbs. Install ti2Mtotnnflanpn. Web -Filler •fir Nalling 12' on -center Connection valid for all applications. Contact Boise Cascade FWP Fn<lineering fnr snerinr ennnitinnq- Cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs EndWall Beadn Minimum Heel Depth Roof Pitch 6/12 7/12 8/12 9/12 10/12 12/12 2 x 4 43A" 41/4" 4%" 4%" 1 41W 1 4%" 2- 8 3'/4" 3'/." 2s/,." 2'/." 2•/4" 2%" LATERAL SUPPORT BCIo Joists shall be laterally supported at the ends with hanPers, rimboard, BCI• rim Joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floordiaphragm per IRC in high seismic areas, consult local bui din official. MINIMUM BEARING LENGTH FOR BCI° JOISTS Minimum end bearing: 1%" for all BCI•Jolsts. 3%" Is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALL° software. NAILING REQUIREMENTS BCI• rim Joist, rim board or closure panel to BCI°joist: Rims or closure panel IV4 inches thick and less: 2-8d nails one each in the top and bottom flange. BCI.4506s/5000s rim joist: 2-30d box nails, one each in the top and bottom flange. BCI.6000s/60s rim joist: 2-16d box nails, one each In the top and bottom flange. BCI° 6500s//90s rim joist: Toe -nail top flange to rim 0lst with 2-10d box nails, one each side of flange. BC rim joist, rim board or BCI• blocking panel to support: M1n. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI ioisttosupport: 2- d nails, one on each side of the web, Placed llhInchesminimumfromtheendoftheBCIJoistto limit splitting. SheathingtoBCI*Jolst: Prescriptive residential floorsheathing nailing requlres 8d common nails @ 6" o.c. on edges and @ 12 o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximumbracingspacingfor full lateral stabilittyy 18" for BCI6 4500s & 5000s, 24" for larger BCf' joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 Inch Into thejoist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further Information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s sdr" or 3/4" Two %" wood panels or 1. 8 wood panels 2 x 5000s i'4" or %" Two i'4" wood panels or 1. 8 wood panels 2 x 6000s lr/." or two 11" 2 x +'/"" Or 1. 8 woodpanels 34" wood panel 6500s 1%" or two 2x_+%"or 1. 8 wood ane s 3'4' wood panel 60s 2.0 1%" or two %" 2 x +'/ia" or wood panels h" wood panel 90s2. 0 2x-lumber Double2x_tumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/." to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIm JOISTS FROM THE WEATHER BCI° Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCIm RIM JOISTS AND BLOCKING Vertical a apatxty pI Depth jin] Series No W.S.0) W.S m 9%" 4500s 1.8, 5000s 1.8, 6000s 1.8 6500s 1.8 2300 N/A 4500s 1.8 6000s 1.8, 6500s SOOOs 1. 1. 88, 2150 N/A 60s 2.0, 90s 2.0 2500 N/A 14" 4500s 1.8, 5000s 1.8, 6000s 1.8 6500s 1.8 2000 N/A 60s 2.0, 90s 2.0 2400 N/A 16" 4500s 1.8, 6000s 1.8, 6500s 1.8 1900 2500 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/ A: Not applicable Boise Cascade EVJP • Eastem Specifier Guide • 08iO4/2015 BCI° Joist Hole Location & Sizing BCI® Joists are manufactured with 1'/z" round perforated knockouts in the web at approximately 12" on center Minimum spahole ing(knockouts ko isgreatest ptmenslonpoflargesthole (knockoun exempt) D DO NOT see table below) (see table below) cut or notch flange g. 0 0 El MOM o No holes (except knockouts) allowed In bearing zones A 1%" round hole may be 1-- —1 cut anywhere In the web. Do not cut holes Provide at least 3' of larger than 1W clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2' MINIMUM FROM TO THE CENTERLINE OF Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 87/. 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" Any s s[itjn 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" 5'_2„ Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter [in] 2 3 4 5 6 6'/z 7 8 87/a 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8iin 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any Spanpa 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5'-8" 11 /:' Joist 16 1'-0" 1'-10" 2'-10" 3'-9" 4'-9" 5'-3" 5'-9" 6'-9" 7'-7" 20 1'-1" 2'-3" 3'-6" 4'-9" 5'-11" 6'-7" 1 7'-2" 8'-5" 9'-6" Round Hole Diameter [in] 2 3 4 1 5 6 6%: 7 8 87/. 9 10 11 12 13 Rectangu[an]Hole Si—de- j 1 2 3 3 15 6 t 6 8 9 I- 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" Any 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9„ 4'-3" 4'_4" 5'-0" 5'-7" 14" Span 16 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" 3'-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5'-2" 6'-3" 7'-2" 7'-3" 8'-4" 9'-4" 1'-4" 2'-6" 1 3'-9" 1 5'-0" 5'-8" 6'-3" 7'-6" 8'-7" 1 8'-9" 10'-0" 11'-2" Round Hole Diameter [in] 2 3 4 5 6 6'/z 7 8 87/6 9 10 11 12 13 Rectangular Hole Side _ _ - _ - - 2 3 5 5 6 8 9 10in] 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" 21_9" 31_2" 31-71, 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5" 2'-11" 3'-0" 3'-7" 4'-2" 4'-9" 5'-4" Any - 16" Span16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" 4'-0" 4'-10" 5' 7" 6'-4" 7'-2" Joist 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 5'-1" 6'-0" 7'-0" 8'-0" 8'-11" 24 1'-0" 1'-1" 1 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6'-1" 7'-3" 8'-5" 9'-7" 10'-9" DO cut in web area es specified 0 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. IA'round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 11W knockout holes turned either up or down This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC• software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC• software. Large Rectangular Holes in BCI° Joists _ Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Sea Max Hole Size on 6T h.If Chart for Joist Depth rh Joist Spin— Minimum 2x diameter/ width of largest hole 0 Simple Span Joist W-W MIn Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC• sizing software. Boise Cascade EWP • Eastern Specifier Guide • 08/0412015 Maximum Hole Size Simple MultipleJoist Depth Span Span 9'/z' 6" x 14" 6" x 12" 11%:' 8" x 16" 8" x 13" 14" 9" x 18" 8" x 16" 10" x 17" 16" 11" x 18" 10" x 14" 12" x 16" Multiple Span Joist Q hole See Max Hole Size on Q hole I-15 Joist —I Chart for Joist Depth I— %joist Span San Muftlple Span Joist 12.0' MI I Multiple Span Joist 12.0' Mln Larger holes may be possible for either Single or Multiple span joists; use BC CALC° sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists r 0 c r/) 1= c610 Roof Total Load sf 35 45 55 Joist Spec* n in 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 1 0 1 0 1 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 X 0 X X X X X a? 30 0 0 X 0 X X X X X H 32 0 0 X 0 X X X X X 0 34 0 0 X 0 X X X X X 36 0 X X X X X X X X 38 0 X X X X X X X X 40 0 I X I X I X-1 X I X I X I X X 42 0 1 X X I X X X X X X 24 0 0 0 0 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 0 32 0 0 0 X X X X X 0 34 0 0 2L X X X X X X X 36 0 0 X X X X X X X 38 0 X. X X X X X X X 40 0 X. I X I X I X I X I X I X X 24 0 0 1 0 1 0 1 0 0 1 0 1 X X 26 0 0 0 0 0 X 0 1 X X 28 0 0 0 0 0 X X X X 30 0 0 0 0 0 X X X X 0 32 0 0 0 0 X X X X X 34 0 0 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 1 0 1 X X X X X X X 24 0 0 0 0 1 0 0 1 0 0 1 X 26 0 0 0 0 0 0 0 X X 28 0 0 0 0 0 0 0 X X m 30 0 0 0 0 0 X 0 X X 0 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X 24 0 0 0 0 0 WS 1 0 0 X 26 0 0 0 0 0 WS 0 0 X 28 0 0 0 0 0 X 0 WS X m 30 0 0 0 0 0 X 0 WS X m 32 0 0 WS 0 0 X 0 X X 0 34 0 0 WS 0 0 X 0 X X v 36 0 0 WS 0 WS X 0 X X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X 42 0 0 X 0 X X X X X 24 0 0 0 1 0 1 0 WSJ 0 1 0 1 1 26 0 0 0 1 0 0 WS 0 0 1 1 28 0 0 0 1 0 0 WS 0 0 1 X m 30 0 0 WS 0 0 1 0 0 X 0 32 0 0 WS 0 0 1 0 1 X N 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X X X X 40 0 0 1 0 1 X X X X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 1 m 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 0 X 0 32 0 0 0 0 0 1 0 WS X 0 34 0 0 WS 0 0 1 0 1 X ro 36 0 0 WS 0 0 1 0 X X 38 0 0 WS 0 0 X 0 X X 40 0 0 1 0 WS X X X X r o c in y F` c o O of ' Roof Total Load sf 35 45 55 Joist S pacingin 1611921241 16 19 2124 16 19-2 24 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 X 28 0 0 0 0 0 0 0 0 X co 30 0 0 0 0 0 1 0 0 X 0 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 X 38 0 0 1 0 0 0 X 0 1 X 40 0 1 0 1 0 0 X 0 X X 24 0 0 1 0 0 1 0 0 0 1 0 1 1 26 0 0 0 0 0 0 0 1 0 1 1 28 0 0 0 0 T WS 0 0 X 4 30 0 0 0 0 0 1 0 0 X w 32 0 0 0 0 0 1 0 1 X m 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X X 24 0 0 1 0 0 0 1 0 0 0 0 26 0 0 1 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 w 32 0 0 0 0 0 0 0 0 0 m 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 1381 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 0 0 1 0 0 1 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 WS 0 0 1 r? 30 0 0 0 WS 0 WS X a 32 0 0 0 WS 0 WS X 0 34 t WS 0 0 1 0 WS X v 36 WS 0 0 X 0 WS X 8 WS 0 WS X 0 X X 0P WS 0 WS X WS X X 2 WS 0 WS X WS I X I X 24 0 0 1 0 0 1 0 WSJ 0 1 0 1WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 0 30 0 0 WS 0 0 WS 0 WS 1 o °D 32 0 0 WS 0 0 WS 0 WS 2 10 34 0 0 WS 0 W$ 1 WS X 36 0 0 WS 0 WS 1 L 0 WS X 38 0 0 WS 0 WS 1 WS 1 X 40 0 1 0 JVVSJ 0 IWS 2 WS 1 X 24 0 0 1 0 1 0 1 0 0 1 0 1 0 1 WS 26 0 0 0 0 1 0 0 1 0 0 JWS 28 0 0 0 0 0 WS 0 0 JWS 30 0 0 0 0 0 WS 0 0 1 1 0 32 0 0 0 0 0 WS 0 WSJ 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS 0 0 1 0 1 2 40 0 Fo Tws-f 0 lWs 1 0 1 2 24 0 0 1 0 1 0 1 0 0 1 0 1 0 JWS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS m 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 C. m 34 0 0 0 0 0 WS 0 WS 2 O 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 1 2 40 0 0 WS 0 WS 1 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" ptywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist Flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC° software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC• software. t Roof Total Load sf 35 1 45 1 55 Joist S acin in 16 19.2 24 16 19.2 241 16 19.2 24 24 0 0 1 0 1 0 1 0 1 0 0 1 0 JWS 28 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 1 0 0 0 1 0 JWS 0 30 0 0 0 0 0 WS 0 1 0 1 w 32 0 0 0 0 0 WS 0 0 1 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0 0 1 0 WS X 40 0 0 WS 0 0 1 0 1 X 24 0 0 1 0 0 1 0 1 0 1 0 0 1 0 26 0 0 0 0 0 0 0 0 1 0 28 0 0 0 0 1 0 1 0 0 0 1 0 c 30 0 0 0 0 0 0 0 0 1 0 w 32 0 0 0 0 0 0 0 0 0 rn 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 00 1 40 0 0 0 0 0 0 0 0 1 24 0 1 0_ j 0 0 0 0 0 1 0 WS 26 28 0 0 0 0 0' 0 0+ 0 \Al 0'0 WS1 O 0 I WS 0 0'WS Co 30 0 0 0 00 WS WS 0 WS WS WS m0 32 O 0{ 0 WS 0 T 0 WS 0 1 v 34 36 01 0 0 1 0 WS 0 0 0 0 WS, 0 1AS X_ 0 T WS I X_ 38 0 0 WS 0 WS 1 i 0 WS' X 40 0 0 WS y 0_ WS '_ 1 I WS, X 42 0 0 WS i 0 WS X i WSJ 1, X 24 0 0 0 0 0 0+ 0 1 0 WS 26 28- 0 0 0 0_ 0 0 0_ 0 O t o 0 WS 0 0 _WS O fi 0 WS co 0 0 0 0 0 WS 0 0 WS 300 00+0 0 O_WS 0 32 34 0 0 0 o 0 WS 0_ W_SW_S__ 0 WS 1 36 38 0 0 WS 0 0 WS 0 0 WS 0 0 WS 0 + WS 1 0 WS 2 40 0 0 1 WS o WS , WS O i WS 2 24 0 0 0 0 0 0 0 0 WS WS 260000+ 0 0 0 0 1 _. 28 0 0 0 0 0 0 WS 0 0 WS 1WS 300000 _WS 0 0 iI03200000WSOWS __1 _ WS T_0 WS Loo3436_ 0 0 0 0 0 WS 0_ 0 1 0 0 WS t 0 WS 2 38 0 0 WS W§+ 1 0 0 WS 0 WS 2 TWS 4000WS0WS i 0 1 WS l 2 24 0 0 0 I 0 0_ o j 0 1 0' WS WS 26000I0000 _0 rWS 28001000010+ 0 cR NN 30 32 0 0 t 0+ 0 0 0 0 0 YWS i 0' 0, WS t 0 0 +WS 0 0 j}WS 0 3400+ 0 I T O WS 0 WS WS 36 38 O 0 rt— 0 0 i 00 0* 0 WS 0 ZWS 1 0 0 0 WS 1 0 WS 0 400S0iWS 0 IWS 1 0 0 0 I} 0 0 0 1 0 0 0 2426 0 0? 0I 0 0;0 ttt 0+ 0 0 O 28 30 0 0 0 0 0 0 0 0 0 0 N 32 0 0 0 0 0 0 0 t0 0 0 0 0 0 0 0 0 0 N34 0 t0 00 0'0 0 0 WS 36 0 f 0 0 1 0 0 i 0 T 1 0+ 0 ' WS 38 0+ 0 0 0 0 o 0 011 40 0 1 0 1 0 j 0 0 0 0 1 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Bosse Cascade EWP • Eastem Specifier Guide • 08104/2015 Reinforced Load Bearing Cantilever Detail 2'f • l•Z• The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than T-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC° software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI° Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC° software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC° software. 23/32 min. plywood/OSB or rlmboard closure. Nall with 8d nail Into each BCI• Joist flange. blocking required for Structural Panel 4 cantilever reinforcement block Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever Details BCIe Joists are intended only for applications that Fasten the 2x8 minimum to the BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joisist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI° 90s 2.0 f cr n u l'I BCI'Jolst blocking Wood Structural Panel Closure Los. Inc a nas. Wood backer block 2x Closure S tE 1.1— Drywall Ceiling or Back Span Maximum Wood Structural Panel Soffit s Back Span Not to exceed 4'-0" 3%" min. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC° software. See Web Small Gap: Stiffener NalllnR 4.• 2• max. Schedule chart Web 2• min. Stiffen wide 1' mex. Clinch Nails 2Min1'• max.L TighlFlt WebSUff required concentr exceeds. Web stiffenersapplied to both sides of the Joist ee page 6 o asrem 2x8 minimum Specifier Guide BCI Joist blocking Section View Minimum irfiTimes Cantilever Length Back Span Maximum s Back Span not to exceed 4'-0" Web Stiffener Requirements F16E Gap Stiffener Specifications For Structural Lateral BCI Joist Capacity Restraint Minimum Series Min. Thick) Hanger in Han 9Width4500s1.8 W. s' Ohs" 500051.8 W, Ohs" 6000s 1.8 s/." 21ha" 6500s 1.8 W, 1" or 1'/." Vha" 60s 2.0 W, 2she" 90s 2 0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only) For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange ( e g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI° 6500s, double % panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALCe software BCI° Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9'/i' 2- 8d 2-8d 11'/e" 2- 8d 3-8d 14" 2-8d 5-8d 16" 1 2- 8d 6-8d 5000s 1.8 9'/2" 2- 8d 2-8d 11%11 2- 8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9'/2" 2- 8d 2-8d 11'/e" 2- 8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9'/2' 2- 8d 2-8d 11'/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 117/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11Ye" 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade EV P • Eastern Specifier GLrlde • 0810412015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 91/" BCI® 4500s 1.8 l l %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/" BCI® 5000s 1.8 11 %11 BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCm software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EWP • Eastem Specifier Guide • 08104/2015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 2'/16" Flange Width 29/16" Flange Width 9'/2" BCI® 6000s 1.8 117/a' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/" BCI® 6500s 1.8 11781, BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EWP • Eastern Specifier Guide • 08/041201 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2" Flange Width 11'/a BCI® 60s 2.0 14" BCI® 60s 2.0 1611 BCI® 60s 2.0 11 %11 BCI® 90s 2.0 14' BCI® 90s 2.0 1611 BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 1 1 1 1 1 1 1 1 1 1 1 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and U960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software Boise Cascade EVJP • Eastem Specifier Guide • 08104/2015 Roof Framing I BCI° Rafters 1 ' Structural ridge VERSA -LAM* or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails Blocking or other lateral minimum. support required at end supports. R 17 1 When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are Blocking not shown ' 1 approved for use with the corresponding 9 wood treatment. for clarity. BCI® Rafter Header Multiple BCIm Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI• Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI° blocking panels, and x-bracing must be completely installed and properly nailed as each BCI° Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI• Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCIm Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI® Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1z4 Nailer a Max. o.o. Ratter Strut r a2'6' o.c. or BCI.4500s) ing Loads: 3'-0• o.o. or Bcl• 5000,) Load = 10 psfMlnlmumHeelDepth d Load = 7 sfpseetableatright) 12 1*ie x Blocking Mln. 8 9%". 11'h' or BCI•45o0s/5000s/60` Ceiling Joist ® 24' o.c. 3%" Mlnlmum B( 2x4 Well) Each 14- Maximum Span Lengths Without Roof Loads 9h' BCI' 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 1l%" BCI' 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI.4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 91N, 24" 1w, 11v:" 3IN' Th" 14" 4 % " 3IN' Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCIo telling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI° top flange with 1 -10d (3' long) box or larger nail. 6) 1x4 milers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI° Joist at beveled ends. Nail roof rafter to BCI° Joist per building code requirements for telling joist to roof rafter connection. Boise Cascade EWP • Eastern Specifier Guide ' 0810412015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope 1 Rimboard / VERSA -LAM* blocking. greater than Ventilation 'V' cut. 1/3 of length, 1/x of depth Rimboard / VERSAAAM• blocking. Ventilation "V" cut: 1/3 of length, 1/2 of depth 2x4 blocking right fit Flange of BCII Joists may for soffit for lateral be birdsmouth cut only at support. 2'ii" max stability. the low end of the Joist. Birdsmouth cut BCI• Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI• Joists may be birdsmouth cut only at i flange must bear fully on plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendoftheJoist. Birdsmouth cut BCI• Joist 2' 6" max. 3/12 to 12/12. flange must bear fully on plate, web stiffener required reaulred each side. each side. Bottom flange shall be fully supported. 1 10d nails 1 Simpson or USP LSTA24 strap, nailing per 1 . Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6" o.c. governing building code. exceeds 7/12 (straps may be required for lower 2x6 one side for 240 PLF max. BCI blocking slopes In high -wind areas). Nailing per governing VERSA -LAM LVL Holes cut building code. support beam. for ventilation. VERSA -LAM• LVL support beam. Backer block. o Thickness per corresponding BCI• series. 2x block BCI• blocking Holes cut ouble-beveled Beveled web stiffener 4'-0• noriz. for ventilation. wood plate. on each side. RR Blocking on both sides of ridge may be required for Simpson LSSUI USP TMU hanger. 2'.6• horizL shear transfer per design professional of record. or 1 1, st may be Backer block hen L exceeds I minimum 12" wide). 2- •ing. I Joist Nailwithl0-lOdnails. maxgHanger as required. Nell Zoutrigger through BCI• C_outrigger web. DO NOT bevel cut Joist Jfillerblock. Nall beyond Inside face of wall, except with 10 - J.Od nails. for specific conditions In details x outrigger shown on pages 6 and 13 of the Backer block required where top flange ched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 lbs. flange. Outrigger Install tight to top flange. cing no greater n 24' on -center. LATERAL SUPPORT BCI•Jolsts must be laterally supported at end supports Including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM•, BOISE CASCADE* Rimboard or BCIO Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCIO Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCIO JOISTS Minimum end bearing: 1%" for all BCI' Joists. 3%" is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCIO rim Joist, rim board or closure panel to BCIO joist: Rims or closure panel 1r/4 Inches thick and less: 2-8d nails, one each In the top and bottom flange. BCI.4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCIO 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI.6500s/90s rimjoist: Toe -nail top flange to rim joist with 2-10d box nalls, one each side of flange. BCIO rimjoist, rim board or BCI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCIO joist to support: 2- 8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCImJoist to limit splitting. Sheathing to BCIO joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table 11602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacingfor minimum lateral stability: 18" for BCIO 4500s and 5000s, 24" for larger BCIO joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 Inch Into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series RlackuTacKiceIrriess Filler Block Thickness 4500s 1.8 w'oo/'d" or 3anels Two %" wood panels or 2 x _ 5000s 1.8 4" '/'" wood oranels T- Two - Y,' d 2 woopanels orx6000s1.8 114" or two f wood aneis 2x +'/,,' or h" wood panel 6500s 1.8 11/i" or two %" wood panels 2x +'h' or i4" woad panel 60s 2.0 lwoodr anels• 2 x + 7/1," or W wood panel 90s2.0 2x lumber Double2x-lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus Y4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIO JOISTS FROM THE WEATHER BCIO Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI* Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% Inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI*Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/ or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI• Joists maybe birdsmouth cut only at the low end support. BCI• Joists with birdsmouth cuts may cantilever up tot'- 6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and Intermediate supports may not be birdsmouth cut. Boise Cascade EWP - Eastem Specifier Guide • 08/0412015 Roof Span Tables f Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9'/z" 11%11 14" 16" 9Y2" 11W 14" BCI.4500s 1.8 BCI04500s 1.8 BCI.4500s 1.8 BCIo 4500s 1.8 BCIo 5000s 1.8 BCI° 5000s 1.8 BCIo 5000s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to or to to or to to or to to psfj [psf] Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 1 10 23'49' 27-6" 20'-10" 29-5' 26-9" 24'-10' 37-0" 39-5' 26-3" 36-T 33'-0" 31' 3" 4%10' 23'-5' 21'-9" 29' 7" 27'41''25'-11' 33'-8" 31'-9" 29'-5" Snow 20 1 15 122'-7' 21'-3" 19-T 26%11" 26-T 23'-4" 30'-T' 28-9" 255" 33'S" 31'-10" 29'A" 23'-6" 22'-1" 20'-5" 28'-0" 26'A" 24'-4" 1'-10' 29-11' 27'-7" 125% i0_1 20 21'-7" 20' 2" 19-T 25-8" 24'-0" 22'-1' 29-2" 27A' 264" 31'4" 31Y-3" 2T-10" 22' 5" 21'-0" 19'A" 26'-9" 25-0" 23'-0" 30'-5" 28'-5" 26-2" 25 10 22'-8" 21'-5" 19'-11" 26-11" 26-T 23-8" 31Y-2" 29- 26'-11" 37-Y 31'-T' 29'-10" 23'-7" 22'-4" 20'-9" 28'4" 26'-7" 24'-9" 1'-11"'30'-2" 28'-1" 25 15 21'-7" 20'A" 16-10" 26-9" 24'-2" 22'-5" 29-2" 2T-5" 255" V-1" 254 28'-Y 22'-6" 21'-2" 19'-7" 6'-10" 25'-3" 23'4" 30'-3" 28'-8" 26'-7" 12° O.C. 30 10 21'3' 2lY-0" 15-1" 25'-9" 24'-5" 22'-9" 283" 2T-9" 25-11" 39-7 291-T 28'-8" 22'-T' 21'-4" 19'-11' 6'-10" 25'-5" 23'-9" 30'-4" 28'-11" 2T-0" Snow 30 15 20'-9" 19-7 19-2" 24'-Y 234" 21'3" 25-7" 26-11" 24'-7' 26,Y 27-9" 26-10" 21'-T' 20'-5" 18'-11' 25'-9" 24'-4" 22'-7" 28'-0" 2T-0" 25'-0" 115% 40 10 19-8" 18'-11" 1T-10" 23-2" 27f" 21'3" 253" 24'-11" 24'-2" 27-T 26$" 264" 20'-0" 19'-8" 18'-7" 24'-5" 23'-5" 22'-2" 2T-2" 26'-0" 25'-2" 40 15 19'-5" 184' 1T-1" 27-1" 21'3" 294" 24'-1" 23'-T' 27-11" 25-8" 26-2" 24'-0" 20'-2" 19A" 17'-10' 23'-8" 22'-9" 21'-3" 5'-10" 25'-4" 24'-1" 50 10 18'3" 17$" 16-T 21'-2" 20'-10" 15-9" 23'-1" 22'40" 27-5' 24'-8" 24'4" 24'-0" 19'-0" 18'-3" 17'-3" 22'-8" 21'-9" 20'-7" 4'-10" 24' 6" 23'-5" 50 15 1T-11" 174' 16'3" 21Y-4" 21Y-0" 1914" 22'-2" 21'-9" 21'-T 23-8" 23'-3" 22'-9" 19'-0" 18'-1" 16'-11' 1A0'i21'-5" 20'-2" 23'-9" 23' 4" 22'-10' Non- 1 20 1 10 21'-7" 20'- 018'- 11" 25-9" 24'-3' 27-6 29'-3" 2T-T' 26-T' 31'-5" 30'-T 28'-0" 22'-6" 21'-3" 19'-8" 6'-10' 25'-4" 23'-0" 30'-6" 28'-9" 26'-8" Snow 20 15 20f" 1524'-4" 22'-11" 21'-1" 2T-2" 26'-0" 24'-0" 29'-T 28'-2" 26'-T 21'-4" 20'-0" 18'-6" 25'-5" 3'-10' 22'-0" 8'-11' 2T-1" 25'-0" 125% 20 20 19W 18'- 23'-3" 21'-9" 2lY-0" 264" 24'-5" 27-9" 2T-1' 20-2" 24A1" 20'-4" 19'-0" 17' 5" 24'-3" 22'-8"20'-10' 2T-2" 6-10'i2T-9" 25 10 20-0" 19-6- 18'-1" 24'-0" 23-1" 21'-0" 26-1" 25'-7' 24'-5" 2T-11" 2T-4" 26'-7" 21'-4" 20'-2" 18'-10' 26-6" 24A" 22'-5" 28'-1" 2T-4" 25-6" 25 15 19'-7" 18'-5" 174" 22'4" 21'-9" 20'4" 244' 23'-9" 22'-11" 26-9- 264' 24'-5" 20'-5" 19'-2" 17'-9" 24'-0" 22'-10" 21'-2" 26'-2' 26-6" 24'-1" 16" o.c. 30 10 19'-T 18'-T 1T-4" 22'-5" 27-0" 21Y-7" 24'-5" 24'-0" 23'-5" 26'-1" 26-9' 26-0" 20'-5" 19'-4" 18'-1" 24'-1" 23'-1" 21'-6" 26'_T' 25'-9" 24'-5" Snow 30 15 18'-7" 1T-9" 16-6" 21'-1" 20'-T' 19-7 23'-0' 27-5" 21'-9" 24'-7' 24'-0" 23'-3" 19'-T' 18'-0" 1 17'-2" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1" 23'-3" 115% 40 10 1T3" 1T-1" 16-2' 29-1" 19-9" 15-3" 21'-10" 21'-7" 21'-1' 234" 23-T 22'-T 18'-T' 1T-10'"16-10' 21'-T' 21'-3" 20'-1" 23'-6" 23'-2" 22'-8" 40 15 16-10" 16'S" 16-6" 194" 19-8" 18'-2" 20'-10" 20'-5" 19'-10" 27-3" 21'-10" 21'-3" 18'-1" 17'4" 16'-1" 20'-0" 20'-1" 19'-Y 22'4" 21'-11" 21'4' 50 10 16-2" 16-10" 16-0" 194" 18'-1" 1T-9" 19-11" 15-9" 19-5" 21'-4" 21'-1" 20'-9" 17'-2" 16'-0" 15'-8" 19'4' 19'-5" 18'-8 21'-5" 21'-2" 20'-10' 50 15 16-6" 16-3 14'-8" 1T-7" 1T3" 16'-10" 15-2" 16-10" 18'-5" 2tY-5" 2tY-1" 19'-8" 16'43" 16'4" 15'4" 18'40"i 18'-0" 18'-1" 20'-7" 20'-2" 19'-9" Non- 20 1 10 20'-0" 19-2" 17'-9" 24'-2" 2240 21'-2" 26-10" 26-11" 24'-1" 283" 28'-0" 26'-8" 21'-2" 19'-11' 18'-6" 25'-2" 23'-9" 22'-1" 28'-8" 1 2T-0" 25'-1" Snow 20 1 15 153" 18'-1" 16-8" 22'-T 21'S" 19-10" 24'-9" 24' 0' 22'-T 26'-5" 26-8" 24'-8" 20'-0" 18'-10' 17'4" 3'-10' 22'-5" 20'-8" 26'-7" 25'-6" 23-4 125% 20 1 20 18'-4" 1T-2" 15-T 21' 2" 29-5" 19-9" 23'-1" 224" 21'-3 24'-8" 23-10' 2-7-9" 19'-1" 1T-10' 16'-5" 22'-9" 21' 4" 19'-7" 4'-10'123'-11' 22'-3" 25 10 19'-3" 18'-3" 17-0" 21'-19' 21'-5" 20'-2" 23'-10" 234" 1 273" 26-T 24'-11" 24'-3" 20A" 19'-0" 17'-8" 23'-0" 22'-7" 21,-1" 25-T 254"23AV 25 15 18'-0" 174" 164' 20'-5" 19'40" 19'-1" 22'-3" 21'$" 20'-10" 23'-9" 23-1" 22'4" 19'-2" 18'-0" 16'-8" 21'41" 21'-4" 19'41' 3'-10" 23'-3" 22'-5" 19.2" O.C. 30 10 18'-0" 17'-5" 16-3" 20'-5" 20'-1" 19'-5" 22'-3" 21'41" 21'4" 23'40" 23-5" 22-10" 19'-2" 18'-2" 16-11' 22'-0" 21'-7" 20'-2" 23-T 22'-11' Snow 30 15 16'-11" 16'-T 15-0" 19'3" 18'-9" 18'-2" 20'-11" 20'-5" 19'-10" 27-5" 21'-10" 21'-2" 18'-3" 17'-4" 16'-1" 20'-8" 20'-2" 19'-2" 22'-0" 21'-3" 115% 40 10 16-2" 15'-11" 15-2' 183" 18'-0' 1T 8" 15-11" 15 8" 15-3" 21'" 21'-0" 20 T 17'-0" 16' 9" 15'-10' 19'-8" 19' 4" 18'-10' N25"'." 21'-1"20'-8" 40 15 164" 16-0" 14'-0" 1T-5" 1T-1" 16'-T 18'-11' 18'-T 194" 21Y-3" 19'-10" 194" 16'-0" 16'-2" 15'-2" 18'-8" 18'-4" 17'-10' 20'-0" 19'-5" 50 10 14'-9" 14'-6" 14'-1" 16-8" 16-6" 16-2" 18'-2" 1 16-T 1T-8" 19-5" 19-3" 18'-11" 15' -10" 15'-0" 14'-8" 17'-11" 1T-9" 17'-5" 19'-7"' 19 4" 19'-0" 50 15 14'-1" 13'-10" 13'-T' 16'-0" 55'-9" 15'-0" 1T-5" 1T-2" 16'-9" 18'3" 419 " 1T-11" 15'-2" 14'41" 414'" 17'-2"i16'-11" Non- 20 10 16-10" 1T-9" 1 16S" 22'-0" 21'-1" 19'-7" 24'-0" 23-S' 22'4" 25-T 25-0" 24'-T 19'-7" 18'-6" 17'-2" 23'-4" 22'-0" 20'-5" 25'-9" 25'-0" 23'-3" Snowl 20 1 15 17'-10" 16'-9" 15'-5" 20'-3" 153" 18'4" 27-1" 21'-5" 1 20'-T' 23'3" 22'41" 22'-0" 18'-0" 17'-5" 16-1" 21'-10' 20'-9" 19'-2" 23'-9" 23'-1" 21'-9" 125% 20 20 16'-0" 15'-11" 14'-T 18'-11" 18' 3" 1T-5" 20 8" 19' 11" 19-T27-1" 21'-3" 20' 4" 17' 8" 16'-T' 15' 3" 20' 4" 19$" 18'-2" 22'-2" 21'-5" 20'-5" 25 10 1T-3" 1640" 16-9" 19-6" 19-2" 1 187' 21'3" 29-10" 20'-T 27-T 27-3" 21'-8" 18'-0" 17'-7" 164" 21'-0" 20'-7" 19'-6" 2'-10" 22'-5" 21'-9" 25 15 164" 16-T 14'-1T 18'-2" 1T-T 1T-1" 19-10" 19'4" 19-T 21'-3" Mr 19-11" 17'-3" 16'-8" 15'-5" 19'-7" 174" 18'-4" 21'-4" 20'-9" 20'-0" 24" 30 10 16-1" 15-10" 16-1" 19-T 1T-11" 1T5" 19'41" 19'-T' 19-1" 21'-3" 29-11" 20'-5" 17' 4' 16-10' 16-8" 19'-7" 19'-3" 18'-9" 21'-5" 21'-0" 20'-6" O.C. Snow 30 15 16-2" 14'-9" 14'4" 17-2" 16-9" 16-3" 18'-9" 18'-3" 1T-8" 20'-0" W-6" 16-11" 16'-Y 15'-11' 14'41' 18'-5" 18'-0" 1T-5" 20'-1" 19'-8" 19'-0" 115% 40 10 14'5" 14'-2' 13'-11" 164" 164" 15-9" 17'-10" 1T-T 1T-2" 19-0" 19-9" 18'-5" 16-6" 15'-3" 14'-7" 17'-7" 1T-4" 16'41' 19'-2" 18'40" 18'-6" 40 15 13'-8" 13'S' 13'-1" 15-0" 15'3" 14'-10" 16'-11" 16-T 16'-2" 18'-1" 1T-9" 1T-Y 14'-9" 14'-5" 14'-0" 16'-8" 16'4" 15'-11' 18'-2" 17-40" 1T4" 50 10 13'-2"' 13'-0" 17-9" 14'41" 14'-T 14'-0" 16'-3" 164" 16-9" 1T_4" 1T-2" 164T 14'-2" 13'-11" 13'-T 16'-0" 15'-1_0" 15'-7" 1T-5" 1T-2" 16'-T 50115 12'-T i 12' 4" 12'-1" 14'-3" 13'-T 15-T 13'-0" 15' 4"{14'-11"114'-3" 16'-2" 115'-8" 14-41' 14'-T 15'4' 14'-11" 1G5' 1(i-0" 15'-3" 13'-0" 13' 4" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is.less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade M? • Eastern Spcufer Guide • MO 2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psf] 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width BCI° 6000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI' 6000S 1.8. _ 4/12 4/12 8/12 or to to Less 8/12 12112 BCI° 6000s 1.8 _ _- _ 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI° 6000s 1.8 4/12 4/12 1 8/12 or to to Less 8/12 12/12 Non- 20 10 26'-0" 24'-0" 1 22'-9" 30'-11" 29'-2" 27'-0"' 35'-2" 33'-2" 1 30'-9" 38'-10" 36'-T, 34'-0" Snow 20 15 24'-7" 23'-1" 1 21'-4" 29-3" 27'-6" 25'-4" 33'-3" 31'-3" 1 28'-10" 36'-9" 34'-6" 31'-10" 12'5% 20 20 23'-6" 22'-0" 1 20'-2" 27'-11" 26-1" 24'-0" 31'-9" 29'-9" 27'4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" 23'-4" 21'-8" 29'-4" 27'-9" 25'-10" 33'-4" 31'-6" 29'-4" 36-10" 34'-10" 32'-5" 25 15 23'-6" 22'-2" 20'-6" 28'-0" 26'-4" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1" 30'-8" c. O.C. 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26'-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'-4" 19'-9" 26-11" 254" 23'-6" 30'-7" 28'-10" 26'-9" 33'-0" 31'-11" 29'-T' 115% 40 10 21'-5" 20'-T' 19'-5" 25'-6" 24'-6" 23'-1" 29'-0" 2T-10" 26'-3" 31'-4" 30'-9" 29'-0" 40 15 21'-1" 20--0" 18'-7" 25--1" 23'-9" 22'-2" 2T-11" 2T-1" 25'-2" 29'-10" 29'-3" 2T-10" 50 10 19'-10" 1914" 18'-1" 23'-T' 22'-8" 21'-6" 26-9" 25'-9" 24'-0" 28'-8" 28'-3" 27'-1" 50 15 19'-10" 18'-11" 17'-8" 23'-T' 22'-0" 21'-0" 25'-8" 25'-3" 23'-11" 2T-5" 2T-0" 26'-5" Non- 20 10 23'-6" 22'-2" 20'-7" 28'-0" 26'-5" 24'-6" 31'-10" 30' 0" 27-10" 35-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 19'-4" 26'-6" 24'-11" 23'-0" 30'-2" 28'-4" 26'-2" 33'-4" 31'-4" 28'-11" 125% 20 20 21'-3" 19'-11" 18'4" 25'-3" 23'-8" 21'-9" 28'-9" 26'-11" 24'.9" 31'-5" 29'-9" 2T-5" 25 10 274" 21'-1" 19'-8" 26'-7" 25'-1" 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21'4" 20'-1" 18'-7" 25'4" 23'-10" 22,-1" 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" 16" O.C. 30 10 21'4" 20'-3" 18'-10" 25'-5" 24--1" 22'-5" 28'4" 27'4" 25'-6" 30'4" 29'-9" 28'-3" Snow 30 15 20'-6" 19'-4" 1T-11" 24'4" 23'-0" 21'4" 26'-8" 26'-0" 24'-3" 28'-0" 27'-10" 26-10" 115% 40 10 19'-5" 18'-7" 1T-7" 23'-1" 22'-2" 20'-11" 25'-5" 25'-0" 23'-10" 27'-2" 26'-9" 26'-2" 40 15 19'-1" 18'-1" 16'-10" 22'-2" 2V-6" 20'-1" 24'-2" 23'-8" 22'-10" 25'-10" 25'-4" 24'-8" 50 10 18'-0" 17'4' 16'-4" 21'-3" 20'-0" 19'-6" 23'-2" 22'-11" 22'-2" 24'-9" 24'-6" 24'-1" 50 15 1T-11" 1T-1" 16'-0" 20'4" 20'-0" 19'-0" 22'-2" 21'-10" 21'-4" 23'-9" 23'4" 22'-10" Non- 1 20 1 10 22'-1" 20'-10" 19'4" 26-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-11" Snowl 20 1 15 20'-11" 1 191-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'4" 26' 7" 24'-7" 30'-8" 29'-5" 27'-2" 125% 20 20 19'-11" 18'-8" 1T-2" 23-9" 22'-3" 20'-5" 26'-10" 254" 23'-3" 28'-8" 27'4" 25'-9" 25 1 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-T' 22'-0" 27'-8" 26-10" 25'-0" 29'-T' 28'-11" 27'-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 20'-9" 25'-9" 25'-1" 23'-7" 2T-7" 26-10" 25'-11" 19.2" O.C. 30 10 20'-1" 19'-0" 17'-9" 23'-9" 22'-7" 21'-1" 25-10" 25'-5" 24'-0" 27'-8" 2T-2" 26'-6" Snow 30 15 19'-3" 18'-2" 16'-10" 22'4" 21'-7" 20'-0" 24'4" 23'-9" 22'-10" 26'-0" 25'-5" 24'-T' 115% 40 10 18'-3" 1T-6" 16'-6" 21'-3" 20'-10" 19-8" 23'-2" 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 17'-10" 1T-0" 15'-10" 20'-2" 191-10" 18'-10" 22'-0" 21'-7" 21'-0" 23'-6" 23'-1" 22'-6" 50 10 16' 10" 16' 2" 15' 4" 19'-5" 19'-2" 18'4" 21'-1" 20'-10" 20'-6" 22'-7' 22'4" 21'-11" 50 15 16'-4" 16'-1" 15'-0" 18'-7" 18'-3" 17'-10" 20'-3" 19'-11" 19'-5" 21'-8" 21'-3" 20'-10" Non- 20 1 10 20'-6" 19'4" 17'-11" 24'4" 23'-0" 21'4" 27'-9" 26'-2" 24'-3" 29'-9" 28'-11" 26-10" Snowl 20 1 15 19'4" 18'-2" 16-10" 23-0" 21'-8" 20'-0" 25'-8" 24'-8" 22'-9" 27'-5" 26-7" 25'-2" 125% 20 26 18'-6" 17'-3" 15'-11" 22'-0" 20'-7" 18'-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-7" 25 10 19'-5" 18'4" 17'-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26'-5" 25'-10" 25'-2" 25 15 18'-0" 17'-5" 16'-2" 21'-2" 20'-7" 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" 1T-7" 16'-5" 21'-2" 20'-10" 19'-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 17'-7" 16'-9" 15-7" 19'-11" 19'-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16'-2" 15'-3" 19'4" 18'-8" 18'-2" 20'-8" 20'4" 20'-0" 22'-1" 21'-9" 21'4" 40 15 15'-11" 15'-7" 14'-8" 18'-0" 1 T-8" 1 T-2" 19'-8" 19'-3" 18'-9" 21'-0" 20'-7" 191-8" 50 10 15' 3" 14'-11" 14'-3" 17'-4" 17'-1" 16-10" 18'-10" 18'-8" 18'-4" 19'-10" 19'-5" 18'-9" 50 15 14'-T' 14'4" 13'-11" 16'-7" 16'-4" 15'-11'--17'-11" 177''4" 16'-0" 18'-3" 1T8" 16'-10" Boise Cascade EUJP • Easlem Speafler Guide • 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/16' Flange Width 9'/2' BCI° 6500s 1.8 11'/o" BCI' 6500s 1.8 14" BCI° 6500s 1.8 16" BCI°_ 6500s 1.8 Live Load psfj Dead Load psfj 4112 or Less 4112 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 1 8/12 to 12/12 4/12T4/12 or Less8/12 to 8/12 to 12/12 4/12 or _T Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-l" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 L15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-l" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 1 20 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-l" 25 10 25'-5" 24'-l" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-l" 32'-9" 30'-10" 28'-7" 36'-2" 34'-l" 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-l" 29'-0" 36'-3" 34'-4" 32'-l" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 26-11" 31'-5" 30'-9" 28'-8" 50 10 20'-6" 19'-8" 18'-8" 24'-4" 23'4" 22'-2" 27'-8" 26'-7" 25'-2" 30'-2" 29'-4" 27'-10" 50 15 20'-6" 19%6" 18'-3" 24'-4" 23'-2" 21'-8" 27'-0" 26'-4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 20250 23'-0" 21'-7" 19'-11" 27,-4" 25'-8" 23'-8" 31'-l" 29'-2" 26'-11" 34'-4" 32'-3" 29'-9" 125% 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-l" 21'-10" 20'-4" 27'-5" 25'-11" 24'-l" 31'-2" 29'-5" 27'-5" 34'-l" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-l" 24'-7" 22'-9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16" I.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-l" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21%1" 19'-11" 18'-6" 25'-l" 23'-8" 22'-0" 28'-l" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-l" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-l" 21'-2" 20'-l" 24'-5" 24'-l" 22'-10" 26'-l" 25'-9" 25'-3" 50 15 18'-6" 17'-8" 16'-6" 21'-5" 21-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" 20'-0'. 27'-l" 25'-7" 23'-9" 30'-10" 29'-l" 27'-0" 34'-0" 32'-l" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-l" 22'-3" 29'-2" 27'-5" 264" 32'-3" 30'-3" 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-l" 27'-10" 26-1" 24'-0" 30'-2" 28'-9" 26%6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'4" 22'-8" 29'-l" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-l" 21'-5" 27'-2" 26-3" 24'-4" 29'-0" 28'-3" 26'-11" 19.2" o.c. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29'-l" 28'-7" 27'-4— Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40 10 18'-10" 18'-l" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-l" 25'-8" 25'-2" 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-l" 24'-9" 24'-4" 23'-8" 50 10 17'-5" 16'-8" 15'-10" 20'-5" 19'-10" 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 23'-l" 50 15 17'-3" 16'-7" 15'-6" 19'-7" 19'-3" 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 20 10 21'-l" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0" 31'-4" 29'-9" 27'-7" Snow 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 20 19'-l" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25-11" 25'-3" 24'-4" c. O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-l" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-l" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'-3" 40 1 15 16'-9" 16'-2" 15'-l" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 50 10 16'-1" 15'-5" 14'-8" 18'-3" 18'-0" 17'-5" 19'-6" 19'-0" 18'-5" 19'-10" 19'-5" 18'-9" 50 15 15'-5" 15'-2" 14'-4" 17'-3" 1 1678" 15' 11" 1 17'-11" 17'-4" 16'-6" 18'-3" 1 17'-8" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade E WP • Eastern Specifier Guide • 08/04/2015 0 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] 115% and 125% Load BCI® 60s 2.0 Series 25/16" Flange Width Duration BCI® 90s 2.0 Series T/V Flange Width 11%" BCIO 60s 2.0 14" BCIO 60s 2.0 16" BCIO 60s 2.0 11M." BCIO 90s 2.0 14" BCIO 90s 2.0 4/12 4/12 T 8/12 or to to Less 8/12 12/12 16" BCIO 90s 2.0 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 4/12 T 8/12 or to ' to Less , 8/12 ;12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- Snow 125% 1 20 1 20 20 10 15 20 34'-1" 32'-4" 30'-10' 32'-2" 30'-4" 28'-10' 29'-10' 28'-0" 26'-6" 38'-9" 36'-9" 35'-1" 36'-7" 34'-6" 32'-10' 33'-11" 31'-10" 30'-2" 42'-11" 40'-8" 38'-10' 40'-6" 38'-3" 36'-4" 37'-7" 35'-3" 33'-5" 39'-0" 37'-0" 35'-3" 36'-10" 934'" 33'-0" 34'-2" 32--1" 30'-4" 44'-3" 41'-11" 39'-11" CA" 39'-4" 37'-5" 38'-9" 36'-4" 34'-5" 49'-0" 46'-5" 44'-3" 1 46'-3" 43'-7" 41'-5" 42'-11" 40'-3" 38'-1" 25 1 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 37'-l" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'-0" 40'-11" 25 15 30'-11" 29'-1" 26'-11" 35-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'-10' 40'-1" 37'-9" 34'-11" 44'-4" 41'-9" 38'-8" 12 O.C. 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31--1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-l" 39'-4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-l" 29'-9" 38'-6" 36'4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-l" 32'-2" 32'-3" 30'-11" 29'-2" 367-6" 35--0" 33'-l" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'10' 27'-10' 34'-11" 33'-l" 30'-10' 31'-9" 30'-0" 28'-0" 36'-0" 34'4" 31'-9" 39'-10" 37'-9" 35' 2" 50 10 26'-1" 25'-0" 23'-9" 23'-3" 29'-8" 29'-8" 28'-6" 28'-3" 27'-0" 26'-5" 32'-11" 32'-11" 31'-6" 31'-4" 29'-11" 29'-3" 29'-10" 29'-10"I 28'-8" 28'-5" 27'-2" 26'-7" 33'-10" 33'-10" 32'-5" 32'-3" 30'-10' 30'-1" 37'-6" 37'-6" 35'-11" 1 35'-8" 34'-2" 50 15 26'-1" 24'-10' 33'-5" Non- Snow 125% 20 20 20 10 15 20 30'-11" 29'-3" 27'-11" 29'-2" 27'-6" 26'-2" 27'-1" 25'-5" 24'-l" 35'-2" 33'-4" 31'-9" 33'-2" 31'-3" 29'-9" 30'-9" 28'-10' 27'-4" 38'-11" 36'-11" 35'-2" 36'-9" 34'-8" 32'-11" 34'-1" 32'-0" 30'-4" 35'-4" 33'-6" 31'-11" 33'-4" 31'-6" 29'-11" 31'-0" 29'-l" 27'-6" 40'-l" 37'-11" 36'-2" 37'-10" 35'-8" 33'-11" 35'-l" 32'-11" 31'-2" 44'-5" 42'-0" 40.-1.- 41'-11" 39'-6" 37'.7" 38'-11" 36'-6" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38--1" 36'-0" 33'-6" 42'-2" 39--10" 37'-l" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-l" 16 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-l" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" O.C. Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32--11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-l" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 25'-l" 23'-9" 22'-2" 28'-7" 27,-l" 25'-3" 31'-8" 30'-0" 27'-11" 28'-9" 27'-2" 25'-4" 32'-7" 30'-10" 28'-9" 36'-l" 34'-2" 31'-10" 50 10 23'-7" 22'-8" 21'-6" 26'-10' 25'-9" 24'-6" 29'-9" 28'-7" 27'-l" 27'-0" 25'-11" 24'-7" 30'-7" 29'-5" 27'-11" 33'-11" 32'-7" 30'-11" 50 15 23'-7" 22'-6" 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 27'-0" 25'-9" 24A" 30'-7" 29'-2" 27'-3" 33'-11"I 32'-4" 30'-3" Non- Snow 1250/( 20 20 20 10 15 20 29--1" 27'-6" 26'-3" 27'-5" 25'-10' 24'-7" 25'-5" 23'-10' 22'-7" 33'-0" 31'-3" 29'-10' 31'-2" 29'-5" 27'-11" 28'-11" 27'-1" 25'-8" 36'-7" 34'-8" 33'-0" 34'-6" 32'-7" 30'-11" 32'-0" 30'-l" 28'-6" 33'4" 31'-5" 30'4" 31'-4" 29'-7" 28'-1" 29'-1" 27'-3" 25'-10" 37'-8" 35'-8" 34'-0" 35'-6" 33'-6" 31'-10" 33'-0" 30'-11" 29'-3" 41'-8" 39'-6" 37'-8" 39'-4" 37'-1" 1 35'-3" 36'-7" 34'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26A" 33'-l" 31'-2" 28'-11" 30,-l" 28'-4" 26'-3" 34'-l" 32'-l" 29'-9" 37'-9" 35'-7" 32'-11" 19.2 30 10 26'-4" 25-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30'-l" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" O.C. Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27--1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27'-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 40 15 23'-7" 22'-4" 20'-10' 26-10' 25'-5" 23'-8" 28'-l" 27'-0" 25'-7" 26'-11" 25'-6" 23'-10' 30'-7" 28'-11" 27'-0" 33'-10" 32'-1" 29'-11" 50 10 15 22'-2" 22'-2" 21'-3" 21'-2" 20'-3" 19'-9" 25'-3" f------------------ 23'-9" 24'-2" 23'-0" 23'-0" 21'-11" 25'-10' 25'-3" 24'-5" 25-4" 24'-4" 23'-1" 28'-8" 28'-8" 27'-7" 27'-5" 26'-2" 7" 25'-7" 31'-10"; 2-- 29'-8'28'-8" 30'-7" 29'-1" 1 27'-5" 50 23'-9" 23'-0" 21'-11" 25'-4" 24'-2" 22'-7" Non- Snow 125% 20 20 20 10 15 20 26'-11" 25'-6" 24'-3" 25'-5" 23'-11" 22'-9" 23'-7" 22'-1" 20'-11" 30'-7" 28'-11" 27'-7" HAT26'-10' 27'-2" 25'-10" 25'-2" 23'-10' 33'-11" 32'-1" 30'-7" 32'-0" 30'-2" 28'-8" 29'-8" 27'-10' 26'-4" 30'-9" 29'-1" 27'-9" 29'-0" 27'-4" 26'-0" 27'-0" 25'-3" 23'-11" 34'-10" 33'-0" 31'-5" 32'-11" 31'-0" 29'-6" 30'-7" 28'-8" 27'-l" 38'-7" 36'-7" 34'-10" 36'-5" 34'-4" 32'-8" 33--10' 31'-9" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 27'-7" 25'-9" 33'-l" 31'-4" 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-l" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" 24" O.C. 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-9" 29,-l" 27'-2" 27'-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31,4" Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-l" 23'-4" 27'-4" 26'-l" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-l" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 23'-1" 25'-4" 24'-4" 23'-0" 28'-8" 27'-7" 26'-l" 30'-11" 30'-0" 28'-10' 40 15 21'-10" 20'-8" 19'4" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" 24'-11" 23'-7" 22'-0" 27'-9" 26'-8" 25'4" 28'4" 26--11" 25'-6" 50 10 15 20'-6" 19'-0" 19'-8" 18'-4" 18'-9" 17--1 20'-8" 19'-0" 20' 2" 18'-4" 19'-6" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" IT97-Fl- 17'-6" 23'-5" 23'-4" 22'-6" 22'-4",20'-11" 21'-5" 25'-7" 23'-6-" 24'-11" 22'-9" 24'-l" 21'-8" 25'-9" 25'-2" 24'-4" 50 1 IV V/-, A` Boise Cascada EbvP - Eastem Speafier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 11/" Flange Width 9'/2" BCI® 4500s 1.8 11 %" BCI04500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% I Non- I Snow 125% U240 Snow 115% I Non- I Snow 125% U240 Snow 115% I Non - I Snow 125% U240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 1 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 1 42 61 66 1 - 69 75 24 1 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least 1/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastem Specifier Guide • 08104/2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 5000s 1.8 11'/8" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 1.25% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 1 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 1 151 55 43 28 1 1 47 50 38 Boise Cascade EWP • Eastern Specifler Guide • 08/0412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 ll%" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Non- Snow Snow 115% 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 97 88 102 111 23 42 42 32 69 70 53 82 89 78 93 101 1 24 61 61 47 75 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 54 73 79 27 43 43 33 59 63 48 67 73 65 28 1 1 55 57 44 63 68 1 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastern Specifier Guide • 08/0412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 11'/e" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load I Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% LI240 6 360 392 375 408 - 390 424 398 432 7 309 336 322 350 - 334 364 341 371 8 270 294 281 306 - 293 318 298 324 9 240 261 250 272 - 260 283 265 288 10 216 235 225 245 - 234 254 238 259 11 196 213 204 222 - 213 231 217 236 12 180 196 187 204 - 195 212 199 216 13 166 180 173 188 - 180 196 183 199 14 154 168 147 161 175 - 167 182 170 185 15 140 152 121 150 163 - 156 169 159 173 16 123 132 101 140 153 - 146 159 149 162 17 109 111 85 132 144 - 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 ti Boise Cascade EWP • Easlem Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) MI 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 31/2' Flange Width 11%" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/a" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load Deflect- Total Load I Deflect Total Load Deflect, Total Laad IDeflect- Total Load I Deflect- Total Load I Deflect Span Length Snow o Non- Snow 0 Snow 0 Non- Snow 4 Snow 440 Non- Snow 0 Snow 0 Non- Snow 0 l Snow o Non- Snow 0U2400 Non - Snow Snow l a 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 1 1 53 53 41 40 40 31 58 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade E"P • Eastern Specifier Guide • 08/D4'2015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by anag a specific applicationlyzin with the BC 80 software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Design Properties 13CI11 Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb-in2][Ibs] K x 10e Shear Dos] End Reaction [Ibs] Intermediate Reaction [Ibs] 1Y2" Bearing 3Y2" Bearing 3'F" Bearing 5%" Bearing No WSM WSM ' No WSM WSI21 NoWSt'1 WS121 No WS01 WSj21 9'/ z 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 ' 2525 2750 4500s 11% 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9'/ z 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 ! 2525 2750 5000s 11% 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 ! 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/ 2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 12700 2750 6000s 11"A 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.1 4815 490 8 1925 1 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 ' 2950 3350 9'/ z 2.7 3505 220 5 1575 1175 1375 1425 2400 2650 1 2700 2750 6500s 11Y, 3.0 4495 365 7 1675 1175 1425 1375 1425 1475 2500 2850 i 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1 1550 1975 2650 3350 2950 3350 1178 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 2 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 ! 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 11% 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 90s 2. 0 14 4.6 11390 980 8 2350 1450 1 1950 1 1850 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 - Swla W12 384 EI + K A = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb -in'] K = shear deformation coefficient [lb] BCI° Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O. C. Spacing inchesI End of Joist fincheslinches O. C. Spacing End of Joist inches 8d Box (0.113'o x 2.5') 2 1 %: 4 1'/z 8d Common (0.131'o x 2.5' 2 1'/2 4 3 10d & 12d Box (0.128'o x 3', 3.25') 2 1'/2 4 3 16d Box (0.135'o x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'o x 3', 3.25') 3 2 6 4 16d Common 0.162'o x 3.5' 3 2 6 4 RCI® Dianhrinm Tihip (1) Dia hra m Capacity mr'i Ib/ft BCIoSeriesUnblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing ® panel edges 425 Ib/ft for 4" o.c. nailing, staggered, ® panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing Q panel edges 480 Ib/ft for 4" o.c. nailing, staggered Q panel edges buildingcoderin 60S. 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI.60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EVVP • Eastern Specifier Guide • 08104/2015 Boise _Cascade_ Rimboard Boise Cascade Rimboard F Product Profiles 91 /2r' 117/8rr 14" 16" LAM® BC R1/811 IM BC RIM VERSA6LAM® VERSA BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. I(M Perpendicular See chart for vertical load capacity. 14 Min. 8d nails at 6" O.C. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Connection per design professional of record's specification for shear transfer. Exterior Wall Sheathing Max. "/»• thickness Bcl•/AJ5•J0 l5 ts \ Perpendicular or parallel to rim Ip W dis through bob (ASTM A307 Grades US, SAE J429 Grades 1 or 2, or higher with washers and nuts) or by die lag screws (full penetration), staggered Min. rnnnedlen fnr Anm n—f d"ek InFdinP Deck lout Length Connection 12'-0• & less 2 rows W bon or leg screw, 24" o.c. 300 r max. 12'-1' —1E'-O' 2 rows W bolt or lag screw, 16" o.c. (450 pit max.) Note: For snow Inds greater than 40 psf, and/or dead loads greater then 10 psf, size connection per max pB values shown above. Treated Ledger. Use only fasteners that ate approved foi use with corresponding wood heatment- BOISE CASCADE- Rlmboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck Construction Guide Boise Cascade Rimboard Properties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product 1pIq f1b]Ib/ft lb/in lb/in lb/in lb/in 1" BC RIM BOARDOm 1" BC RIM BOARD° OSB (2)p3300I3500180Limitedspan Capabilities, see note 2p 11/e" BC RIM BOARD° OSB (2) 4400 I 3500 180 Limited span capabilities, see note 2 Vhd" VERSA-LAMO 1.41800 0) 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 525 2" thick framing floor diaphragms 1W VERSA-LAMO 2.0 3100 (') 5700 4300 Permitted per building code for all nominal 3100 2,000,000 285 7502" thick framing floor diaphragms NotesProduct Closest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1' BC RIM BOARD°m 1'W BC RIM Vha" VERSA -LAM 1'/4" VERSA -LAM° Narrow Face [in] product information. 1" BC RIM BOARD° OSB n) BOARD° OSB a) 1.4180041) 2.0310001 2. See Performance Rated8dBox (0.113"o x 2.5") 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'e x 2.5") 3 3 3 3 10d & 12d Box (0.128"o x 3", 3.25") See publication in note 2 for 3 3 16d Box (0.135'e x 3.5") 3 3 4 4 10d & 12d Common & further nailing information. 16d Sinker (0.148"la_x 3', 3.25') 6 616dCommon (0.162'e x IF)] Boise Cascade E WP • Eastem Specifier Guide • 08/04/2015 VERSA -LAM° Products An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VERSA-LAM-0 Beam Architectural— Specifications------- - Scope: This work includes the complete furnishing and installation of all VERSA - LAM* beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing Allowable code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged VERSA -LAM* beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. Holes in- VERSA -LAM°- Beams - - See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/z, W, 7V4" 1 9W and greater 2" s Depth 3 Depth r"` '/a Span '/s Span - End Bearing Intermediate Bearing 6 These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification* for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EVVP • Eastern Specifier Guide • 08/04/2015 VERSA -LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code If top plate is moisture barrier and air not continuous over header. Verity hangerr5" capacity withlateralrestraintspacehangeryatbearing. required manufacturer between VERSA -LAM* concrete column and wood. Column connector per design professional 1® Trimmers : 1®0 of record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall t Wood top plate must be flush with Inside of wall Strap per code If Sloped seat cut t Hanger top plate Is not Not to exceed t continuous Inside face t of bearing. 0 DO NOT bevel cut VERSAaAM• beyond Inside face of wall without approval from Blocking not 0 Boise Cascade EWP Englneering Moisture barrier between shown for clarity. t or BC CALL software analysis. f • concrete and wood t VERSA -LAM' Installation Notes Minimum of h" air space between beam and wall pocket or adequate barrier must be VERSA -LAMB beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. Multiple Member -Connectors------- Side-Loaded Applications Maximum Uniform Side Load [p19 Nailed m Dim. Through Bolt r' Dim. Through Bait") Number 2 rows 16d of Sinkers @ Members 12" o.c. 3 rows 16d Sinkers @ 12" o.c. 2 rows 24" o.c. staggered 2 rows 12" o.c. staggered 2 rows @ 6" o c stagnered 2 rows @ 24" o.c. I staqqered 2 rows 12" o.c. staggered 2 rows @ 6" o c staggered 1W VERSA -LAM' (Depths of 18" and less) 2 1 470 1 705 505 1 1010 1 2020 560 1120 1 2245 30 1 350 1 525 375 1 755 1 1515 420 840 1685 4m use bolt schedule 335 1 670 1 1345 370 745 1495 31r4" VERSA -LAM* 2ro use bolt schedule 855 1 1715 1 N/A 1125 2250 N/A 13/." VERSA -LAM• (Depths of 24") Number Nailed rn A' Dim. Through BoIN'r X' Dia. Through Bolf" of Members 3 rows 16d Sinkers @ 12" o c 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o c 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 24" o.c. 8" stacipered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3ro 525 705 565 755 1135 630 840 1260 4 to use bolt schedule 505 670 1010 560 745 1120 1. Design values appryN to common bolts that conform fo ANSI/ASME standard B18.21-1981 fASTM A307 Grades AIB, SAE J42 Grades 1 or 2, or higher) A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut The distance from the edge of the beam to the bolt holes must be at least 2' for %' bolts and 2W for %' bolts. Bolt holes shall be the same diameter as the bolt. 2 The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0135' diameter x 3.5' length, 16d sinker nails = 0148' diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sides ((lesser side shall be no less than 25%of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing M ax mum norm Load From One Side Depths 11W 8 less 2 rows 16d box/sinker nails @ 12" o.c. 400 pif 2) 1W plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pit Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pit Depths 11%:' 8 less 2 rows 16d box/sinker nails @ 12" o.c. 300 pit 3) 1'/."" plies (') De the 14" - 18" 3 rows 16d box/sinker nails 12" o.c. 450 IfHDeth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pit Depths 18" 8 less 2 rows''' bolts @ 24' o.c., staggered 335 pit Depth = 24" 3 rows W bolts @ 24' o.c., staggered eve 8" 505 pit Depths 18" 8 less 2 rows bolts @ 24" o.c., staggered 855 pit2) 31W plies Depth 20" - 24" 3 rows 'A' bolts @ 24' o.c., staggered eve 8' 1285 pit 1. The nail schedules shown apply to and by 25%for ran -snow bad roofs 7 Connection values are based upon both sides of a 3-member beam. where the building code allows. the 2012 NDS. 2. 16d box nails = 0.135 diameter x 3.5' length, 16d = 5. Use allowable load tables or BC E. FeetenMaster TrussLok, SimpsonUSPsinkernails0.148' diameter x 3.25' length CALC• software to sae beams. 6. An equivalent specific gravity of Strong -Tie WIN or SDS, and WS screws may also be used to 3 Beams wider than 7' must be designed by the engineer of record 0.5 may be used, when designing specific conn ctions with VERSA connect multiple member VERSA - LAM' beams contact Boise Cascade MP Engineering for4Allvaluesinthesetablesmaybe increased by 15%for snow -bad roofs LAMS. further Information. Boise Cascade EWP • Eastern Specifier Guide • 0810412015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM* beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly The following is an example of how to size and connect a multiple -ply VERSA -LAM* floor beam. Given Beam shown below is supporting residential floor load 40 psf live load. 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14"._ m Find A multiple 1W ply VERSA -LAM• that is adequate to support the design loads and the member's proper connection schedule. 1 Calculate the tributary width that beam is supporting: 14'12+18' 12=16' 2 Use PLF tables on pages 28-30 of ESG or BC CALC• to size beam A Triple VERSA - LAM• 2.0 3100 1M.." x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case). Max Side Load = ( 18' / 2) x (40 + 10 psf) = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1W VERSA - LAM*, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c. 525 pit is greater than 450 pit OK Bolts ``/V diameter 2 rows @ 12" staggered: 755 plf is greater than 450 pit OK VERSA -LAM® Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ftj 1'/2" VERSA -LAM• 2.0 3100 Double Ply N." VERSA -LAMS 2.0 3100 or 3'A' VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA -LAM• 2.0 3100 or 5'/." VERSA -LAM 2.0 3100 Quadruple Ply 1'/2" VERSA -LAM• 2.0 3100 or 7' VERSA -LAM 2.0 3100 7%" 1 934" 11'/." 14" 71/;' 911N' 111M." 1 14" 1 16" 1 18" 24" 91h" I 11W 1 14" 16" 1 18" 20" 24" 111/6" 14" 1 16.. 1 18., 1 20 1 24" 763 1063 1424 1 1795 1525 2126 2849 3590 1 4387 5232 5226 3189 4273 1 5384 6580 1 7848 7845 7838 97 1 7179 8773 10463 1 10459 10451 6 762 1525 1.814.4 2.4/6.1 3.318.2 4.1/10. 1.8/4.4 2.4I6.7 3.3I8.2.4.1I10.3 5I12.6 6115 6I15 2.416.1 3.318.2,4.1/10.3 5112.E 6115 6115 6/15 3.3/8.2 4.1/10.3 5112.E 1 6/15 1 6115 1 6115 479 746 979 1 1207 957 1492 1957 2414 2888 1 3402 3913 2237 2936 3622 4328 1 5103 5876 5870 3914 4829 1 5771 6803 7834 7826 8 322 724 643 1447 2171 1.513.7 2.3/5.7 3/7.5 3.719.3 1 513.7 2.3/5.7 317.5 3.7/9.3,4.4/11.1 5.2I13 6115 2.3/5.7 317.5 3.719.3 4.4/11.1 5.2/13 1 6/15 1 6/15 317.5 3.719.3.4.4/11.1 5.2/13 6115 1 6/15 243 551 745 909 487 1102 1489 1817 2148 1 2502 3126 1653 2234 1 272E 1 3222 3753 1 4322 4688 2978 1 3635 1 4296 5003 5763 1 6251 10 165 370 724 329 741 1447 1111 2171 2894 1.5/3 2.115.3 2.917.1 3.5/8.7 1.5/3 2.1/5.3 2.917.1 3.518.7,4.1110.34.8/12 6/15 2.1/5.3 2.9/7.1 3.518.7,4.1/WJ4.8/1T 6115 2.9/7.1 3.5/8.7,4.1110.34.8112,5.5/13.6 6115 182 413 1 665 1 808 364 825 1330 1617 1 1904 2209 2839 1238 1995 2425 1 2856 3313 1 3800 4259 2659 3233 3807 4417 5067 1 5679 11 124 278 1 544 1 - 247 557 1087 835 1631 2175 1 513 1171441 2.817 3 4/8.5 1 5/3 1.7/4.4 2.B17 3.4/8.5 4/10.1 4.7/11.7l 6115 1.714.4 2.8/7 3.4/8.5 4l10.1 4.7/11.715.4/13.4, 6/15 2.817 3.418.5 4I10.1 4.7111.7,5.4113.4, 8/15 139 317 585 1 728 279 1 634 1 1170 1456 1709 1 1977 2601 950 1755 1 2184 1 2564 2965 3390 3901 2340 29121 3418 3953 4519 5201 12 95 214 419 1 686 191 1 429 1 837 1372 643 125E 1 2058 1 - 1675 2745 1 - 1.513 1.513.7 2.716.8 34/8.4 1.5/3 1.5/37 2.7/6.8 3.4/84 3.9/9.94.6/11.4, 6115 1.5/3.7 2.7/6.8 3.418.4 3.919.94.6/11.4 5.2113 6115 2.716.8 3.4/8.4 3.919.94.6/11.4, 5.21131 6115 248 662 217 1550 1789 2399 744 19989 2326 2683 3059 3598 3101 3577 4078 4797 13 75 329 1510 337 676 1324 506 9884 195212.416.113.3/8.+9/9.7.4.5/11.25.1/12.7i 26477159 1.5/3 1.513.1 2.416.1 3.3/8.3 1.513 1.513.1 2.418.1 3.318.3 3.9/9.7,4.5111.2 6/15 1513.1 2.416.1 3.3/8.3 3.919.74.5111.25.1112fI 6115 8/15 86 198 390 585 173 1 395 779 1171 1 1418 1 1633 2228 1 593 1 1169 175E 1 2128 2449 27a6 3338 1 1558 1 2342 1 2837 3265 3715 4451 14 60 135 264 432 120 1 270 527 864 1 1290 1 - 405 1 791 129E 1 1935 1055 1 1728 1 2580 1.5/3 1 1.5/3 2.1/5.3 3.217.9 1.5/3 1 1.5/3 2.1/5.3 3.2/7.9 3.819.8 4.4I11 6/15 1.5/3 2.1/5.3 3.217.9 3.819.E 4.4/11 5/12.5 6/15 2.1/5.3 3.2/7.9 3.8/9.6 4.4/11 15/12.51 6115 70 160 1 316 1 509 139 320 631 1018 1307 1 1502 2076 479 947 1527 1960 2253 2558 3113 1262 1 2038 1 2614 3003 3410 1 4151 15 49 110 1 214 1 351 98 1 220 429 703 1049 1 1493 329 1 643 1054 1573 2240 858 1 1405 1 2098 2987 1.513 1.5/3 1.8/4.6 2.9/7.4 1.5/3 1.5/3 1.814.8 2.9/7.4 3.88.5,4.3110.9 8/15 1.513 1.8/4.6 2.9/7.4 3.8/8.54.3110.94.9112.3 8115 1.8/4.6 2.9/7.4 3.88.54.3/10.&1.9/12.3 6115 57 131 259 427 113 262 518 854 1151 1390 1944 393 777 1281 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 864 1230 - 271 530 868 1296 1846 707 1158 1728 2461 - 1.5/3 1.513 1.614 2.6/6.6 1.513 1 1.5/3 1 1.6/4 2.616.E 3.618.9,4.3/10.7r6/15 1.5/3 1 1614 2.616.E 3.6I8.9,4.3/107,4.9/12.2 6/15 1.614 2.616.8 3.818.9,4.3/10.7,4.9112.2 6115 108 215 1 355 93 217 430 710 1 1018 1274 182E 325 1. 645 1065 1527 1911 2196 2739 860 1 1420 1 2036 2547 2929 1 3652 17 1 75 147 1 241 67 151 295 483 1 720 102E 2261 442 1 724 1 1081 1539 2111 589 1 965 1 1441 2052 2814 1 - 1.5/3 1.5/36 23/5.9 15/3 1 1.5/3 1.5/3.8 2.3/5.9 3.3I8.44.2/10.5 6115 1.513 1.513.E 2.3l5.9 3.3/8.4,4.2/10.54.8112 6/15 1.58.E 2.315.9 3.3/8.4!4.2/10.64.8/12 6/15 90 1 180 298 77 1 181 360 596 894 1134 1701 271 540 894 1 1341 1701 2051 2552 720 1 1191 1 1788 2268 2735 3402 18 64 1 124 203 56 1 127 248 407 607 864 191 372 610 1 910 1296 1778 496 813 1214 1728 2371 - 1.513 1.513.2 2.115.2 1.5/3 1.513 1.513.2 2.1/5.2 3.1/7.8 4/9.9 5.9/14. 1.513 1.5I3.2 2.115 213.117 8 4/9.9 41.8/11.95 9114.8 1.513.2 2.1/5.2 3.1/7.8 4/9.9 4.8/11.95.9114. 1592 229 2388 3184 19 54 105 173 48 108 211 346 558 735 162 358 519 774 1102 1512 22 9019 1032 1470 20 8 15/3 1 1.5/3 11.9147 1.513 1 1513 1 1.513 11914.71 2.8/7 13.7/9.45.8_/14. 1.513 1.513 1.9/4.7 2.817 3.719.4,4.6111.45.8114. 1.513 J1.9/41.71 2.817 3.719.44.6/11.45.8/14. 20 3 139 96 2240 714.21.5/3 1.513 1.714.2 1.5/3 1513 1.593 1.794.2 2.516.3 36/8.95.81184. 1.513 1.593 1714.2 2.5 6.3 36 89,4.3/10.85.8/14. 135/3 1 2586.3 3.6 8.9,..3110.65.8984. 96 1 160 95 192 320 482 692 1304 142 288 480 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 111 70 1 136 223 1 332 473 1122 104 204 334 1 499 1 710 974 1683 272 445 1 665 1 947 1299 2244 1.5/3 1.5/3.5 1 1.513 1 1.513 1.5/3.5 2.115.2 317.4 5.6/13. 1.5/3 1 1.513 11.5135 2 1/5 21 3174 13919956/13 S 1.513 1.5I3.5 2.115.2 3/7.4 3.9/9.95.6113. 72 122 71 1 145 243 1 368 1 529 1 1092 106 217 1 365 552 793 1 1095 1638 290 486 738 1 1057 1460 2184 24 52 86 54 1 05 172 1 258 1 365 1 864 80 157 1 257 384 547 1 750 1296 209 343 512 1 729 1000 1728 1.513 1.5I3 1.513 1 1.513 1 1.513 1.8/4.4 2.5/6.3 5 1/12. 1.513 1.5/3 1.513 1.8/4.4 2.516.3 3.418.6 5.1112. 1.513 1 1.5/3 1.814.4 2.516.3 3 418.8 5.1112. 56 94 54 111 188 288 412 927 80 167 282 1 429 1 618 955 1390 223 376 572 824 1139 1853 26 41 67 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 270 403 574 787 1359 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.7 2.1/5.3,4.7111. 1.513 1.5/3 1.5/3 1.513.7 2.1/5.3 7917.34.7111.6 1.513 1 1.513 1.5/3.7 2.1/5.3 2.9/7.34.7/11. 74 87 148 1 226 1 326 792 61 130 222 1 338 489 678 1188 174 1 298 1 451 652 904 1 1584 28 54 66 108 1 161 1 230 544 51 99 162 1 242 344 472 816 132 1 218 1 322 459 630 1 1088 1.5/3 1 1-.513 1.5I3 1.513.2 t.814.64.4/10. 1.5/3 1.513 1.5/3 1.5/3.2 1.814.E 2.5I6.3,4.4/10. 1.5/3 1.5/3 1.5/3.2 1.8/4.8 2.5/6.3,4.4110. I{ 1803044II5488131187442 132 197 1 280 1 384 1 664 107 1 176 262 373 1 512 885 1.5/3 1.513 1.5/3 1 1.5/3 1 1.6/4 13.819.5 1 1.513 1 1.5/3 1 1.513 1 1.6/4 12.2I5.5 1 3.88.5 1.5/3 1.513 1 1.513 1 .6/4 2.215.5 3.88.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the lop edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams, double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application oath the BC CALCO software. Boise Cascade EVVP • Eastern Specifier Guide • 08/04/2015 VERSA -LAM® Roof Load Tables VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1Y.' VERSA -LAM' 2.0 3100 Double 3'h VERSA-LAMM 2 0 32. 03100 or Triple 51'/.1 VERSA -LAM 2M0 2.00100 or Quadruple VERSA -LAM 2 3M00. 0 3100 or 7Y.." 9'/2" 11%:' 14" 7'/." 9'/." 11M." 14" 1 16" 18" 24" 9'h" 11'/6" 14" 1 16" 1 18" 1 20" 1 24" 11Y." 1 14" 16" 1 18" 1 20" 1 24" 878 1223 1639 2065 1755 2446 13278 4130 5047 5232 5226 3669 4917 6195 7570 7848 7845 7838 6556 8260 10094 10463 10459 10451 6 12/5 2.8/7 3.8I9.4,4.7111. 2/5 1 2.8/7 3.8/9.44.7111.85.8/14.5 6115 6/15 2.8/7 3.8/9.4,4.7/1185.8114.5 6115 6115 6/15 3.89.4,4.7111.85.8/14.5 6/15 6/15 6/15 598 1 858 1 112E J 1389 1197 11717 12252 12779 13321 13915 13913 2575 1 3379 14168 14981 1 5872 15876 15870 4505 1 5558 1 6642 1 7829 7834 7826 8 482 965 1.8/4.8 2.616.8 3.5I8.6443110. 1.814.8 2.616.E 3.5/864.3110.85.1/12.716/15 6115 2.616.E 3.5/8.64.3110.65.1M2.71 6/15 6115 6/15 3.5/8.64.3I10.65.1/12.71 6/15 6/15 6/15 326 637 33 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 558 494 1111 1667 1.5/3.1 24I61.2 4I10 1.5/3.1 2.4/6.1 3.3/8.2 4110 4.7/11.95.5113.8 6/15 2.416.1 3.318.2 4/10 4.7/11.85.5113.8 6/15 6/15 3.3/8.21 4110 4.7/11.95.5I13.8 6/15 1 6115 244 526 765 1 931 487 1052 1531 1861 2192 2543 1 2839 1577 2296 2792 3288 3814 4265 4259 3062 3723 4383 5085 5687 5679 11 186 418 371 835 1253 1.513 2.215.8 3.2/8.1 3.919.8 1.513 2.215.E 3.2/8.1 3.919.8,4.6/11.65.4113.4 6/15 2215.E 3.2/8.1 3.9/9.8,4 65.4/13.4 6/15 1 6115 3.218.1 3.9/9.64.6/11.65.4113.4 6/15 1 6/15 424 838 374 6483 13477 1676 11968 2276 2601 12275 2002841 2514 2952 3414 3903 3901 2594 3353 3936 4552 5203 5201 12 187 322 67413.1/7.813.919.7 286 1.5/3 214.9 1.5/3 214.9 3.1/7.8 3.9/9.7Ih4.55111.35.2113.1 6/15 2/4.9 3.1178 3.9/9.74.5/11.35.2113.1 6/15 6/15 3.1/7.8 3.9/9.714.5111.315.2113 11 6115 1 6/15 146 332 573 762 292 665 1146 1524 1785 2060 2399 997 1 1719 1 2287 2678 3089 3522, 3598 2292 3049 3571 4119 1 4696 4797 13 112 253 494 225 506 988 759 1482 1976 1 5/3 1.7/4.2 2.9/7.2 3.8/9.5 1.5/3 1.7/4.2 2.917.2 3.8/9.54.5/11.25.1/129, 6115 1.7/4.2 2.9/72 3.8/9.54.5111.25.1/12.95.9114.71 6/15 2.917.2 3.8/9.54.5/11.25.1/12.95.9/14.71 6/15 116 265 493 674 233 530 987 1349 1834 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 405 791 1 1296 608 1187 1944 1582 2593 1513 1.5/3.6 2.7/6.7 3.6/9.1 1.5/3 1.5/3.8 2.716.7 3.619.1 4.4/11 5.1112.71 6/15 1.5/3.6 2.716.7 3.6/9.1 4.4111 5.1/12.75.8114.4; 6115 2.7/6.7 3.6/9.1 4.4111 5.1/12.75.8/14.4 6/15 94 215 423 34/8.5 586 188 429 846 1173 1505 1730 207E 644 1268 1759 2258 2595 2948, 3113 1691 234E 3011 3459 3928 4151 15 73 165 322527 146 329 643 1054 494 965 1581 1288 2108 1.5/3 1.5/3.1 2.5/6.1 1.5/3 1.5/3.1 2.5/6.1 3.4/8.54.3/10.9 5/12.5 6/15 1.5I3.1 2.516.1 3.4/8.54.3/10.9 5/12.5 5311 8115 2.5/6.1 3.418.54 3/10.9 5/12.5 5.7/14.2 6/15 77 176 347 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 2917 1389 L2058 2653 1 3202 3630 1 3889 16 60 136 265 434 121 271 530 868 1296 - 407 795 1303 1944 1060 1 1737 2593 1.5/3 1 1.5/3 2.2/5.4 3.217.9 1.5/3 1 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9112.3 6/15 1.5/3 2.215.4 3.2/7.94.1I10.24.9112.3 5.6114 6/15 22/5.4 3.2/7.9,4.1/10.24.8/12.3 5.6114 6/15 63 146 289 J 455 127 292 577 910 1173 1468 1829 438 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 3657 17 1.5/3 1448 1503 1.5/3 1 924.8 3/75 1.5 3 1.9/4.8 3/ZS13.919 6 4.8/12 6/15 15 3 1914.8 3I07.5 3.9 9.6 4.8112,5.5/13 1 9e4.e 3/7.5 3919,E 4.8/12 5.5/13.8. 6/15 53 122 242 399 106 2" 484 799 1045 1307 1726 367 1 726 1198 1567 1961 2364 2588 1 968 1598 2089 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.513 1 1.513 11.714.31 2.817 1.5/3 1 1.513 11.714.31 2.817 13.619.14.5/11.4 6115 1.513 1.7/4.3 2.8/7 3.619.14.5/11.45.5/137 6115 1.7/4.3 2.8/7 13.619.14.5/1145.5/13.71 6/15 103 205 339 89 206 410 677 936 117l 1634 310 615 1016 1404 1757 2147 2450 820 1 1354 1872 2342 2862 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1548 2204 - 1.5/3 1.5I3.8 2.5/6.3 1.513 1.5/3 1.513.E 2.5/6.3 3.418.6 4.3/10 8, 6115 1.5/3 1.5/3.8 2.5/6.3 3.4/8.6 4.3/10.B5.3113.1 6/15 1.513.8 2.516.3 3.4/8.6 4.3/10.85.3/13.1 6/15 88 175 289 75 176 350 579 843 1055 1551 263 I 525 868 11265 11583 1934 12326 699 1157 1686 2110 2579 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 543 889 1327 1890 1513 1.5/3.4 2.3/5.6 1.5/3 1.5/3 1.513.4 2.315.E 3.3/8.24.1/102, 6115 1.5/3 1.513.4 2.3/5.6 3.318T2j5/12.5 6115 1.5I3.4 2.315.E 3.318.241M0.25/12.5 1 6/15 22 499 1513 1.5/3 1914.7 156/3 1.5/3 1.5/3 19/4.7 2.8/7 3.769.3 6/15 115 3 1.513 1.9/4.7 2817 3.7 9534.5/611.3, 6/15 14583 1 964.7 28/7 3.7 9o345a/111.3 6/15 164 I 98 I 197 329 I 496 711 11259 146 296 I 493 I 744 11066 11334 11889 395 658 992 1422 1779 2518 24 15'13 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.6/3.9 1.513 1 1.5/3 11.6/3.9 2.315.9 3.318.35.9/14. 1.5/3 1 1.513 11.6/3.9 2.3/5.9 3.3/8.34.2/10.459114. 1.5/3 1.613.9 2.3/5.9 3.3/8.3,4.2/10.45.9114. 76 128 75 153 256 387 1 555 1069 112 229 383 1 580 833 1132 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 4,30 1020 95 185 I 304 453 645 885 1529 247 1 405 1 604 860 1180 2039 1.5/3 1.5/3.3 1 1.5/3 1 1.513 11.5/3.31 215 2.8/7.15.4/13. 1.5/3 1 1.5/3 1.5/33 2/5 2.617.1 3.8/9.65.4/13. 1.5/3 1.5/3.3 2/5 2.817.1 3.819.85.4/13. 60 101 58 120 202 306 441 919 87 180 303 459 661 914 1378 240 1 404 612 882 1219 1837 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 494 689 945 1633 1,113 1,113 1,513 1,113 1.5/3 1.714,3 24/8.1 5/12.6 1,513 1,113 1.5/3 1,7/43 2,416,1 3,411,4 5112.E 1.5/3 1.513 1.7/43 2.4/6.1 3.4/8.4 5112.6 81 95 161 246 355 797 68 143 242 369 533 738 1196 190 323 492 710 984 1594 30 68 1 80 1 132 1 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1327 1.5/3 1 1.5/3 1 1.513 1.5/3.7 2AI5.3 4.7/11. 1 5/3 1 1.513 1 1.5/3 1.5/3.7 2.1/5 3 2.9/7.3,4.7111.7 1.5/3 1 1.513 1.5/3.7 2.1/5 3 2.9/7.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity of the beam in addition to its own weight. value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, Live Load values are limited by deflection equal to L/240. Check the local building code for other such as a weaker support material, may warrant longer bearing lengths. Table values assume that deflection limits that may apply, support is provided across the full width of the beam. Where a Live Load value is not shown, the Total Load value will control. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams the BC CALC'software if the Load values. Minimum Required Bearing Lengths remain the same for any number of plies. with length of any span is less than half the length of an adjacent span. 1+ inch members deeper than 14 inches are to be used asp multiple -member beams only. Table values assume that lateral support is provided at each support and continuously along the top This table was designed to apply to a broad range of applications. It may be possible to exceed the edge and applicable compression edges of the beam. limitations of this table by analyzing a specific application with the SC CALCO software Boise Cascade EWP • Eastem Specifier Gaide • 08104i2015 VERSA -LAM° Roof Load Tables VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1 %' VERSA-UM•2.0 3100 Double 3''h' VERSA-LM 2.0 3100 100 or Triple 51% 1VERSASUM 2.0 3100A-LAM0 2.0 100 or Quadruple'VE SA -LAM 2.0 3100 0 3100 or 71/." 9''W' 117.' 1 14" 7Y." 9'1A' 11M." 14" 16" 1 18" 24" 9'A' 117." 1 14" 1 16" 1 18" 1 20" 1 24" 11%:' 1 14" 1 16" 1 18" 20" 1 24" 954 1330 1782 2245 1908 2660 3564 4491 5234 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 10467 10463 10459 10451 6 2.2/5.5 3.1/7.6,4.1/10.25.1/12. 2.2/5.5 3.1/7.6,4.1110.25.1112.9 6/15 1 6/15 6/15 3.1/7T25.1112.9 6/15 6115 6/15 6/15 1/10.25.1/12.8 6115 6115 6115 6/15 640 933 1 1225 1 1511 1279 1 1867 2449 3022 1 3611 1 3919 3913 2800 1 3674 1 4532 1 5417 5879 5876 5870 4899 6043 1 7222 7838 7834 7826 8 482 965 2/4.8 2.917.1 3.819.4,4.6/11. 2/4.9 29/7.1 3.8/9.4,4.6/11.65.5/13.8 6/15 6/15 2.917.1 3.8/9.4,4.6/11.65.5/13.8, 6/15 6/15 1115 3.8/9.414.6/11.65.5/13.8 6/15 6/15 6115 326 693 932 1138 651 1388 1864 2275 2689 3132 3126 2079 1 2797 1 3413 4033 4698 4695 4688 3729 1 4550 1 5378 1 6263 6259 6251 10 247 556 494 1111 1667 1.5/3.1 2.7/B.fi 3.6/8.9,4.4110. 1.5/3.1 2.7/6.6 3.6/8.9,4.4/10.85.2/12.9 6/15 6I15 2.716.E 3.618.9,4.4/10.9,5.2/12.9 6/15 1 6/15 6115 3.6/8 9 4.4/10.95.2112.9 6/15 6/15 6115 244 552 1012 377 11104 1665 2024 2384 2765 2839 1656 3037 3576 4148 4265 4259 32330 4049 4767 5531 5687 5679 11 833 12.3/5.813.5/8.8,4.3110.71 2498 6213.5/8.8,4.3/10.7, 1.5/3 2.315.8 3.518.8,4.3/10. 1.513 2.3/5.8 3.5/8.8:4.3/10.71 5/12.8 5.8114.E 6/15 5/12.6,5.E/14.6 6/15 1 6/15 5/12.8 5.8114.E 6115 1 6/15 187 1 424 733 912 374 1 848 1465 1823 2141 2475 2601 1272 1 2198 2735 3211 1 3713 3907 3901 2931 3847 4281 4951 5209 5201 12 143 322 628 288 643 1256 965 84 2512 1.513 2/4.9 3.4/8 4 4.2/10. 1.5/3 214.9 3.418.4:4.2110.54.9/12.35.7/14.3 6/15 2/4 9 3 418 4,4 2/10 54.9112.35.7/14.3 6/15 6/15 3.418.4 4.2110.54.9/12.35.7/14.3 6/15 1 6115 146 332 623 829 292 665 1 1247 1658 1942 2240 2399 997 1870 2487 2913 3360 3604 3598 2494 3316 3884 4480 1 4806 4797 13 112 253 494 810 225 506 988 1619 75911.7/4.213.117.8,4.1/10.4,4.8/12.115.6/14 1482 2429 1976 3238 1.5/3 1.7/4.2 3.1/7.8,4.1110. 1.513 1.7/4.2 3.1/7.8,,41/10.44.8/12.1 5.6/14 8/15 1 6115 1 6/15 3.117.8.4.1110.4,4.8112.1 5.6/14 1 6115 1 6/15 116 265 521 734 233 530 1043 1 1467 1777 2046 2228 1 798 1 1564 2201 12666 3068 3345 3338 2085 1 2934 1 3554 1 4091 4459 4451 14 90 203 396 648 180 405 791 1 1296 608 1 1187 1944 1 - 1582 1 2593 1.5/3 11.513.61 2.8/7 1 4/9.9 1.513 11.5/3.61 2.817 1 419.9 14.8112 5.5113.8 6115 1.513.E 2.8/7 1 4/9.9 4.8/12 5.5173.E 6115 6115 2.8/7 1 419.9 J 4.8112 5.5/13.6 6/15 6115 94 215 1 423 638 188 429 846 1276 1638 1882 207E 644 1268 1 1914 1 2456 2823 3120 3113 1691 2552 3275 1 3763 4159 4151 15 73 165 1 322 527 146 329 643 1054 1573 49411.5/3.112.5/6.113.7/9.2,4.7/11.85.4/13.61 965 1 1581 1 2360 128612.5/6.113.7/9.2:4.7/il.95.4/i3.6 2108 3146 1.5/3 1.5/3.1 25/6.1 3.7/9.2 1.5/3 1.5/3.7 2.5/8.1 3.7/9.2,4.7/11.85.4/13.6 6/15 6/15 1 6/15 6/15 1 6/15 77 176 1 347 560 153 352 1 695 1120 1443 1742 1944 528 1042 1680 2165 1 2613 2923 2917 1389 2240 2887 3484 3897 3889 16 60 136 1 265 434 121 277 530 868 1296 407 795 1303 1944 1 - - 1060 1737 2593 1.513 1 1.513 2.215.4 3.518.6 1.513 1 1.513 2.2/5.4 3.5/8 6,4.4111.15.4/13.4, 6/15 1.5/3 2.2/5.4 3.518.6 4.4/11.15.4/13.4 6115 6/15 2.2/5.4 3.5/8.6,4.4/11.1,5.4113.4, 6115 1 6/15 63 146 289 476 127 292 577 951 1277 1597 1829 438 866 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 663 1086 1621 2308 884 1448 2161 3078 1.513 1 1.5/3 1.9/4.8 3.117.8 1.513 1 1.5/3 1.9/4.8 3.1/7.8,4.2/10.55.2113.1 6/15 1.5/3 1.9/4.8 3.1/7.8,4.2/10.5.5.2/13.1 6115 6/15 1.914.8 3.117.84.2/10.55.2/13.1 6115 6115 53 122 242 399 106 244 04 799 1137 1422 1726 367 726 1198 1705 2133 2572 2588 968 1598 2274 2845 3429 3451 18 42 95 186 305 85 191 372 MO 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.513 1.513 1.7/4.3 2.8/7 1.5/3 1 1.5/3 11.714.31 2.8/7 1 419.9 4.9112.3, 6/15 1.5/3 11 7/4.3 2.8/7 1 419.9 4.9/12.35.9/14.9, 6115 1.7/4.3 2.817 4/9.9 4.9112.35.9/14.9, 6/15 103 205 339 89 1 206 1 410 677 1016 1275 1634 310 615 101E 1524 1912 233E 2450 820 1354 2032 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 1 778 1161 1653 2268 833 1037 1548 2204 3024 1.5/3 1.513.8 2.SI6.3 7.S13 1.513 1.5/3.8 2.5/6.3 3.7/9.3,4.7/11.7 6115 1.513 1.513.8 2.5/6.3 3.719.3,4.7/11.75.7/14.3, 6/15 1.5138 2.516.3 3.7/9.34.7111.757/14.3, 6/15 88 175 289 75 176 350 1 579 1 869 1149 1551 263 525 J 868 1303 1723 2105 2326 699 1157 1737 1 2297 2807 3101 20 1 69 136 222 62 139 271 1 445 1 664 945 208 407 1 667 996 1418 1944 - 543 889 1327 1 1890 2593 1.513 1.5/3.4 2.3/5.6 1.5/3 1 1.5/3 1.5/3.4 2.3/5.6 3.4/8.4 4.4/11.1 6115 1.5/3 1.513.4 2.3/5.6 3.4/8.4,4.4/11.15.4/13.fi 6/15 1.5/3.4 2.3/5.8 3.4/8.4 4.4111.15.4113.E 6/15 1407 2 2815 22 52 102 167 46 104 204 334 99 710 157 306 01 748 1065 1461 - 408 668 997 1420 1948 7.5/3 1 1.5/3 11.914.7 1.5/3 1 1.513 1 1.513 11.914.71 2.8/7 1 4/9.9 1 6115 1.5/3 1.5/3 1.9/4.7 2.8/7 1 4/9.9 4.9/12.3 6/15 1.5/3 1.9/4.7 2.8/7 1 419.9 4.9/123 6/15 99 164 98 197 329 1 496 711 1288 146 298 493 744 1 1066 1453 1932 395 658 992 1422 1937 1 2576 24 1 79 129 80 157 257 1 384 547 121 236 386 576 1 820 1125 - 314 515 768 1094 1500 1 - 1.5/3 11.613.9 1 1.513 1 1.513 11.6/3.9 2.315.9 3.318.3 6115 1.513 1 15/3 1.6/3.9 2.315.9 3.3183,45111.3 6/15 1.5/3 1.613.E 2.3/5.9 3.3/8.3;4.5111.3, 6115 76 1128 75 1 153 1 258 1 387 555 1164 112 229 383 580 833 1150 1747 305 1 511 773 1110 1533 1 2329 26 62 1 101 63 1 124 1 202 1 302 430 1020 95 185 304 453 645 885 1529 247 1 405 604 860 1180 2039 1.5/3 1.513.3 1.513 1.5/3 1.513.3 2/5 2.8/7.15.9114. 1.5/3 1.5/3 1.513.3 215 2.8/7.1 3.9/9.75.9/14. 1.513 15/3.3 2/5 2.817.1 3.919.75.9114. 60 101 58 120 202 1 308 1 441 1001 87 180 303 459 1 661 914 1 1501 240 404 1 612 1 882 1 1219 2001 28 49 81 51 99 W2 1 242 1 344 818 76 148 243 363 1 517 709 1224 108 324 484 689 945 1633 1.513 1.5/3 1.5/3 1 1.513 1 1.513 1.7/4.3 2.4/6.15.5/13. 1.5/3 1 1.5/3 1 1.5/3 1.714.3 2.4/6.1 34/8.45.5113. 1.5/3 1 1.513 1.7/4.3 2.4/6.1 3.4/8.45.5/13. 81 95 161 1 246 355 1 881 68 143 1 242 369 533 738 1291 190 1 323 492 710 984 1721 30 66 80 132 197 280 664 62 121 198 295 420 576 998 161 263 393 560 768 1327 1.5/3 1.5/3 1.513 1.513.7 2.1/5.3 5.1/12. 1.5/3 1.5/3 1.5/3 1.513.7 2.115.3 2.917.3 5.1/12. 1.5/3 1.513 1.5/3.7 2.1/5.3 2.9/7.3 5.1112. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams, double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be ossible to exceed the limitations of this table by analyzing a specific application with the BC CALC 'software. Boise Cascade EV P • Easterrt Specifier Guide • 08104120115 VERSA -LAM° Allowable Nailing and Design Values Nailing Parallel to Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM°/'VERSA-RIMO. Use nails as specified by Simpson Strong -Tie. VERSA -LAM° Design Values Glue Lines Narrow Face) fill u ilk Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in in Ib/ft[lb] ft-lb]in' Grade in in Ib/ft Ib ft-lb]in' a o N Cr - t" 1'/2 3% 1.5 998 776 5.4 5'% 8.0 5237 6830 63.3 5'/z 2.4 1568 1821 20.8 5'/: 8.4 5486 7457 72.8 7'% 11.0 7232 12566 166.7 7% 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 3'/2 1.8 1164 1058 6.3 9'/2 14.5 9476 20937 375.1 5'/z 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 5% 9%4.7 3076 1 6636 115.4 11% 18.1 11845 31913 732.6 1% 0 9'/z 4.8 3159 6979 1250 14 1 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011% 6.0 3948 10638 244.2 0 0 041 Q1 U) s Q w 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9% 16.6 12303 26544 461.7 5'/2 5.6 3658 4971 48.5 7'% 7.4 4821 8377 111.1 9'/2 17.1 12635 27916 500.1 9%9.4 6151 13272 230.8 11%20.2 14963 38419 830.6 9%: 9.6 6318 13958 250.1 1170 21.4 15794 42550 1 976.8 3,h 711'% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 1 8 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Equivalent Modulus of Horizontal Tension Parallel to Compression Compression Perpendicular to Specific Gravity for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design E x 106 si t't F. si (2)(3) F si nk'I Ft ( si)ansl F,„ (psi)t'> F.1( si)t'll°I SGDesignPropertyGrade VERSA-LAM°Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM• Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM° Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)1° where L = 2 This value is based upon a load duration of 100% and may be adjusted for other load durations member length [ft]. Use L = 4 for members less than four feet long. 3 Fiber stress bending value shall be multiplied by the depth factor, (12M)'A where d = member 6. Stress applied parallel to the gluelines. depth [in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Boise Cascade EVJF • Eastern Specifier Guide • 0810412015 VERSA -LAMS 1.8 2750 Columns r_ t Allowable Axial Load (lb) o v Z 3'/z ' x 3'/z" 3'/s ' x 4%" 3'/z ' x 51 ' 31/2 ' x 51/2' 3'/2" x 7" J 100% 115% 125% 100% 1 115% 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 20,670 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 3'/2 ' x 71/4 ' 51/: ' x 5'/: ' 51/4 ' x 51/:" 51/4 ' x 7" 51/4 ' x 71/4 ' 100% 115% 1125% 100% 115% 125% 100% 115% 1250/6 100% 1 115% 1125% 100% 1115% 1 125% 4 31,670 34,750 36,625 5 26,615 28,560 29,705 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420 9 12,770 13,225 13.490 23,815 25,180 25,980 24,950 26,385 27,220 31,770 33,600 34,670 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9.660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 10,300 10,300 1 10,540 10,670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 1--974-9079,700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0 167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): F, = 2750•(12/d)'r0 psi Perp to Gluelines (Plank): Fb = 2500•(12/d)1D psi Compression Parallel to Grain: Fqt = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fcit = 750 psi Perp to Gluelines (Plank): Fe1= 450 psi Tension Parallel to Grain: Ft = 1650 psi V- ERSA-S-T- U D° 1.7-2650 - Allowable Desiqn Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear F [psi] VERSA -STUD® 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 Western Woods # 2 Grade 1 675 1 900 1 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. 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Thus BC CALC® is the only program needed to analyze structural wood members. JHE1. i p 9 R M I L_'U •l• VCry d/1.. W t. awl! MrR I!1}. n-1Id 1 .1. !•0.IINiln Ir .r WlzOlJn vA••p1 JI• go A,rW 1111ra:09mifv Irsaeu..nr i7 1.+IOC•C1M fs 1 1r YL 71.tr v4,r•ranlani•_ltb1 w11 a,•o'sixV lwu Wa 1M3._ C!1 a.r1 wr uu 7•• wr un 11,. 11» f:Ovn+ an\ Boise Cascade EWP • Eastern Specifier Guide ' fw' r•ta_Iwr •+r ,[•r...w:l4aaa'i 10 : ti<C Rr•fl NNr-• J i171j/ 51.7 1 RYv \ tP tlLr r l. A'dM iwal Pr '/1.T wvaa,. rwod vr•. lodtw 1 7 rwKrrwoM . F' I IIg IrKn G ti.d.rca•. y I\ 11\ Yl\ EMS RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM: 8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us a Try! BC CALC® Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com To Download BC CALC US, https:// www.bcconnect.com/bcdeployer/index.htm r . q rr• wr•r•w..w IN • xYwG a. aw s...1 ,1 o.r / urml•..1 I• w Y Ara hv vta 1 w ar..t 1 Nw.®I./f. •I OI Ire-/.M_M Irma YI. ON hr. l.orrl •.r. n...«w.w.w. e... a.,w., OwW... I' n YI•w1l Wfl.t. tJT IIS 1 ba el.n oar r. » n» 1: J„ 0.1••.1 w.q N/.1•M lnron r ..r1....... ,r..,.. 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Framing Connectors - S_impson Strong=Tie t I ITS lus SUR/L Joist BCI• Hanger Capacity ai i Joist gCl• Hanger Capacity a' Joist gCl• Hanger Capacity ai i Depth bs Bade oist Depth bs eade Joist Depth bsHeader Joist 4500s ITS1.8119.5 993 1 6-10d 4500s IUS1.81/9.5 950 8-10d 4500sl SURIL1.8119 1081 1 12-16d I 2-10dx1h" 9W 5000s ITS2.0619.5 993 6-10d 9,h„ 5000s IUS2.06/9.5 950 8-10d 9,h„ 5000sl SURIL2.06/9 1097 14-16d 2-10dx1h" 6000s ITS2.37/9.5 1225 5-10d 6000s IUS2.37/95 950 8-10d 6000sl SUR/L2.37/9 1343 14-16d 2-10dx1h" 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d 6500s SUR/L2.56/9 1343 14-16d 2-10dxlW 4500s ITS1.81/11.88 1068 6-10d 4500s IUS1.81/11 88 1185 10-10d 4500s SUR/1-1.81/11 1306 16-16d 2-10dxlW 5000s ITS2.06111.88 1068 6-10d 5000s IUS2.06111.88 1185 10-10d 5000s SURIL2.06/11 1350 16-16d 2-10dx1h" 6000s ITS2.37111.88 1237 6-10d 11,„ 5000s IUS2.37/11.88 1185 10-10d 11Y 5000s SUR/L2.37111 1385 16-16d 2-10dx1:4" 6500s ITS2.56/11.88 1237 6-10d 6500s IUS2.56/11.88 1185 10-10d 6500s SURIL2.56/11 1385 16-16d 2-10dx1h" 60s ITS2.37/11.88 1237 1 6-10d 60s I US2.37/11 881 1185 10-10d I 60s SUR/L2.37/11 1385 16-16d 2-10dxl''i" 90s ITS3.56/11.88 1518 6-10d SIN IUS3 56/11.88 1420 1240d 90s SUR/L410 1906 14-16d 2-10dx1h" 4500s ITS1.81/14 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SUR/L1.81/14 1675 20-16d 2-10dxl'h" 5000s ITS2.06/14 1081 5-10d 5000s IUS2.06/14 1420 12-10d 5000s SUR/L2.06/11 1693 1846d 2-10dxth" 6000s ITS2.37/14 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR/L2.37I14 1693 18-16d 2-10dx1h" 14 6500s ITS2.56/14 1262 6-10d 14 6500s IUS2.56/14 1420 12-10d 14 6500s SUR1/1-2.56114 1693 18-16d 2-10dxl'X' 60s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-10d 60s SUR/L2.37/14 1693 18-16d 2-10dx1h" 905 ITS3.56/14 1520 5-10d 905 IUS3.56114 1420 12-10d 905 SUR/L414 2050 18-16d 2-10dx154" 4500s ITS1.81/16 1081 6-10d 4500s IUS1.81/16 1660 14-10d 4500s SUR/L1.81/14 1887 20-16d 2-10dxl'fi" 5000s ITS2.06/16 1087 6-10d 15000sl IUS2.06/16 1660 14-10d 5000s SUR/L2.08/11 1920 1846d 2-10dxlW 6000s ITS2.37116 1268 6-10d I 16000slIUS2.37/16 1660 14-10d 6000s SUR/L2.37/14 1920 1846d 2-10dxl'N' 16 6500s ITS2 56/16 1268 6-10d 16 6500s IUS2.56/16 1660 14-10d 16 6500s SURI/L2.56/14 1920 18-16d 2-10dxl1W 60s ITS2.37116 1268 6-10d 60s IUS2.37/16 1660 14-10d 60s SUR/L2.37114 1920 18-16d 2-10dx1h" 90s I.T S.3/.r56/16 1520 6-10d 90s r IU.SM3.56/f1W61425 1fT4t10d 9 0s 1r SnUR/L4c 14 1(n2,250 f1. 1 8-16d 2-10dxl'A' lJl•.IJL•AIJCJWCxS,n-l;i 'p' I:IAJ I C+U7..if rCJ 7ly wl Uai! u'71 U.J CIL•', %c'•••`••a J%C.lA1C15 ' MIT VB U / HU MIU SLSSU Joist BCI• Hanger Capacity a Joist BCI• Hanger Capacity Joist BCI• Hanger Capact flailing Deothb Header's yHeader Joist 4500s MIT49.5 A305 8-16d 2-10dx1h" 4500s MIU3.58/9 2305 16-16d 2-10dx1h" 4500s LSSU125 995 9-10d 7-10dx1;S' 9h„ 5000s MIT4.12/9.5 2305 8-16d 2-10dx1h" 9,h„ 5000s MIU4.12/9 2305 16-16d 2-10dx1h" 9h„ 5000s LSSU2.08 995 9-10d 7-10dx1h" 5000s MIT359.5-2 2305 8-16d 2-10d-xi A" 6000s MIU4.75/9 2305 16-16d 2-10dxl''A" 6000s LSSU135 995 9-10d 7-10dxlh" 6500s MIT39.5-2 2305 8-16d 2-TOdxt h" 6500s MIU5.12/9 2305 16-16d 2-10dx1 h" 6500s LSSUH310 1425 14-10d 7-10dx1 h" 4500s M/T411.88 2305 8-16d 2-10dxi.. 4500s MIU3.56/11 2880 20-16d 2-10dxlh" 4500s LSSU125 995 9-10d 7-10dx1h" 5000s MIT4.12/11.88 2305 8-16d 2-10dxtA" 5000s MIU4.12/11 2680 20-16d 2-10dxlA" 50005 LSSU2.08 995 9-10d 7-10dx1h" 6000s MIT3511.88-2 2305 8-16d 2-10dx1'h" ,„ 6000s M/U4.75/11 2880 20-16d 2-10dx1h" 65005 M/T311.88-2 2305 8-16d 2-10dx1h" 11' 6500s MIU5.12/11 2880 20-16d 2-10dxl''A" WWI6000s LSSU135 995 9-10d 7-10dx1h" 605 MIT3511.88-2 2305 8-16d 2-10dxl'A" 60s MIU475/11 1 2600 20-16d I 2-10dxl'S' 6500s LSSUH310 1475 14-10d 7-10dx1:5' 90s I B7.12/11.88 3800 14-16d 2-10dxt h" 90s HU412-2 3275 22-16d 2-10dxl h" 60s LSSU135 995 9-10d 7-10dxl h" 4500s MIT414 2305 8-16d 2-10dx1 h" 4500s MIU3.56/14 3170 22-16d 2-10dx1h" 90s LSSU410 1625 14-10d 12-10dx1 N' 5000s MIT4.12/14 2305 8-16d 2-10dx1h" 5000s MIU4.12/14 3170 22-16d 2-1 dxl'A" 4500s LSSU125 995 9-10d 7-10dx1h" 6000s MIT3514.2 2305 8-16d 2-10dx1h" 6000s MIU4.75/14 3170 22-16d 2-10dx1h" 5000s LSSU2.08 995 9-10d 7-10dx1h" 14 6500s MIT314.2 2305 8-16d 2-10dx1%," 14 6500s MIU5.12/14 3170 22-16d 2-10dx1'h" 6000s LSSU135 995 9-10d 7-10dxlA" 60s MIT3514-2 2305 8-16d 2-10dx1h" 60s MIU4.75114 2700 22-16d 2-10dx1h" 14„ 6500s LSSUH310 1600 14-10d 7-10dxth" 90s B7.12/14 3800 14-16d 2-10dxth" 90s HU414.2 3870 26-16d 2-10dx1IN 605 LSSUl35 995 9-10d 7-10dx1h" 4500s MIT418 2305 8-16d 2-10dxth" 4500s MIU3.58/18 3455 24-16d 2-10dx15" g05 LSSUIIO 1625 14-tOd 12-10dx1h" 5000s LBV4.12/16 2460 10-16d 2-10dx1h" 5000s MIU4.12/16 3455 24-16d 2-10dx1h" 6000s MIT4.75/16 2305 8-16d 2-10dxth" 6000s MIU4.75/16 3455 24-16d 2-10dx1h" 16 65005 MIT5.12/18 2305 8-16d 2-10dxtA" 16 6500s MIU5.12/16 3455 24-16d 2-10dx1h" 60s MIT4.75/16 2305 8-16d 2-10dx1 h" 60s MIU4.75116 2725 24-16d 2-tOdxl'r5' • For more information, 90s B7.12/16 3800 14-16d I 2-10dx1A" 90s H11414-2 3780 26-16d 2-10dx1h" call Simpson Strong -Tie t at 1.800-999-5099 or visit their website at www.strongtie.com r.,a...•. General Notes v. AVPA Bold Italic hangers require web srif/eners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or Simpson Strong -Tie for further information. THAT Capacity values shown are either hanger capacity values Joist • apacty a i oist • Capacity aste a ( see support requirements below) or BCI• Joist end reaction Depth BCI Hanger bs Header Joist De t •BCI Hanger bs To Plate Rafler capaciues- whichever isless. 4500s THAII.91/22 1181 6-1 Od I 2-10dx1 h" 4500sl LSSU125 995 9-10d 7-10dx1's' All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when 5000s 7HAI2.08/22 1181 6-10d 2-10dx1h" SOOOs LSSU21 f 995 9-10d 7-10dx1'h" BCI• Joist slope exceeds W per fool. 9h 6000s THAI3522 1393 6-10d 2-10dx1 h" 9 h 6000s LSSUl35 995 9-10d 7-10dx1h" Leave'/,:' clearance (%" maximum) between the end of the 6500s THA1322 1393 6-10d 2-10dx1 h" 6500sl LSSUH310 1425 14-10d 7-10dxth" supported joist and the head of the hanger. 4500s THA11.81/22 1443 6-10d 2-10dx1 h" 4500s LSSU125 995 9-10d 7-10dxl h„ Y." deflection by 1/32". At max design rapacity shown, hangers may exceed standard 5000s THAl2.06/22 1443 6-10d 2-1061 h" 5000s LSSU2.06 995 9-10d 7-10dxl h" For proper installation of the VPA, the 2-10dxl h" joist nails 6000sl THAI3522 1443 6-10d 2-10dx1 h" 6000s LSSU135 995 9-10d 7-10dx5 through the bend tabs must be installed at approximately a 11h 6500s THA1322 1443 6-10d 2-10dx1h" 11'h 6500s LSSUH310 1475 14-10d I 7-10dx1'h" 45-degree angle. 60s THAI3522 1443 6-10d 2-10dxth" 60s LSSU135 995 9-10d 7-10dx5" Support Requirements 90s THA1422 1715 6-10d 2-10dx1 h" 90s LSSU410 1625 14-10d 12-10dxlh" Support material assumed to be Boise Cascade structural 4500s THA11.81/22 1600 6-10d 2-10dxl'h" 4500s LSSUl25 995 9-10d 7-10dx1h" composite lumber or sawn lumber (Douglas frorsouthern 5000s THAl2.08/22 1600 6-10d 2-10dxi'h" 5000s LSSU2 06 995 9-10d 7-10dx1h" Minus). Minimum s Minimumsupportwidth for single- and double -joist top mount 14„ 6000s THA13522 1600 6-10d 2-10dx1'h" 74„ 6000sl LSSU135 995 9-10d 7-10dxlh" hangers is 3". 6500s THA1322 1600 6-10d 2-10dx 6500s LSSUH310 1600 14-10d 7-10dxl h" - Minimum support width for face mount hangers with 10d and 60s THAI3522 1600 6-10d 2-10dxl'h" 60s I LSSU135 995 9-10d 7-10dxl h" 16d nails is 1Wand 2", respectively. 905 THA1422 1715 6-10d 2-10dx1h" 90s I LSSU410 1625 14-10d 12-10dx1h" Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Frami.ng_C_on-Hectors -USP Stru_c_tu.ral Conne_c_tors k11, Single Joist - Top Flange THO TFL Single Joist - Face Mount THE Face Mount Skewed 45* Joist Hanger SKH Joist Depth gCl' Hanger' Capacity bs a' a Joist Joist De t gCl• Hanger Capacity bs eade ails ois JoistDoitBCI° Hanger Capacity byai HeaderJoist 9h„ 4500s THO17950 993 6 10d 2 tOdx1X' 9h„ 4500s THF17925 910 8 10d 2 10dx1W 8 10d 210dxth" „ 12 10d 2 10dx1W g 12 10d 2 10dxth" 4500s SKH1720LIR 1153 14 10d 10 10dx1W 5000s TFL2095 993 6 10d 210dx1N' 5000s THF20925 910 5000s SKH202OLIR 1153 14 10d 1010dxl'A" 6000s TFL2395 1225 6 10d 2 10dx1h" 6000s THF23925 1275 6000s SKH232OL/R 1384 14 10d 10 10dxl%" 6500s TFL2595 1225 6)10d 2 10dx1h" 6500s THF26925 1275 6500s SKH252OLIR 1384 14 10d 10 10dxth" 4500s THO17118 1068 6)10d 2 10dxl'A" 11'' 4500s THF17112 910 8 10d 2 10dxl'A" 8 10d 2 10dx'h" 14 10d 2 IOdxlh" 14 10d 210dx1W 11' 14 10d 2 10dxlh" 16 10d 2 10dx1w, 4500s SKH1720UR 1434 16 10d 10 10dxi 5000s TFL20118 1068 6)10d 2 10dx1h" 5000s THF201 2 910 5000s SKH2020LIR 1434 16 10d 10 10dxl'b" 6000s TFL23118 1237 6 10d 2 10dxtf," 6000s THF23118 1300 6000s SKH2320LIR 1434 16 10d 10 10dx1;4" 6500s TFL25118 1237 6)10d 210dxth" 6500s THF26112 1300 6500s SKH252OUR 1434 16 10d 1010dx1h" 60s TFL23118 1237 6 10d 2 10dxIh" 60s THF23118 1300 60s SKH2320UR 1434 16 10d 10 10WIr4' 90s THO35118 1589 10 10d 2 ln;x1 THF35112 1612 90s SKH410LIR 1900 16 16d 10 16d 14" 4500s TFL1714 1325 6)10d 2 10dx1W 14„ 4500s THF17140 1075 12 10d 2 10dx11A" 12 10d 2 10dx1h" 18 10d 2 10dx1h" 14„ 181 10d 2 10dxtW 18 10d 2 10dx1h" 20 1d 2 10dxl'A" 4500s SKH1724LIR 1562 16 10d 10 10dx1h" 5000s TFL2014 1081 6 10d 2 10dx1h" 5000s THF20140 1081 5000s SKH2024UR 1562 161 10d 10 10dxl'A" 6000s TFL2314 1262 6 10d 2 10dx1W 6000s THF23140 1350 6000s SKH2324L/R 1562 16 10d 10 10dx11W 6500s TFL2514 1262 6 10d 2 10dxl'A" 6500s THF26140 1350 6500s SKH2524UR 1562 161 10d 10 10dx1'A" 60s TFL2314 1262 6)10d 2 10dx1'A 60s THF23140 1350 605 SKH2324UR 1562 16 10d 10 10dx1h" 90s THO35140 1625 12 10d 2 10dx1h" 905 THFEN40 1650 90s SKH414L/R 2050 22 16d (101 16d 4500s TFL1716 1081 6)10d 2 10clO "' 4500s THF17157 1475 24 10d 2 10dx1fi' 4500s SKH1724LIR 5000s SKH2024LIR 16„ 6000s SKH2324UR 6500sSKH2524L/R 60s SKH2324UR 90s SKH414UR Field Slope and 1690 16 10d 10 10dx1h" 5000s TFL2016 1087 6)10d 2 1OdxtA" 5000s THF20157 1465 24 10d 2 10dx1'R' 1562 16 10d 10 10dx1h" 600 si 2316 1268 6 10d 210dx1'b" 6000s THF23160 1362 22 10d 210dxl''A" 1690 16 10d 1010dxI%i' 16" 6500s TFL2516 1268 6 10d 2 1Odx11W 16„ 6500s THF26160 1362 22 10d 2 10dxlA" 1690 16 1Od 10 1Odx1h" 60s TFL2316 1268 6 10d 2 10dxjl 60s THF23160 1362 22 10d 2 10dx1A" 1690 16 10d 10 10dx1h" 90s THO35160 1660 12 10d 2 10dx1h" Double THO Double BPH 90s THF35157 1687 22 10d 2 10dx1h" Double Joist - Face Mount THE Double HD 2250 22 16d 10 16d Skew Joist Hanger LSSH Joist DeothiBCI• Hanger Capacity Joist BCI• Hanger Capacity s Joist t gCl• Hanger Capacity Header I Joist 9,„ 4500s TH035950 2050 10 10d 2 10dx1h" 4500s THF35925 1370 12 10d 2 10dx1h" 4500s SOOOs THO20950-2 2330 10 16d (6)10d 5000s THF20925-2 1390 12 10d 61110d g q5000s fl 6000s I THO23950-2 2825 10 16d 6 10d 9h„ 6000s 6500s THF23925. 2 THF25925- 2 1625 14 10d 61110d 6000S LSSH23 6500s LS 25 0 0 0 65005ITHO25950.2 2825 10 16d 6 10d 1390 12 10d 6)10d 500s000S LSS 0 0QPX 00iiy/. 4500s THO35118 2050 10 10d 210dx1h" 4500s THF35112 1825 16 10d 210dx1h„ SOOOs L 20 200 0 0 0 SOOOs THO20118-2 2330 10 16d (6)10d SOOOs THF20112.2 1855 16 10d 6 10d 6000s LSS 3 0 0 0 0 6000s THO23118-2 2925 10 16d (6)10d 6000s THF23118-2 1855 16 1Od 6 10d 11,Y.„ 6500s 65005 THO25118-2 2925 10 16d 6 10d 11„ 6500si THF25118-2 1855 16 10d 6 10d 60s LSSH23 QdX 'A" 60s THO23118.2 3212 10 16d (6)10d 60s I THF23118-2 1855 16 10d 6)10d 90S LSSH35 s LSSH179 90sBPH7111834551016d610d9091HD712022551616d6)10d 5000s 14 4500s THO35140 2315 12 10d 2 10dxth" 4500s THF35140 2320 16 10d 2 10dx1W L 23 0 0 0 0 SOOOs THO20110-2 2330 10 16d 6 10d 50005 THF20140.2 2320 20 10d 6)10d 14' 6500s L H23 1675 0 0 0 6000s THO23140-2 3350 12 16d 6 10d 6000s THF23140.2 2540 20 10d 6)10d 60S L 23 0 6 0 65005 THO25110.2 3350 12 16d 6 10d 14 6500s THF25140-2 2500 20 10d 6 10d 90S LSSH35. 9 0 0 605 THO23140.2 3535 12 16d (6)10d 60s THF23140-2 2540 20 10d 6)10d 4.50us 1101 5000sLSSH2011401,Q d "' 90sIBPH711434551016d61Od90sHD714028202016d810d6 0 s 3 d '' 16" 4500s THO35160 2359 12 10d 2 10dx1'r4" 4500s THF17157-2 2425 22 10d 2 10dx1W' 16" 00 23 5000s THO20160.2 2330 10 16d 6 1Od 16„ 5000s 23 d ' 6000s THO2311i0.2 3137 12 16d 6 10d 6000s THF23180-2 3050 24 10d 6 tOd 65005 THO251Q0.2 3137 12 16d 6 10d 6500s HF25180-2 3000 24 10d 6 10d U S P For more information, STRUCTURAL contact CONNECTORS' USP Structural Connectors V at 1-800-328-5934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values support requirements below) or BCI• Joist end reaction capacities —whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI° Joist slope exceeds W per foot. Leave clearance '/e"maximum between the end of the supported joist and the head of the hanger. For BCI° Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to 6e Boise Cascade structuralc er oars lumber b sawn lumber PDouglas fir or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3": (1'A" for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 11%" and 2", respectively. 60s THO23100.2 3535 12 16d 6 10d 60s THF23180-2 3050 24 10d 6 10d gas RPH7110 3455 10 16dJAI_tOd 90s HD7fA0 3385 24 16d 8 10d Adjustable Height Joist Hanger MSH Variable Pitch Joist Connector TMP Joist' Depth BCI' Hanger Capacity Ibs eade a' Joist Joist De t gCl° Hanger Capacity bs aste Top Plate I a Rafter 9h 500s 4500s TMP175 6 Od If I 10dxl'A"(see 5000s 5000s TMP21 1125 6 10d IN 10dx1' " 6000s 9h 6000s TMP23 1375 61 10d 1W 1 Od ' 6500s 6500s TMP25 1375 6 Od 0&11W 11 4500s 4500s TMP175 1150 6 10d 4 10dx1' „ 5000s 5000s TMP21 1290 6 Od Od ' 6000s MSH2322 1431 61Od Od " 6000s 23 1425 6 Od Od ' 6500s MSH322 3 6 Od Od 11,„ 6500s 25 25 6 Od Od 60s SH2322 1431 1 (6)Od Od 60s 23 5 6 Od Od ' 90s MSH422 1862 6 Od 6 tOd 90S TMP4 1800 6 10d 4 10d l' " 14 SOOs MSH1722 550 6 Od Od 500s P 5 50 6 Od Od ' " 5000s 5000s 2 90 6 Od Od "' 6000s MSH2322 1550 6 0 4 10dx1 6000sITM1225 1525 6 10d 4 10dx1' " 6500 H322 550 6 Od Od ' 14 6500s 5 5 6 Od Od ' 60s MS 2322 550 6 Od Od ' 60s 525 6 Od Od 90s 90s B50 6 0 Od 16" SOOs MS 1722 668 6 Od Od 500s P 5 50 6 Od Od ' 5000s 5000s 290 6 Od Od ' " 6000s MSH2322 668 6 0 Od ' " 6000s 3 550 6 Od Od ' " 6500s MSH322 668 6 Od Od ' " 16 6500s 25 550 6 Od Od ' " 60s MSH2322 6 d Od ' " 605 3 550 6 Od Od ' " Os Os 90 6 Boise Cascade EWP • Eastern Sneci6er Guide • 0A/04/2015 f r. 7- - Boise Cascade has a proven track record of providing quality wood products and a nationwide building materialsqYP9 .; • - distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSC® Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. P Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA -LAM°, and ALLJOISr products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! iFortheclosest Boise Cascade EWP i distributor/support center, call 1-800-232-0788 BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: If no dealer is listed, call 1-800-232-0788 Boise Cascade Engineered Wood Products Great products are only the beginning® Copyright ® Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0200 - WP0200 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Ashton Woods Project Name: WP0200 Model: 2095 Lot/Block f' Z(70 Subdivision: Wyndham Preserve Address: City: Sanford 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/fP12007 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 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T12671176 1 C1 1 12/7/17 12 1 T12671177 1 C3 12/7/17 13 T12671178 1 C5 12/7/17 14 T12671179 1 E7 12/7/17 15 T12671180 1 E7A 1 12/7/17 6 1 T12671181 H7 12/7/17 7 IT12671182IT01 12/7/ 17 18 I T12671183 I T02 12/7/17 19 I T12671184 I T03 1 12/7/17 1 110 I T12671185 I T04 112/7/17 11 I T12671186 I T05 112/7/17 1 112 I T12671187 I T06 112/7/17 113 I T12671188 I T07 1 12/7/17 114 I T12671189 I T08 1 12/7/17 1 15 IT12671190IT09 12/7/ 17 16 IT12671191IT10 12/7/ 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: Velez, Joaquin 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. 0,\V-DING SANFORD 0Fpq A a PQU IN V No 6 82 STATE OF :: 1- AN 4 O R ` QNA1- 111111111 Joaquln Vel z PE No.68182 MiTek U nc. FL Cert 6634 6904 Pa Blvd. Tampa FL 33610 Date: December 7,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty PlyW P0200 T12671176 INP0200 C1 Corner Jack 1 Job Reference o uonal Builders FustSource. Tampa, Plant City, Florida 33566 r.oau s Aug ro 20i r rvu iak ind—i as, in, V4.d u o 16:51.,7 20, r uyo ID:BJVZMIC e38_OmgpXOyOpG1 yc RbP-CT 1 m5ptlooL 16gfbo4 npgtyx48w2r W iHA3vo2wyBeKe 1-0.0 r 1-0-0 1-0-0 Scale = 1:8.9 3x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We n/a BCDL 100 Code FBC2014lrP12007 (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 pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=135/0-3-8, 3=-9/Mechanical, 4=-2/Mechanical Max Horz 5=45(LC 9) Max Uplift5=-98(LC 8), 3=-1O(LC 9), 4=-2(LC 1) Max Grav5=135(LC 1). 3=9(LC 8), 4=13(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsh h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exledor(2) zone; Cantilever left and right exposed; end vertical left and right exposed;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 nonconcurrenl 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 98 lb uplift at joint 5, 10 lb uplift at joint 3 and 2 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.681E2 MiTek USA, Inc. FL Cart 6634 904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE A111.7473 rov. faN31"15 BEFORE USE. Design vaikl lot use only with Mllek® connectors. This design Is famed only upon parameters shown. and Is lot an Individual building component, not a intss system. Before use. tlx: building designer must verity the appikabAlty of design parameters and property Incorporate 911s design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MiTek 6 always regtdred for stability and to prevent collapse with possible personal In"y and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI I Quality Cdlodo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply W P0200 T72671177 W P0200 C3 Corner Jack 4 1 Job Reference (optional) Bmlden FustSource, Tampa, Plant City. Florida 33566 r 64U a Aug 16207 M i eta industries. inc Weo uac uo r o o l : r o cv l r Patial ID:8JVZMICe38 OmgpXOyOpGlycRbP-ggbgJguwZ6TutpEnMol2N5U5mXErazyRPlfMaMyBeKd 3.0.0 r 1.0.0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) Well Vd Vert(LL) -0.00 4-5 >999 240 Verl(TL) -0.01 4-5 >999 180 Horz(TL) -0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=178/0.3-8, 3=63/Mechanical, 4=28/Mechanical Max Horz 5=84(LC 12) Max Uplift5=-87(LC 8), 3=-78(LC 12) Max Grav5=178(LC 1), 3=63(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:13.1 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20-6 Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; cantilever left and right exposed end vertical left and right exposed;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 87 lb uplift at joint 5 and 78 lb uplift at joint 3. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING -Verify design parametars end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rov. M93,20 f 5 BEFORE USE Design vaild for use only with Mllek® connectors Phis design Is based only upon parafnelers shown. and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicabllty of design Iutrametors and pxolorty Incorporate this design into the overall building design Bracing Indicated Is to pxevent buckling of individual trim web and/or chord members only. Additional temporary and permanent bracing MiTek is always requited lot stability and to rxevent collarne with possible personal hnpuy and property damage. For general guidance regarding the fabrication, storage, delivery. erection and braclny of trusses and ims systems, seeANS1/TPI I Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tarrpa, FL 33610 Job russ Truss Type oty Ply WP0200 T12671178 W PO200 C5 Corner Jack 4 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant Criy, Florida 33566 7.640 a Aug 16 2017 Mi r ex industries, Inc. Wed Dec ue 16 51 AS N r rage r ID:BJVZMICe38_OmgpXOyOpG 1 ycRbP-ggb9J9uwZ6TujpEnMol2N 5UOsXA7azyRPlf MaMyBeKd 5-0-0 1.0-0 5-" 5 3x8 11 LOADING (ps" SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 7.0 Lumber DOL 1.25 BC 0.35 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) Scale - 1:18 6 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.04 4.5 >999 240 MT20 244/190 Vert(TL) -0.07 4-5 >866 180 HOrz(TL) -0.03 3 We n/a Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=247/0-3-8, 3=116/Mechanical, 4=54/Mechanical Max Horz 5=135(LC 12) Max Uplifl5=-113(LC 12), 3=-134(LC 12) Max Grav5=247(LC 1), 3=116(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5= 205/273 Structural wood sheathing directly applied or 5.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed end vertical left and right exposed,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 5 and 134 lb uplift at joint 3. 6) 'Semi-ngid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.6E162 MiTek USA, Inc. FL Ctirt 6634 6604 Parke East Blvd. Tampa FL 33610 Dab: December 7,2017 0 WARNING- VarUy design paramotors and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M0.7473 rov. laM32015 BEFORE USE. Design valid for use only w11h Mllek® connectors. this design Is based only upon pmamelers shown. and Is for an IndMdtxd Wilding component not a Inns systern. Before Lrse. the building designer must verity the appllcabllty of design lxnameters and Ixoperty Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bulclding of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always recidied for stablilly and to rxevent collafue with possglle personal "and proPony damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems, sevANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from lugs Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 job Truss russType ty W P0200 T12671179 W P0200 E7 Jack•OPen 26 1 Job Reference o tional Builders RrslSource, Tampa, Plant City, Florida 33566 r.oav s Aug ro zvr r m i arc mouse as. mo. wad uec ve 1e , Faye I D:BJVZMICe3B_OmgpXOyOpG l yc RbP-ggb9J9uwZ6TuipEnMol2N5UwYX74azyR PIfMaMyBeKd 1-0-0 7-0-0 1-0-0 7-0-0 Scale - 1:22.5 5 3x8 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.11 4-5 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.28 4-5 >288 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.08 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=318/0-3-8, 3=170/Mechanical, 4=76/Mechanical Max Horz 5=178(LC 12) Max Uplifl5=-143(LC 12), 3=-178(LC 12) Max Grav5=318(LC 1), 3=170(LC 1), 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-259/300 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone, cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 143 lb uplift at joint 5 and 178 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. Joaquin Velez PE N0.68182 MiTsk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING -Verily dosign pommoron: and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11411-7,173 rov. 14IM2015 BEFORE USE. Design valid lot use only with Mllek® connectors. this design Is based only upon Inrameleis shown. and Is for an axBNdual building component, not a truss system Before use, the building designer must verity the appllcatblty of design Ixxcanoters and Ixoperty Incorporate this design Into the overall txNtling design. Baca ng Indicated Is to prevent txtckling of Individual fnrss web and/or chord members only. Addlllonal lernWary and permanent txocing WOW Is always required for stability and to prevent c(Alq)se with possUe personal Inhay and Ixoperty damage. For general guidance regarding the fabrication, storage, delivery, erection and Ixacing of trusses and truss systems, seeANSUIPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlaMe from truss Plate Instilkno. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type Ory ply W P0200 T72671180 INP0200 E7A Jack -Open Supported Gable 2 1 Job Reference (optional) Builders FiratSource. Tampa, Plant City. Florida 33566 r 640 a Aug to evi r Mi tax mausvies, inc. waa Doc vo ro:a r. ry 2017 I D:BJVZMICe38_OmgpXOyOpG 1 ycRbP-8s9XW VuYKPblLzp_wVpHvl 1 G DxaDJ PIadNOv7pyBeKc 1-0-0 7-0-0 1-0-0 7-0-0 9 8 7 3x6 11 2x4 11 2x4 11 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 7.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-4 REACTIONS. All bearings 7-0-0. lb) - Max Harz2=213(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8 except 9— 173(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-354/182, 3-10=-348/182, 4-10— 346/191 WEBS 5-8=-101/267,4-9=-172/322 Scale - 1:21.9 DEFL. in (loc) Vdeil Ud PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 244/190 Vert(TL) 0.00 1 n/r 120 Horz(TL) 0.00 7 n/a n/a Weight: 36 lb FT = 20°6 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Comer(3) -1-0-0 to 2-0-0, Exterlor(2) 2-0-0 to 6-10-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0.0 oc. 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 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) 7, 2, 8 except Qt=lb) 9=173. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - Verity dosrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 mv. fatD MIS BEFORE USE Design valid tot use only with Mllek® connectors Ihis design Is based only upon parameters shown. and Is for an Individual building cornponent. net a buss system. Before rise. the bxildIng designer must verity the applicability of design, paametets and property hlcorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bractrlg MiTek' Is always tegtdred for stability and to prevent collapse with possible persorwl Injury and property damage. For general guidance iWatding the 6904 Parke East Blvd. fabk:atbon. storage, delivery, erection and bracing of Inisses and Irrss systems saeANSI/IPI I Quality Criteria, DSB-39 and 6CS1 Building Component Tampa. FL 33610SafetyInformationavailablefromtrussPlateInstitute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truns Type Qty Ply JPboReference 200 T72671181 W P0200 H7 Diagonal Hip Girder 2 1 optional) Builders FuslSource, Tampa. Plant City, Florida 33566 1 64U s Aug nti LUn Or W ex industries. me Wed vac uc t6:5r-ry 20i r Page r ID:8JVZMICe38_OmgpXOyOpG 1ycRbP-Bs9XW VuYKPblL zp_wVpHvl l C?xVNJNzadNOv7pyBeKc 1-5-0 5.11-9 9-10.13 13.0 5-11-9 3-11-3 Scale - 1.22.3 la . B axe II exa U 3x4 = 5 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.04 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.21 HOrz(TL) 0.04 4 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. ( lb/size) 8=39310-4-15, 4=201/Mechanical, 5=387/Mechanical Max Harz 8=238(LC 4) Max Uplifl8=-229(LC 4), 4=-191(LC 4). 5=-176(LC 8) Max Grav8=393(LC 1). 4=238(LC 18), 5=387(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-351/234, 2-3_ 598/201 BOT CHORD 7-8=-376/545, 6-7=-376/545 WEBS 3-7=0/264, 3-6=-637/439 Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 9-6.8 oc bracing NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 8=229, 4= 191, 5=176. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=-2(F=26, B=26)-to-4=-134(F=-40, B=-40), 8=0(F=10, B=10)-to-5= 49(F=-15, B=-15) Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - Verify ded grr peramefors end READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M/I-7473 rev. laV3,2015 BEFORE USE. Design valid lot use only with Mllek® connectors. Ihls design Is based oily upon parameters shown. and Is la an Individual txtadlrtg component. not a truss system. Before use, the building designer murst verify the a pplicabelty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTe k' Is always required tot stability and to prevent collapse wBh possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of muses and miss systems, soa,•ANSI/11PI I Quality Criteria. DSB-a9 and YCSI Building Component 6904 Parke East Blvd. Safety Information ovallatNe from truss Plate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty PlywPo20o T12671182 WP0200 Tot Hall Hip Girder 2 1I Job Reference (optional) Builders FirstSource. Tampa, Plant City. Florida 33566 r ow a Aug io zui r nu r ea mausama, mc. Duc D, eiga I D:SJ VZMICe38_OmgpXOyOpG 1 ycRbP-c2ivl rvA5jjcz7OAU DK W S W ZKfLoO2eJ ks 18Sf FyBeKb 1-0- 7.0.0 12.1.1 17-0-6 21.11-10 26-10-15 32-0-0 it 7-0.0 5.1-1 4-11.5 4-11-5 4-11-5 5.1.1 6x12 MT20HS = 5.00 F12 2x4 II 3x8 = 5x6 = 2x4 II Scale . 1:57.0 502 = 3x4 II 8x10 = 16 lb 14 13 rc ,i ry 3x6 11 5x8 = 6x12 MT20HS — 5x12 = 2x4 11 6x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.70 Vert(LL) 0.48 13-15 >799 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.66 13-15 >575 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 214 lb FT = 2Mo LUMBER- BRACING - TOP CHORD 2x6 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc pudins, except 1-3: 2x4 SP M 31 end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. WEBS 2x4SPNo.3 WEBS 1Row atmidpt 8-10 WEDGE Left. 2x6 SP No.2 REACTIONS. ( lb/size) 10=2593/0-3-8, 2=2452/0-3-8 Max Horz 2=211(LC 7) Max UpliftlO=-1602(LC 5), 2=-1429(LC 4) Max Grav10=2784(LC 18), 2=2601(LC 18) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5681/3020, 3-4=-6797/3831, 4-5=-6795/3828, 5-6— 6033/3456, 6-7=-6033/3456, 7- 8=-6033/3456, 9-10=-281/268 BOT CHORD 2-16=-2817/4960, 15-16=-2828/5003, 14.15=-4061l7012, 13-14=-4061/7012, 12- 13=4061/7012,11-12=-2177/3716,10-11=-2177/3716 WEBS 3-16=-266/959, 3-15=-1232/2067, 4-15=-717/683, 5-15=-435/257, 5-13=0/327, 5- 12= 1269l710, 7-12=-593/589, 8-12=-1537/2706, 8-11=0/337, 8-10=-4385/2518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; 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 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) 10= 1602, 2=1429. 8) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 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) 752 lb down and 325 lb up at 7- 0-0 on bottom chord. The desigNselection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE No.66182 MiTsk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: December 7,2017 WARNING - Vorlfy doslgn paramefon and READ NOTES ON THIS AND INCLUDED M7rEK REFERANCE PAGE MII.7473 rev. foi aMIS BEFORE USE. Design valld for use only with Milek® connectors. this design Is based only ur on rxnameters shown. and Is for an Individual building component, not a inns system. Before trse, the building designer Must Willy the applk:ab0lty of design Parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to Ixevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stabtllly and to Ixevent collapse with possUe personal Injury and property damage For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. secANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute. 218 N. Leo Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss russType ty W P0200 T12671182 W P0200 Tot HaN Hip Girder 2 1 Job Reference (option-1) uumers ractsource. i empo, rinm ury, rr000a as000 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 25 Uniform Loads (plf) Vert: 1-3— 54, 3-9=- 1 18(F=-64), 2-16=-20, 10-16=-44(F=-24) Concentrated Loads (lb) Vert: 16=-475(F) ID:BJVZMICe38_OmgpXOyOpGfycRbP-c2wlrvA511cz7OAUDKWSWZKfLoO2e ks1BSfFyBeKb Q WARNING - VoNty dazign pararnotem and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO.7479 rov. 10,S12015 BEFORE USE. Design valid for use only with Milek® connectors. Ihls design Is based orgy upon pxaamolers shown. and Is for an individual building component, not a In1ss system. Before u6e. the lxllding designer Must verity the aWicabllty of design Ixlramefers and Ixoperly incorporate this design Into the overall txAding design. Racing Indicated Is to Ixevenl buckling of individual Iniss web and/or chord members only. Additional temporary and permanent txaclrtg M iTek' is always readied for stat1111ty and to Ixevent coliarm with Iossit)le personal trthay and Ixoperty damage. For general guidance regarding the fabrication. storage. delivery. erection and tracing of trusses and fnlss systems, soeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety information avallatNe from Inns Plate Institute, 218 N. Lee Street. Stile 312. Me:andrla. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply W P0200 T12671183 W P0200 T02 Hip 2 1 Job Reference (optional) Builders FirstSource, Tompa. Plant City. Florida 33566 t o+v a nug - ev i i mi r are mausuos. my Vi , vv 1 6 v - 1rc, I D:BJ VZMICe38_OmgpXOyOpG 1 ycRbP-4FGHxBwos 1 rTa HzM 1 wrl- j6Xol4bn9pt5htOBhyBeKa r1-0-q 6-1-11 9.0.0 16-" 23-0-0 25.10-1 31-11-8 1-0-0 6.1-11 2.10-0 7-0-0 7-0.0 2-10-1 ' 6.1.7 Scale - 1:56 8 4x6 = 3x8 = 4x6 = b 16 ° 17 7 5x8 If 13 12 11 Sx8 II 3x8 = 5x6 = 3x8 = LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.21 12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Veri(TL) 0.40 2-13 951 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 161 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-3-10, Right 2x4 SP No.3 3-3-10 REACTIONS. -(Ib/size) 10=1182/0-3-0, 2=1237/0-3-8 Max Horz 2=-111(LC 17) Max Upliftl0— 528(LC 13), 2— 573(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14-2197/1076, 3-14=-2118/1085, 3-15-2119/1084, 4-15=-2068/1094, 4-5=-2018/1027, 5-16-1870/995, 6-16=-1870/996, 6-17=-1868/989, 7-17=-1868/989, 7-8-2015/1021, 8-18=-2063/1086, 9-18=-2114/1076, 9-10=-2192/1077 BOT CHORD 2-13-894/1909, 12-13-1007/2315, 11-12=-100712315, 10-11— 882/1904 WEBS 5-13=-168/490, 6-13=-620/364, 6-11=-624/363, 7-11 =- 166/488 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=O 18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 9-0-0, Exterfor(2) 9-0-0 to 27-6-4, Intedor(1) 27-6-4 to 31-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp 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 100 lb uplift at joint(s) except Qt=lb) 10=528, 2=573. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6804 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING- Verify design peramotors end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,117-7473 rov. 1OM312015 BEFORE USE Design valid for use only with Mllek9connectors. this design Is based only upon parameters shown. and Is lot an trtdlvldual building component. not a truss syslem. Before use. the building designer must verify the applicability of design parameters and properly 6lcorporate fits design Into the overall building design. Bracing Indicated is to prevenl budding of InclMdrwl truss web arid/or chord memhu;rs only. Addlllonal temporary and permanent baring MiTek" is always required lot stability and to prevent collapse with possible personal Infiny and property damage. For general guidance regarding the labilcallon. storage, delivery. erection and tracing of trusses and Inns systems. soeANSI/TPI I Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Tnrs Plate mslltute. 218 N. Lee Street. suite 312, Alexandria. VA 22314. Tampa, FL.33610 Job Truss Truss Type city Ply wpo20o T12671184 W P0200 T03 Hip 2 I 1 Job Reference (optional) Builders FuslSource, Tempe, Plant Cay, Florida 33566 7.640 a Aug 16 2017 NL I ek industries, Inc vvea uec uti I wbi:z2 201 r Page 1 ID:BJVZMICe38_OmgpXOyQpGlycRbP-YRgf8WxRdK KCRYZbdN_Xxfg59QkWjllJLdZISyBeKZ r1-0-g 6-11.2 11-0-0 16-0-0 21-" 25-0-10 _ 31-11.8 110 6-11-2 4-0-14 5.0-0 5-0-0 4-0.10 1 6.10-14 4x6 = 4x6 = 3x4 = 5 256 26 7 Scale - 1:56 8 10 11! 0 15 14 -- -- -- 12 11 3x8 11 2x4 II 3x8 = 4x6 axe = 2x4 II 3x8 11 6.11.2 11-0-0 21-0-0 25010 31-11-8 6-11-2 4-0-14 10.0-0 4010 6-10-14 Plate Offsets (X Y)-- 12:0-5-4 Edge) 110:0-5-8 Edge) LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.25 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.71 12-14 >544 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 165 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc pudins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0, Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 10=1182/0-3-0, 2=1237/0-3.8 Max Harz 2=142(LC 12) Max UpliftlO=-525(LC 13), 2=-570(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-547/12,3-24=-2133/1044,4-24=-2032/1046,4-5=-1902/974, 5-25=-1731/950, 6-25=-1731/950, 6-26=-1730/943, 7-26— 1730/943, 7-8=-1900/966, 8-27=-2026/1036, 27-28=-2064/1035, 9-28=-2127/1020, 9-10=-505/4 BOT CHORD 2-15=-881/1912, 14-15=-881/1912, 14-29=-820/1874, 13-29=-820/1874, 13-30— 820/1874, 12-30=-820/1874, 11-12=-861/1906, 10-11=-861/1906 WEBS 4-14— 269/295, 5-14— 171/483, 6-14=-314/270, 6-12= 315/270, 7-12=-182/482, B-12=-265/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Extedor(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 11-0-0, Exledor(2) 11-0-0 to 25-6-4, Interior(1) 25-6-4 to 31-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;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 lit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 10=525, 2=570. 7) "Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Deb: December 7,2017 WARNING - Verity design paramafrrs end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rov. 10CM IS BEFORE USE. Design valld for use only with MlteM connectors This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system Before use, the building designer must verity the applicability of ck. on IXtrameters and pxoperly Incorpotate tt15 design Into the overall building design. &acling Indicaled Is to prevent Wckllrlg of IndMdual tnas web and/or chord members orgy. Addillonal lernporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and Iuopeny damage. For general guldonce regarding the fabficatlon, storage, delivery, erection and tracing of trusses and inrss syslems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easl BNd. Safety information available from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempe. FL 33610 Job Truss Truss Type oty Ply W P0200 T72671185 W P0200 T04 Hip 2 1 Job Reference _(optional) Builders FirslSouice, Tampa. Plant City, Florida 33566 7.640 s Aug ib zui r Nit ieK inausmea. inc woo sec uo io or-za zvi r rape i ID:BJVZMICe38_OmgpXOyQpGlycRbP-OdO2Msx3Oe6Bgb719LuD48BtnYonFgiAY7M7GayBeKY 1 0 8-0-2 13.0-0 I 19-0-0 23-11-10 31-n -8 1-0-0 8-0-2 4.11.13 6-" 4-11-10 7.11.14 Scale - 1.56 8 5x8 = 4x6 = 5 17 18 19 6 3x8 11 14 13 11 to 3x8 11 2x4 11 3x8 = 2x4 11 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.12 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.29 2-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 HOrz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 170lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9.14 oc pudIns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4-3-13, Right 2x4 SP No.3 4-3-12 REACTIONS. (lb/size) 9=1182/0-3-0, 2=1237/0-3-8 Max Horz 2=-154(LC 17) Max Uplift9— 521(LC 13), 2=-566(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2186/1000, 3-15=-2150/1002, 3-4=-2072/1021, 4-16= 1748/911, 5.16=-1738/927, 5-17=-1573/906, 17-18=-1573/906, 18-19=-1573/906, 6-19=-1573/906, 6-20=-1738/919, 7-20=-1748/903, 7-8=-2067/1013, 8-21_ 2119/996, 9-21=-2181/994 BOT CHORD 2-14— 850/1913, 13-14— 850/1913, 12-13=-603/1573, 11-12=-603/1573, 10-11 _ 807/1908, 9-10=-807/1908 WEBS 4-14=0/262, 4-13=-456/367, 5-13=-151/393, 6-11=-112/391, 7-11=-452/368, 7-10=0/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterlor(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 13-0-0, Extedor(2) 13-0-0 to 23-6-4, Interfor(1) 23-6.4 to 31-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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 01=1b) 9=521, 2=566. 8) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert $634 6804 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - verity design psmmotors and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M&7473 rov. taV3,2015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown. aril Is for an hndlAdual building component, not a truss system. Before use, the brllding designer must verity the applicability of design parameters and property Incorpoiale Oik design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inns web and/or chord members only. Addlllonat temporary and permanent bracing MiTek' Is always requdred for stability and to prevent collapse with possltxe personal Infury and property damage For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erec lion and bracing of fnnses and Inns systems, soeANSI/TPII Quality Criteria, DSB-89 and SCSI Suilding Component Tempe, FL 33610SafetyInformationavallabpefromTrussPlateInstlbule, 218 N Lee Street. Sulte 312, Alexandrla. VA 22314. Job Truss Truss Type City Ply WP0200 T12671186 W P0200 T05 Hip 2 1 Job Reference (optional) Builders FuslSouice. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 b4Tek Industries, Inc. Wed Dec 06 16.51 24 2017 Pape 1 ID:BJVZMICe38_OmgpXOyOpG1ycRbP•VgyOZCyh9yE1 Rkixj2PScMkzry8r_eUJnf6gooyBeKX r1-0-0, 7-7-3 15-0-0 17-0-0 24-4-13 _ 32.0-0 , 1-0-0 7.7-3 7-0-13 2-0_0 7-4-13 7.7-3 1 0 5.00 F 12 4x6 = 4x6 = 6 19 7 Scale - 1.57 2 Io S1r8 11 16 15 13 1 Z 5x8 11 2x4 11 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 FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4-1-2, Right 2x4 SP No.3 4-1-2 2x4 II CSI. DEFL. in loc) I/defl Ud PLATES TC 0.88 Vert(LL) 0.2415-16 999 240 MT20 BC 0.71 Vert(TL) -0.4415-16 878 180 WB 0.25 Horz(TL) 0.12 11 n/a n/a Matrix) Weight: 166 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 1 Row at midpl 4-15, 9-13 REACTIONS. (lb/size) 2=1239/0-3-8, 11=1183/0-3.8 Max Harz 2=-176(LC 13) Max Uplift2=-562(LC 12), 11=-518(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-2230/962, 3-17=-2155/962, 3-4=-2157/982, 4-5=-1626/802, 5-18=-1567/804, 6-18=-1547/819, 6-19=-1435/823, 7-19=-1435/823, 7-20=-1547/827, 8-20_ 1567/813, 8-9— 1627/806, 9-1 0=-2097/980,10-21=-2159/962, 11-21=-2234/959 BOT CHORD 2-16=-904/1960, 15-16— 904/1960, 14-15=-472/1435, 13-14— 472/1435, 12-13= 787/1966, 11-12=-787/1966 WEBS 4-16=0/304, 4-15=-660/507, 6-15_ 130/365, 7-13=-138/366, 9-13=-666/512, 9-12=0/304 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exiedor(2) -1-0-0 to 2-2.6, Interlor(1) 2-2-6 to 15-0-0, Extedor(2) 15-0-0 to 17-0-0, Intedor(1) 21-6-5 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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 3x4 MT20 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 Qt=lb) 2=562, 11=518. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss GRIP 244/190 FT = 20% Joaquin Velez PE No.66162 MiTsk USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Deft: December 7,2017 WARNING . VorUy design panmoters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M0.7473 rov. 1e1e32015 BEFORE USE. Design valid lot use only with MllekO connectors. This design Is based only upon parameters shown. and is lot an Individual building component, not a Truss system. Before use, The building designer must verify the ap>fAlcabatty, of design parameters and properly Incoq>orote thisdesign Into the overall building design. Bracing Indicated Is to prevent buckling of IrldNkhKII truss web and/or chord members only. Additional temporary and permanent tracing WOW Is always required lot stability and to prevent collapse with possible personal Injury and p iopeny damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-a9 arid BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tarnpa. FL 33610 Job Truss Truss Type City Ply WPo200 T12671187 W PO200 T06 Common 3 1 Job Reference (optional) Builders FirslSource, Tampa, Plant Cdy, Florida 33566 7 640 s Aug 16 2017 MiTak Industries, Inc. wed uw 06 16 51,25 201 r Page 1 ID:8JVZMICe38_OmgpXOyOpG 1 ycRbP-zOW onYzJwFMu3uG7Gmwh9ZH6H MTNl4JTOJrDKSyBeKW r1-f}q 8-1-12 16-0-0 1 23-10-4 32-M 33-0-Q 111 8.1-12 7.10.4 7-10-4 8.1.12 1-0-0 1 4x6 = 5.o0 Fl2 Scale - 1:55.9 5x8 It 14 13 12 Sub 11 2x4 11 5x8 = 20 II LOADING(psf) SPACING- 2-0-0 CST. DEFL. In loc) I/deff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.14 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.35 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 162 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-13, 4-13 SLIDER Left 2x4 SP No.3 4-4-11, Right 2x4 SP No.3 4-4-11 REACTIONS. (lb/size) 2=1238/0-3.8, 10=1238/0-3-8 Max Horz 2=-185(LC 17) Max Uplift2=-560(LC 12), 10=-560(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2209/896, 3-15=-2173/899, 3-4= 2062/919, 4-5=-1560714, 5-16=-1481l724, 6-16=-1468I736,6-17=-14681736,7-17=-1481l724,7-8= 1564l714,8-9=-2062/919, 9-18=-2173/899, 10-18=-2209/897 BOT CHORD 2-14=-888/1940, 13-14=-888/1940, 12-13= 704/1940, 10-12=-704/1940 WEBS 6-13=-213/725, 8-13=-685/523, 8-12=0/313, 4-13=-685/522, 4-14=0/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 16-0-0, Exterior(2) 16-0-0 to 19-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=560, 10=560. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING - Verity design pammotors end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M/F7473 rov. 10103/2015 BEFORE USE. Design valid for use only with Mllek®conneclors. INs design Is based only upon parameters shown, and Is tot an individual building component, not a irus system. Before use. tlx: lxilldtrq designer must verity the cW cab0ly of design patrarneters and property fncotporate 11% design Into the overall Ixdldhtg design. Bracing Indicated Is to txtckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTekpxevenl Is always negtdred for stat>lllly and to prevent collapse with poss8xe personal trilby and properly damage. For general gtddance regarding the 6904 Parke East Blvd. fabdcallm storage, delivery. erection and tracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Wilding Component Tampa, FL 33610SafetyInformationovallabtefromTrussPlateInstitute. 218 N. Lee Sheol. Suite 312. Alexandria. VA 22314 Job Truss Truss Type Oty Ply W P0200 T7267118B W P0200 T07 Monopach Supported Gable 1 1 Job Reference (optional) Builders FirslSouree, Tampa. Plant City, Florida 33566 r oau a Aug to zui r the i ex mousuies, inc. Wed Dec uo ro a i.za ev i r I D:BJ VZMICe38_OmgpXOyOpG 1 yc RbP-zO W onYzJwFMu3uG7Gmwh9ZHJXMc6j81TOJ rDKSyBeKW 1-0-0 5-0.0 1-0-0 5.0.0 ' 3x8 11 2x4 11 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 1 rdr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.00 1 rVr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0 01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=98(LC 8) Max Uplift All uplift 100lb or less at joint(s) 5, 6, 7 except 9=-106(LC 8), 8=-155(LC 12) Max Grav All reactions 250 lb or less at joint(s) 9, 5, 6, 8, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9— 140/336 WEBS 3-8— 150/355 Scale . 1:14.4 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20°6 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Comer(3) -1-0-0 to 2-0-0, Extedor(2) 2-0-0 to 5-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 100 lb uplift at joint(s) 5, 6, 7 except (jt=lb) 9=106, 8=155. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cut 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 0 WARNING- Verity design Parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1&032015 BEFORE USE. Design valid tot use only with Mllek® connectors this design Is based only upon parameters shown. and Is got an Individual building component, not a Inrss system. Before use, the building designer must verify the al)pllcablllry of design {xnamelers and lrolwrly hicorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of lndMdtrd truss web and/or chord members only. Addtlorlal temporary and permanent buacing MiTek Is always required for stablllly and to lrevent collapse with possible personal lr*jry and property damage for general guidance regatding the 6904 Parke East Blvdfabrication. slorago, delivery, erection and tracing of IRMOS and Imes systems, seeANSI/TPI I Quality Criledo, DSB-89 and BCSI Bullding Component Tampa, FL 33610SafetyInformationavallatNehorntrussPlateInstitute. 218 N. tee Street. Suite 312, Alexandrla. VA 22314. Job Truss Truss Type oty ply W P0200 T12671189 W P0200 TOB Monopnch B I 1 Job Reference o tional Builders FastSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 16 51 26 2017 rage 1 ID:aJVZMICe38_OmgpXOyOpGlycRbP-RC4A_u_xhZUlh2rKgTRwhnpTMmylSZOcEzbntvyBeKV 5 3x8 11 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 Rep Stresslncr YES WB 0.16 BCDL 10.0 Code FBC2014lrP12007 Matrix) Scale . 1:14.4 3x4 = DEFL. In (loc) I/dell Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 244/190 Ven(TL) -0.02 4-5 >999 180 Horz(TL) -0.00 7 n/a n/a Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=89(LC 9) Max Uplift5=-165(LC 8), 7=-98(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-204/274 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-6-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 5=165. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING- Verity design parametors and READ NOTES ON THIS AND WCL UDED MrrEK REFERANCE PAGE M04479 rev. M3?015 BEFORE USE. Design valld for use only with MIIek® connectors. ndsdesign Is tined only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer Must verify the applicability of design parameters and property b vcorporate this design Into the overall brNdIng design. tracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and petmaneni bracing MiTek Is always roclulred tot stability and to prevent collapse wllh possible personal property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Incases and truss systems, seeANSI/TPI I Quality Criteria, DSe-89 and eCSI Building Component 6904 Parka East Blvd. Safety Information avallabte from truss Plate Institute. 218 N Lee Street, Sulfe 312. Alexandria. VA 22314. Tampa, FL 33610 o Truss russType ty WP0200 T12671190 W PO200 TO9 Monoptich 3 1 Job Reference (optional) Builders FirsiSource, Tampa. Plant City, Florida 33566 I.64u s Ally 16 zun f muux industries. inc. rued vac vo ro:ot:zo Nr r rape 1 ID:BJVZMICe38 OmgpXOyQpG1ycRbP-RC4A_u_xhZUlh2rKgTRwhnpTMmylSZQcEzbntvyBeKV 1.-_ _ 5-0-0 1-00-00 i 5-" 3x8 II LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 BCDL 10.0 Code FBC2014lrP12007 Matrix) Scale = 1.14.4 3x4 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 244/190 Vert(TL) -0.02 4-5 >999 180 Horz(TL) -0.00 7 n/a n/a Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=89(LC 9) Max Uplift5=-165(LC 8), 7=-98(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-204/274 Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsh h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exierior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-6-12 zone; cantilever left and right exposed end vertical left and right exposed;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 20.0psl 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) 7 except (jl=lb) 5=165. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 Q WARNING - Vorlfy dedgn paramoters snd READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MI1.7473 rov. 1=02015 BEFORE USE. Design valid for use only with MI lek®conneclors Ihls design Is based only upon parameters shown, and Is for an Indivkatal building component. not a buss system. Belpre use, the building designer must verity the applicability of design parameters and gopedy Incorporate this design Into the overall b ullding design Bracing Indicated Is to prevent buckling of IndNldutat truss web and/or chord members only. Additional temporary and permanent bxacing MiTe k' Is always tequdred for stability and to prevent collapse with possible personal Inlay and pxolerly damage. For general guidance regarding the 6904 Porke East Blvd. fabldallon. storage, delivery. erection and braoing of trusses arid buss systems. soeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussRateInstitute, 218 N. Lee Street, Sulte 312. Alexandtkl, VA 22314 Job Truss Truss Type Oty ply W P0200 T72671191 W P0200 T10 GABLE 1 1 Job Reference (optional) Builders FirsiSource, Tampa. Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc Wed Dec 06 16 51:27 2017 Page 1 ID:BJVZMICe38 OmgpXOyOpGlycRbP-vOdYBE?ZStccICOWOBy9E_MfnAJdB2WmTdKKPLyBeKU 1.0-0 5-" 1-0-0 5-0-0 Scale = 1.14.4 3x8 11 2x4 11 2x4 11 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 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(TL) 0.00 1 rVr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=132(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 9=-128(LC 8), 8=-130(LC 12) Max Grav All reactions 250 lb or less at joint(s) 5, 7, 9, 6, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Extedor(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 5-0-0 zone; cantilever left and right exposed; end verlical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 100 lb uplift at joint(s) 5, 6 except Ot=lb) 9=128,8=130. 9) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 WARNING- Verily daslyn Pararnotors and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M!F 7479 rev. 1e103420/5 BEFORE USE. Deslgn vaikd for use only with MI lek®conneclors. thisdesign Is tared only upon parameters shown, and Is tot on individual lxdding component, not a trtrss system. B010re use. the Ixdldlng designer must verify the cylpllcab lily of design parameterss and poperly Incogrxafe this deslgn Info the overall lxdding design. Bracing Indicated Is to prevent buckling of IrnclMdual truss web aril/or chord members only. Additional temporary and permanent Ixacing MiTek is always tegtdred for staNilly and to prevent collapse with posslt)le personal Miry and ptopeny damage. For general guidance regarding the 6904 Parke East Blvd fatxicatbn, storage, delivery, erection and bracing of fnraes and tnra systems, seeANSI/TPI I Quality Criteria, DSa-e9 and BCSI Building Component Tampa. FL 33610 Safety Information available from truss Plate Institute. 218 N Lee Street. Sidle 312, Alexandria. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-71d' For 4 x 2 orientation, locate plates 0-1na" 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 0 c O U a- O 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, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Q c O U a O 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. 0 2012 MiTek® All Rights Reserved MiTek` MiTek Engineering Reference Sheet: Mil-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 BCSI. 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 stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations ore 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. the design Is not applicable for use with fire retardant, preservotive 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 are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlim provided of spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown 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 portlons 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. BEARING HEIGHT JD2 24-00-00 16' BCI7 60Dos-LB 1 2 J03 18-" 16' BCI7 6ODDs-LB 1 13 JD8 1&-" 16' 307 60ODs-LB I I J03 17-" 16' BCI7 6000s-LB 1 2 JD4 17-00-00 16' BCI7 6000s-LB 1 6 J06 7-OD-00 16' BCI7 6000s-LB I 1 J05 5-00-00 16' BCI7 60DOs-LB I 1 J07 4-OD-00 16' BCI7 60DOs-LB I 1 FGI 20-00-00 1 3/4' x 16' (2AE 3100) LVL 2 2 RM1 38-00-00 1-1/8' x 16' BC RIM BOARD OSB I I RM1 16-00-00 1-1/8' x 16' BC RIM BOARD OSB I 1 RM1 15-" 1-1/B' x 16' BC RIM BOARD OSB I 1 Bk1 31-" 16' BCI7 6OMs-LB I I 2 38-0-0 0 0 H3 0 0 0 0 0 0 dH3 0 0 0 0 0 0 0 0 0 LL 0 J06 J02 JOI JOI JOl Al. JOI of Jos 0 C. 0 12-4-0 5-8-0T 0 0 0 0 m 0 0 0 o 20-0-0 0 ti 0 01t!7 7-n-n 1 A -n-n RECORD COPY II III All II 11 1 11_ III 1111 11' III 11 III 1 III 1 III 11__ III IIm m!m2M MMM=I=mI Hanger Ust H3 RM2.37/16 NOTES; UREFER T ALL ALLEY FRAMIN@ MUST BE COIIPLMY pLDDED0p= 3 OARS RpE FEER pTO DETAIL V105 FOR WU& BY BUTCHER.BE CONVENTIINALLY 4) ALL TRUSSES ARE DESIGNED FOR 2' ac MA) M M SPACDC, UNLESS MI RVISE NOT PLPLANN ACREAMM SHIM [IN PTO BE TOAD W SY42 TRUSSES MUST BE WALLED PITH THE TOP BEM 1P. 7) ALL DVSQK HTU2266 UNLESS OT TRUSS STO BE SSE NOTED FLOORTRUSS HANGERS TO BE SDFSON TM422 UNLESS OTHERVISE NITER 8) BEAWHEADER/ UNTIL OM TO BE SHOP DRAWING APPROVA THIS LAMIT IS THE SOLE MM Flit FABRICATION IF TRUSSOS AND VOIDS ALL PREVHM ARC UUTUZAL OR TOM LAYUM REM AND AP MAL.IF. THIS LAYD BE RECEIVED BE}K ANY TZMES VILL BE BRT. VE CI ff= TO INSK AEAIST QMNFS THAT Will RE bMW Mm7 Ick 1 FaBuilders FirstSource OrlandoPHONE, 407- 851-2100 FAX- 407-851- Plant Cit r PHONE, 813- 759-5951 F X- 813-752 Ashton Woods 2095 Elevation S UHL ism WP0200 NTS 10/16/ 17 Mmosh 01 RECORD COPY F D City of Sanford Building and Fire Prevention Product Appro Permit # * i P- 2 8 8` Project Location Address -:- ecification Form SANFORD 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.orp. 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 CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofinq 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-R8 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 6/9/2017 Florida Building Code Online Business & Professional Regulation r BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats S Facts I Publications I FBC Staff I acts Site Map I Links I Search Florida Product ApprovalrUSER: Public User i•+`r ti vjCi Product Approval Menu > Product or Applim[lan Search > Application List > Application DataH 1, OFFICE OF THE FL # FL15000-R2 SECRETARY Application Type Revision Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118Industrial Drive Edgerton, OH 43517 419) 298-1740 rlckw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 01. 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 J. King, P.E. I Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independenceodf Referenced Standard and Year (of Standard) Standard Year AAMA/W DMA/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 https:/tloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/o2ruCfc2MRiSC82w%3dp/o3d 1/3 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 07/05/2015 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 Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 fI 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 "Y part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II 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 "T' part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber-Classlc" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(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 "Y' part number doors and sidelltes, which have been stained or painted within 6 months of Installation.) 15000.4 d. "fiber Classic" or "Smooth -Star" WO "Non -Impact" I Configurations) d lite(s) - InswiOng (X, Xbor XO, OXO,rXX tOXXOlthout Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 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 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Flberglass Door - Outswing Inswing (XX Configurations) https://fl.,,d ulrilding.or,vpr/pr app d.aspx?param=wGEVXQwt0quS73Fr2ZyiPazAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 11 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 15000.5 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 "Y part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "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 II INST 15000.6.Ddf 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 FL15000 R2 AE EVAL 15000.6.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.) Oacik luoxt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statemem :: Aocesslbinty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do rot 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 arry questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do riot wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please click here_. Product Approval Accepts: 2hkc Credit Card Safe https:ltfloridabdlding.orglprlpr_ppp U.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fjCfc2MRiSC82w%3d%3d 36 n f it g•• R mty grG'C S 3TEMB 6 4 i • •. r i.'rn x 4 •1:.jr Ir r \ m yi; •;k.,t.•-r'':••,.^;x!•f:r ,..•S['J .-- ,r,:y..<' rmu pz o]cai .1.•`• •-1' {Y`al': `i+<1-Ml .,l •1yar. l•-• •y. tip'.' ltii' O C1 fir .'p •r-i.'-t.f_ .5.: .:;:-,•1' ...•i : } •): 6 t t.t` ` p 7•a f- 't i d . O m as 36WMAR DOOR 1 HORMOKAL CRM SEMON ~ Gw 1PAiBWID]H 3 DOOR PANEL }'r>.r• a .:.• 2 4w i oQa ED EXTERIOR ILMtQa m DIELL_ a 6 3 SS•.r.. ff 3 U7ik! Si11E 2 T7P i.'`,` R•= i rfi)1 DOOR PANELINN 4i<'• Fnmr C7cadc Illill— 1130 o 24 72 3 4 HRJOE SI LE 5 BO77OM RAIL NSS g FIBER CLASSIC) ( ) L CROSS 59MON WIL m JK a 3 DOOR PANEL opc m LF 2 mumw rW a O FL-15000.3 c 1 nip 3 u 72 0 J MINIM: AIR SPACE as as r: r?M asRCEPTa r ula:f: // a a• -a -a. SPACER GLA-,S INSULATED ffl :..1 -I0ai:.1 PVC UTEMAMELZ._ 88371 MAX 1 PANEL WAD7H 7.12r MAX. D.LO_ WDTH 1 4 o. 2 4 SfDfP in Smooth Star Jtt Nutt I HOMZOWX CROSS SEMON 4 S10E111E PANEL zlsa a mr Wri F- S?6' me 33 n PLASRC11P L1TE FRAME EXTRUDED PVC 34 PLASTIC L1P LfiE FRAME DCTRUDEO SNC E 1 2 VF3i11GL CROSS SFL'i10N EII 4 SIDTEPANEL1-4 1..SSppaacup for Item #29 @ #41 (Ifte lrome acrawa) II I is as ov= From the boffam up on aldea: &5. 1531• F+I Sf r l foll with (7) more spaced at 9.575" o e. flare are (2J ree9 both top and bo8am at 2.125. 1n from each 42—80MM L NCER OTPONDEROSA PW& SG=0.43 2FRJ0SScomer. PINS SO D.43 r e 02 4 12 to N. IS ' en JK c c bA LFS 3 e FL- 15000.3 i a 4 s 12 49 to 17 In l f 7 pi y 10 d Ehso • a 1. The skWts is dhaat sat We the jamb With (72) Item #43 a & x 2' pfh hood screw. There are 73 4) at each vertical Jamb, from the top down at 18 13.5', 31' 48.r & W- There are (2) at the 1-11f'M[N. 21 i8 header at 4' from the mAdds comers of th y frame. There are (2) at the rip, 4' from the o outside corners. T HORQO CROSS SECTION 7 t` 4WL81EM84( TYP)I 49 1S ARL 77 13 45 BC-= 44 43 ze- 8 F LF,S:: d 7 JMERZ 10 cl IA 36 ACiitrE 43 SEE NOTE 1 35 3 il48 8 a, 43 21 ocn 24 2 W.e N.T.S. 1D i8 12 cm. or, JK i_ 2 l HORQONrx CROSS SECTION Ls 1 HORIZONTAL CROSS S=ON MEMO at I FL-150000 n718 6maL as 12 no rrF.p ll woNOWN FOR 0 FERENCE_ OPEMNGdo JAMBS: F SHOWN FOR II REFERENCE 11 111Q1 fl V II 2X BUC f1 11 pQp I IASTRAGALSHOWNFOR II p REFERENCE II d II p 11 O II F it ROUBLE BUCK W/SIDEY_M ANCHORING Via• r4. F MASONRY 49 p OPENING 7 1 2X BUCK FR 1 ASTRAGAL 1 SHOWN FOR REFERENCE 1 ia. L II k4uwoN II SHOWN FOR 49 II REFERENCE MASONRY 1I OPENING TYP. HCAD do JAMBS NC7tQEAf f1iOR NOTE: 1. Conu7eie a2X BUCK edge dBtahce to malfarjaints 2. ConQIIte onchcrkx G wunofcdw 74A%ON COMrm abs m atad to mahteia # le mtn. edge durance to moriarjotrds addMmcff Gamete and m may ben'. fftoenamthe MAXONCeiWdhmnslanQeriot exceeded e. 0wimte anchartable- i •.n•- L TTf !E Z li II II II II II II II I 11 MUL. UON I I SHOWN FOR REFERENCE II IIII Il MASONR OPENNNI 2X BUCK qd gid I h- 4 1 7 o z a 02 4 12 i e N.T. S. 2 a rn JK ' n c IM LFS 3 S 4W t,. RFL- 16 OM3 n qI r. 1It11 18,8if ••-{---78AS ffi6T 1ES 11.78' z 6IyttpCBOTTOMToe521 SZ 27 pp 3i Q V Typ• 27 TTP. TYP. J e m e • w A3 i4 923' 32S I 0.75' 1.V1R , 0. SEE NOTE 1 a O i 0 NOTE: 24 ASTRAG4! DETAIL 0 24 12 M.T.S. 1. THE ASTRAGAL BOLT HAS A 3- THROW AT THE TOP AND THE BOTTOM. r FL-75000.3 s s, Z cF 2 o THERMAITRU 0 THERMA TRU DOORS T T e 1N 011GT11r.• aR.. iLdClROM. OH—Sl7 FIBER CLASSIC / "SMOOTH STAR" 8'0 INSIMNG w/ & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT'" GeffP 41 NOM I. Tta Product hla been eve> fed ond'aln mlfgQm=%ft the M SdMon PM4) ftKo SuUft Code jFBC shucllttolralytk anerrbirtdudmg t1m YelodfyHulficcme7orsd piYFffJ. 2 Produclanchmst abamfatedmdsp=edwftmandataL.NrdiielrDedmerittoboo owterld shaft be beyond wa1 dmsdny orducm. S. When Mad h ft VVHr ltils product issaquhad to be protected Wfh an bpactreddant caveifnp W compae wah Secion 1626 of the FBC. 4. WhenusedInareas mdWeofthe '&MregifftWed tmm debdsprotwJionftproduct B req*edtobepmted with anhrpoctre5Wmdcov& Ymthat comprm*bSadon1609.1.2e file R W- 5. for 21 dudfl mft conclalo¢om andmrfrlg of Iflere witshat be fha some alifwf #wv&i for'bc buckv=crwyrz mftumtan. d. 31fe aond}crls Wdevlcte tarrl the detoE of 0 dmwmg mgde }jrtharent#nbg aomy4s b/ a Orsrasd englmw cr eg Wb:d arctilxt. 7. ilia product does notmeet the waler 8dihrfion mqutaum* lbr ihit lfvt¢' fit wta u astw be tratcladarty Inn rtmbadir's crLm or atttabfiabtalocadiora protected by an ovwbmQ or canopy suchitmHhe u%18 between the edge of cwropy or oved=W to sM [slew ttmn 45 degxer. TARLE F [OARM SFMT! DESWROH I elevation, Ismmues&gmted nofla 2 Door drlyds hdml 3 d[ dais 4 ddob& gaftddelb 6 Vedlvalaosssecllom 6 ams 7 Holfrmtolcrmweimn 8 I HrdcAncnoMg 9 Rwao 10 F![eae Il d 12 1 K3 of matelots & Compomerds a ME EENL 'ASHEU e/ w - WESHM 6/ 5 Qafi1LFWJMMUNTrmmtgW/_GT 0 z=F f i%1' • i? i,3:J.r (.'.l.'!%7; i3-i!'l yi,c'(,-. T'`'_Trr«1;1.1'Ti S r. "1 R—I !n* n a Z. EKTMOR a 54 0 ci r) 5, tiI "tj UWMAX DOOR INFERIOR PMELWIDT)i ff) Ind: HORIZONTAL cRoss sEanoN DOOR PANEL UZ 4= lzw E)MIDR WTERIOR ui F.:7L: - LL_ STIW) IA DOOR PAN Shmoth Star K 57 um 02/24/12 MRA H.T% 56 EIN"GE ffl) T?I":Al) f K2" WRRCAL CROSS SECTION MM Im dK olsmoorrHSTAR) 2 DOOR PANEL cm at LFS_ muww in, FL-15000.4MID A. 1•° t ? 1T 38 , 1 11 z#_ n• J tea p o 17 17 a xB 1 e; :a• rA G r da 4-4- so2016z C 7 8 7 C. 11->%^%i 43 53 d;•_j: SEE NOTE f 77 ftr' r• SEE NOTE 230 I[ I s i'i a EXTERIOR Jb[IEMQ$ d . S SEE o i G1 a I,Z.t NOTE Z 46 SEE NOTE 2 lA ; %•iy'%' r 47 lir. 3 VERTICAL CROSS SECTIONv•i' F kV Shown w Ix sub —buck 28 40 } .. 2. 42 f9 OPTIONAL SURFACE 8OLT5 ON ACI•IVE PANEL N 18 70 SEE DESIGN PRESSURE C AR1) Q 30 31 14 i4 Q L x" yr" •, 11 I GFI 13 i•r• ..i.°`Lr^F "'.; SEE NOTE 1 o J . - . •_. ' 1. The afde8to Is direct set Into the jamb with (12) h j awn #43 a 18 x 2' pft wood screw. There ore (4) P r . L, ,'••. t7 at each vortical Jamb, from the top down at 13.5; 31'. 48S' & 66. There are (2) of the heador at 2 " T 94' from the outside comet of tha Irania. than are 2) 113 a #a x 2-1/2' pft wood s n-w at the Ma at JK sA 4- from the outside camas. qw• 3* IYS d OWNS ISJ10" f1-150004 M VERTICAL CROSS SECTION 2 VERITGIL CROSS SECTION 2. OP71094L SURFACE BOLTS ON ACTNE PANEL 5 5 SEE DESIGN PRESSURE QVIM C-M t SEE NOTE 1 1. The s;deUte is dlmct ad Coto the jamb` u with (12) Itam 143 a fa x 2 FM- wbod seraw. There are (4) at each vertleal 4 ti o ornb ham thn top down at 13 5'. 31", 4a-,r h 66". Thera are (2) at the header eza Fr at 4' from the outtldo comers of the cl frame. them ar. (2) J13 a IS x 2-1/2" pfh. Woad areal at the PA 4 from the outride comers. 3a j• iNTEMOR O 36 45 a w 41 29 17 78 DETAlL A35 " OPTIQMSURFACEBOLTSONACTIVEPANEL1 c.. i- 114M01 SM OM014 PRESSURE 12WM B. IfYPJ 1 ti 3 \ HORL70MTAL CROSS SECTION 22 6I al hwt 35 a SEE NOTE 1 8 7 33 oz INACfIVE I I ACME 10 Gl i.- 1' L• , • C a ter• f,'+r 'LF . 1. it c l 13 ITTERIOB 36 4{ 9lHq 3 4 j 8 t0 37 45 w® a2 24 t2 g g mac N.T-S. an .8! m 18 arTM LFS 1 HORIZONTALCROSSSE07IONCROSSSEMONCROSSSEMONOronoWv m HORIZOWAL 8 8 FIr^1500A4 n jFill T MASONRY HEADOPENuac ! MBS As1RAGALI 1 SHOWN FOR II II REFERENCE II II II 2X BUCK 11 B II mLuJON FOR SHOWNREFERFOR I SHOWNRE CE 1 CE REFEll1IINCSafl 1 11 1 DOUBLE DOOR W/SIOFLm BUCK ANCHORING 4, _ MASONRY. OPENING 2X CONCRIIEA4CHORNO7Ei; 1. Cm=mteanchorb.aGonyat the comersmaybeac4attedtomahlolnthe mlri edge cManca to mortarlalnk 2 Cancetadnchorboafonrnotedos° MAXONC&48Ymsirtbeadestedto mdntdn the mta. edge cMtance to mottQ/obTk addffl nx ! cona&a riche racy be required to enmm the 'MAX ON CEN7W dsmenstan are not m=aded s Conaete arxhalcrbW 2AXPlp& K W Ak UICE_ fl E { A'ItilN 6 P 7AFCON' 1"? T 41 ELCO UITRACON 1/ 4 i- 4` II II I I II II II II TYP. HEAD II & JAMBS II II II I II II yUWON II II SHOWN FOR II II REFERENCE II 11 ) I it I 11 MUlll0k I I II SHOWN FOR II II RUMENCE II it II I1 II II II 2X B. s- b 1 7YP. HEAD do JAMBS ASrRAGAL I SHOWN FOR 1 REFERENCE 1 I I " 1 1 I j I m Ioft- m Jx I I FL- 15000d4 I MASONF OPWIN FRAM 2x BUC SEE DEFA2 A ISEE 7' GWSTNJATIONmaccDETAILb43,nE s 7YP. K SEE DETAIL h• m. SILL 14 oDuBLE DOOR W, ELITES' T 7HES& (2) ANCHORS REQ'D ONLY WHEN OP > 47 PSF WSONRYJ OPFNIMC FRAME 2X BUCK S E, DETAIL 4• A - CONCRETEANCNOR NOn3: 1. C ammle and wbcatlons at the camas maybe acusled to nx*fth tharnh 10 edge cManoB to morkrjbh& 10 2. Conn'etoanchosloeafiensnateddr%IAX.ONCENTHt'mmlbeodyrledto marfd07 the mh edge dkfw= to mortar]akdr, addi6onaf mriaefe anchors mcV be regldred to Brews The Tr1AX bN C&OER' cDnerafon we not aweeded. 70 a ConcreteanrhlxfQtfw DETAIL 5' 4 3' T-7/2- I. McOrtahl a rnhhaum Sff edge clDlonce. I' end d Wanm & T• o a spacho of waodsaemtoprwwt9,espLftotw cL 414-1. A' L T 1' V.UC-K TYJAMSEEDETAIL. 5. 1 L_A• NEW 0- A' SENOtE DOOR W/SR1EUiFB 13 49 30 30 W/2X BUCK 1 0 i 31INSTALLATION 1 W//1X BUCK lIJ3fALLATIO N DETAIL •3• DETAIL '2- ASTRAGAL k SURFACE BOLT STRIKE PLATES ® HEAD T3 1E 31 7J 0 30 DETAILLL 4 SURFACE BOLTMKE PLATE THRESHOLD 4 f7 T i o ie 62 24 i 2 LLa N.7S. E a m JK c rn IFS gym, e FL-15000.4 d aka n6 a1 1 SEE _ Ta W/- micK DF7NL '2 _ MASONRY INSTALLATION OPENING 39 W/1x Ew0c 01 NSTALLA nON J5EAD g O FRAME II !r 2X SUCK —,,,,SEE 14 TV. SILL2x DETAIL '1' _ SEE DETAIL 4' DETAIL '3' r: yr VIEW •B =`B' VfEW C'—'C' B- A' DOUBLE ODOR SINGLE QOOR W/1X BUCK 13INSrALLAT10N INSTALLATION 13 10 10 DETAIL '' 10 DETAIL 'S' W/1X BUCK 60 LNSTAL1ARON N/2Y f3U 13 PLSTAllA DETAIL 4- CONCIEWANMOR NOTE T. CohWDandw bcaft3mt tthe cornenmaybec*eadtomakitanthe H*L edge ditance to martwphtx 2 Concrete anX2WI0c0lbM noted as'MAX ON CL3lWmtat ba adnated to malrf*iftemlrtadgecWancetomortarjotrls adrffftonatconcreteanchop maybe regLftd to enmTe The MkX oN C 4M'dPneraion arc not ®rmeded 3. Concretearrchortabta ITW TAFMN 7/ 1• i/ rlw3116" TAPCON* 1- 1/4' S EWEW P47ALLATION NOTE& Ogg 2' 4 S 1• i/T T. Mabhi57 a mW anwnW edge d ane. T' end d6f me• & T' o c sparing of w=dsnewrfcpevenffhespff wofwood A' r . I. t:• : `r IS W/ ZX BUCK fy WSTALLATION !2 vT tx elrrat !C ON 7rR HEAD k .WAS r d SEE DEW 14 TYP. SILL VIEW A'— A' 49 fnl 30 W/2X BUCK 13 0 Jt INSTALLATION 37W/IX BUCK 48 INSTALLATION DETAIL -2` ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD I n 30%. 31 ° dcB 24 12 JD miss NTH DETAIL '1' mm ¢k X L SURFACE BOLT STRIKE PLATE CM R LFS i 0 THRESHOLD FL-1J000. 4 om 1g er• a a NO 4. f o 2. p1&ST lam M.Sf' Fy I&V 14N 27 27 TYP. 27 TYP . TYP.$ b s e o s ID 4,V sas 27 I 2„ 191P T 11 d 0,V vs ona 4— sEE !mE r 4 NOTE r= 02/tN T2 = oT eC p( a 1. THE ASMGAL BOLT HAS A 3` THP W )Q THE TOP LFS 3 AND THE BOTTOM. am w FL-13000.4 pia p Rml ifES071P0WJ ummd o n I I V : r,111114( I t El ! 7U 46 S'LQ?FACE 80LT (tVE'S. 25' 5/1M1 r-y=--..{ BVRFACE BOLT SIAIIfF PLAM 1 17'1- TEE) O f1,rr 4MT IuHWWAAMU" k a. ISdI 4Ri Lu.Lge T WOOD IR.L/E' j` J FINGER JDIWO PONOFR054 AN& SG-0.43 INSWING DOOR BMW SWEEP VINYL A80" MAX WALL, 035' AWN. WALL 1„ s tdfi' yi.r ., i,...•.. . . - w lh, 1.. r -: L : ;' • G TT 19 SF7 Fnn TM _ Wo F 7H FCNOtD ALuAirNLIMAWYI..O4s, WAt 1 Al ijm. i5 IV55NNG SfOa4t 060' TML WALL VINYL 7YP_ 0.0.9' FXTRTOMOFDBY NYL WAIL y 1Y O o o Iroo o ° o e v0 4~ m Z a 1 FM aAM l'AIJFL SW OAI YAL TV- nMt4AST or rNlh Thrr rOh mm mhN l 5( PI5Ht9A55 u SYOOpf t P t3Y m&L JIMMASS 3 FC IATQI SrdE2Z 161R'E SIRE SL-4Ll3 5 F'C 60J10Y Rtl00 6 Pl4]fUM%IE RWI Iambs tIFH DWRESWR Y'EUHrs?sw FZ)W a t0 OmJJRESMWEADJFIIS M f k L .037• 10 fro r 31.r L£ PFH ROOD 57If1. 1f IAS0101Y - Jp00 P51 fDFL CQ6(.YtFTF CDloi am TO AG f011ll930rORBIDERWIUJDmASOfty0tX1NfRfIE u to r IZ MH IAOD smv sm P r Z 1 lG PM M SCFV Si@ 14 iffikM0f PRi SC7PW la 900t .090 17tlRJ O Mo. mm 10 7Y mm ss = a,$ W x L, GG]] g yy 3L^ W' 08 17 MAX 11,17 MW dVVA RO( SEf MMM UXZ - SIWAT18E 9M 19 SaF AU167M 2S11AI0 SWXf 710MUM 577i1/ JQlY S A.4] WOO tOJCE J.I1tBSL`--0.D 23kvx5rrOF[B-5C AI xu LTFAGA JlJ@1 aaiT 2WIlltA VWM 4 x txAa ss >a ITSS 11uao 10 x 1-1 I& P YEDIL 1VWG ODORMayymzs ra x t-3 4' PIN BA 30 SWACE m YI 10 x I-W Pt01J¢S AAMW fto 20g}g o b 32 1 i I EVE SIX 34 31 PLASTIC Ie 111E 1f000 34 S0EJJIE BOE S11IF ROJOQdOSA Y6.OA3 t0 x I-3 ( LC PFH Wow SQW gM 33 1 4 r atiJ 4 PP}I OM Olt COEMOE STFFL i r J R9 PHI CORD SM 40 NUMM VJZK M 795 a-1D x t t P1,t5170R Rat S1F13. so.D. 43 4 x 7' LG PAi WOWStttER' W SfEi141 J x 3 OWRItR JmUnD AMCE>4 Ply n O 45 1 L.x.040 BrAO W mm 49 KS aCC.T .-2 S 47 0I7 M r -A /BLUE EM 4" On, LTFTE SDOVSfEiL PIATE sm Tj-14* ffffpFHMWMESOU m 02 24 12 salt N. TB. MIPOW pp. K 91.LFS CW. 91ta: 6mwCUfIPMOFL-13000.4 omr _LZ °rjj, R W R. W Building Consultants, Inc. B Conadting and EngineeringServicer for th6 tdlding Industry C P.U. Box 230 Yoldco, FL33595 Pbono B 19.6599197 PlorWa Board orProNdj16na1Enx1h= Certlflaata orAuthorlrmton No. 9E 0 Product Category Sub Category Manufacturer Product Nerns 7herma- 7ru Corporation Fiber Clessio" I "Smooth Star - error DoSwinging FdertorDoor1181ndusirfal Drive 8'0Inswing w/and w/out 9Ids11tes DoorsrsgooraAssemblies Edg4ftn, OH 43517 Fiberglass poor Phone ( 419)298-1740 Non-Im act' Bocpe: This Is a Product Evaluation report Issued by R W Building Consultants, Inc. and Lyndon F. Sphmidt P.E. (Syatom ID # 1998) for Themta Tru Corporation based on pate Chapter No, 6f 420-3, Method ID ofthe State of F cHch Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have norwlll acquire financial interest in the company manufacturing or dletributing the product or in any other entity Involved In the approval process of the product named herein. Limitations: 1. This product has been evaluated and is In oompllanoa with the bth Edition (2014) Florida Building Code (Fl3C) structural requirements Including the 'High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as listed and spaced as shown on detells. Anchor embedment to base material shall be beyond wall dressing or stucco. S. When used In the 'HVHZ" this product is required to be protected with an Impaot resistant coveringthat complies wllh Section 182a of the FBC. 4. When used In areas outside of the "HVHZ' requiring wind borne debris protection this product Is required to be protected with an Impact resistant covering that complies with Section 1609.1.2 of the F80. 6. For 2x stud framing construation, anchoring of these units shall be the some as that shown for 2x buck masonry construction. S. Site oondltions that deviate from the detalis of drawing FL-1500D.4 require further engineering analysis by a licensed engineer or registered archttoot. 7. Inswing conflguratlona do not meat 't o water Infiltration requirements for the "HVFrP. lnswtng units shall be installed only in non - habitable areas or at habitable looatlons protected by an overhang or canopy such that the angle between the edge of canopy or overhang to eiil Is less than 45 degrees, 8. See drawing FL-16000.4 for size and design pressure limitations. Supporting Aocumenta: 1. Test Report No. Test standard TEL 01460387-A,B,C ASTM p635.03,A8TM D1929-% ASTM b2843.99 TEL D1460338-A.13,0 ASTM D63"s, ASTM W929-96 ASTM 132843-99 8TTS00001 ABTM Q26.86 16427- 107362 At3`fM U4-00a ATI 67608,01.108-18 ASTM 0192J-96 ETC 01-741-10701.0 TAS 202.94 ETC 01-741-10703.0 TAB 202.94 ETC 01-741-10593.0 TAS M94 TEL 06-1031-3 TAS 202.94 TEL 06-1031-4 TAS 202-94 Testing Laboad= Signed by Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P.E, Testing Evaluation Lab.,tnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, ]no, ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation Lab.,lno. Testing Evaluation Lab.,lnc. Arowing b!g, Prepared by •,thARNIVnktt, No. FL 15000,4 RW Building Consultants, Inc. (CA #9813) n °a t¢. i L lk' /.)NrPo Calculstions Prepared by ,,r Anchoring RW BuDding Consultants, Inc, (CA#9813) ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. n ; •` ''" "`t r'1Fl SR QualRv Aswranc 71f Certificate of Participation Issued by National Accreditation and Managemerl.'( T'-- n; Institute, certifying that Therina-Tru Corporation Is manufacturing products within a quality assurance program that compiles with ISO/IEC 17020 and A,. ; • { QUIde t73;' Sheet oft ',, r'iti.4` fF•,'a{T Lon Hicke, VP Operations Wllllam I, FRO, 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. g_ wQ) A Sealed by Lyndon F. Sohmldt P.E. F. Schmidt. P.E. Lyndon F. SctMdt, RE, FL PE No. 43400 21Z 2016 Florida Building Code Online Page 1 of 3 r__t - a.. rd'.:.^.ri S=1 t'st'i(t 4S4lS 1 ..".,.. FT,.OAi040iFAf?)Kpr'Y`OT,;-f:p.r',: wBusnass&"`P ofe sonalvRegulatioii`• r _.-. _.. _ , - rj;. ..S.ryi k>C..45+Ti_5=i.y:i --'yy ate <q --: __th ..j!!... l: i,,^`a sit`::-,,.?.^, r y S Pl Zi., ..Sc,L'.,_•- .` - 's-.. y1•. r 1,'•i K_Z., .' },r C } X VI•i%. ii3 '';y'11 NN;riu: Illd:,. firti%`j' :icy!-::,k L•; ;rc:` <".a:ti : Z,,. z.•r I i Pansu!;cma, _ arnai roicRa sctiTpsr,oe g•br, yjlne Fro eSSIgAy tye I_;"iProduct Approval Xegulation Product'•'1klirer:ersntirml. rr 9eeffl r;f]PF7LC.OFJEE%:,:,7`t"FIL FU5332-R2 Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsltlinger@mlwd.com Authorized Signature Brent Sitlinger bsltiinger@mlwd.com Technical Representative 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 Accreditatlon and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE Validation Checklist - Hardcmpy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Y-r AAMA/WDMA/CSA 101/I,S.2/A440 2005 Gil I 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 https://www.floridabuildiing. org/car/pr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products FLIS332 RZ COC FLIS332-COMP.odf Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 Page 2 of 3 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"xB0' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No FL15332 RZ li 08-00500C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 RZ AE 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 I SERIES 420 ALUMINUM SGD I RSERIES 420 EINFORCED ALUMINUM SGD OX, XO, XX 96"x80' NON - Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 RZ 11 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108056.odf PRESSURE RATINGS Created by Independent Third Party: Yes LS332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4'x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 RZ 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51Z968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 11 08-02249A.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 i-"1-15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"A96' Limits of Use Installation Instructions Approved for use In HVHZt No FL1533Z R2 11 08-02250A.odf Approved for use outside Hvlizi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A,odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420IREINFORCED I9SERIES66 420 REINFORCED ALUMINUM SGD OX, XO, XXIALUMNUMS Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-00499C.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 RZ AE 1`0806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 I SERIES 420 REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https://www.floridabuilding.org/-or/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31 /2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-00501C.0f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant[ No Created by Independent Third Party: Yes Design Pressurot N/A pvafuation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15. 332 R2 AE 510808B.0f PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.9 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No ELIS332 R2 It 08-00502C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 5108098.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS33Z R2 II 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 N/A Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108105.0f PRESSURE RATINGS Created by Independent Third Party: Yes Dock Neat ContactUs :n 1940 North Momoa Strmt. Tallahame Fl. 32392 Phone: 850 4B7-1e24 The State of Florida k en AMffO omptoyar. Coowloht 2007-2013 Sbtn of Fig l .:: Prka (State If Accntb0ltr Staterran[ :: Refund Statermn[ Under Norlda law, email addresses are public records. If you do not want your a -mall address released In response to a publicraeords request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mes. it you havo any questions, plaose contact 950.4E7. 139S. Vursuant to Section 455.275(1)), Florida Statute, effective Octer ob1, 2012, licensees Ilrerrsm under Chapter 455, P.S. must provide the Daparbnent with an rall addreo It they taw me. The emalk provided may be mad for official communication with Ha licensee. However smell addresses are public record. If you do not wish to supply a personal address, plasm pmvhde the Department with an amall address which can be mad* available to the publlo To determine If you are a licensed under Chapter 455, P.S., please dins I(g[d. Product Appmval Acmptsi CreditSAF1E hops:// www. floridabuilding.org/pr/pr_app_dtl, aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECOPJ). 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED 1.14 THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS :1SED FOR WOOD ANCHOR CALCULATIONS. 5. FRAM- MATERIAL EXTRUDED ALUMINUM 6063—TS. G. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECIV_ 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. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIR= WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 'MOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. =0R ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS VOWN IN ELEVATIONS AND INSTALSATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. `HOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL ISGA. 33KS1 OR ALUMINUM 6063—T5 1/8• THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP. PX, )(IF, PN I TABLE OF CONTENTS I SHEET NO.1 DESCRIPTION 1 I NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS FTEAS06 I REV I DESCUnON I CAM I gwRo u A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.:. SIGNED: 121162013 MI WINDOWS AND DOORS LLC IDf4 i1001W. CROSBY RD CARROLLTON, TX 75006 GEN,y*. py 2 *• o k = SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES pO TA7'EEE OF, ••sv, RI?' Dwvx V.L. OB—OZ49 a a NTS 10/30/13 I OF 10 I F1 HE 95- MAX FRAME WIDTH ANCHORS TO BE EOUALLY SPACED CHANCHrORS PER LOCATION SEE T 15 FOR NUMBER OF LOCATIONS REQUIRED 6 MAX 6' MAX 6• LAX AME IGHT 8• MAX SERIES 420 SOD REINFORCED WITHOUT ADAPTER EXTFRM VIEW DESIGN PRESSURE RATING IMPACT RA7WG t35.OPSF Now WITH 2-fQY SILL SEE CHARTS F1 AND 02 FOR OTHER UATTS RATINGS DESr&NpR&%wRERAPNG 1MPACTRAPNG 25.01-2,9.6PSF Nd4E WITH 1-t?SILL SEE CHARTS 09 AND /4 FOR OTHER UNITS RA7INGS CNARTil WTTH2-1/32'SILL WHERE WATER INRLTRATION RESISTANCE IS REQUIRED. cc= -a cwrcr1 Doslgn preawn Chart (psf) Panel am TOW ae h (Q4 R u a 2QA 420 IaA FYlpht DO sawCZ60ao Poe I Ns! I Pos I Net m I Nog Pw Neg o D.D M-1 ID.O d0A 40D 4 0 D fa 10 2 I x NOD 49.0 3, a20 4 A 4Da 7.7 37.1 PLO 4&0 1 Oft 4 3a4 0S0 3 0 CHART I2 1&77H211132'SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTED SHEEFI Dcslgn presarra ehDrt (pd) rorns oN M ota asxcno tti 4 Roeo o4 4aD ao PDX Nog Pos Meg Pw ag 4 53 A 4U4Z0 0. 0 55.2 0/a.0 3a 39A g 52. 4 624 43A 3.1 31.1 f0 4aa a auDM 6EN90NS tfSMWMM I 041E I A MWO ADDED FLANGE AND FIN INSTAUATION I 12/10/13 1 R.I- CHART 43 WITH I-ft2"SLL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. KC • IAti a CLCCT Dasrgn preswm chart (p30 Patd aE TCtalRule NktnC Fn He4ht 7A0 QOAO 3I. 0 a00 11. 0 f AO 48a 91. 00 Pos I Meg I Pus I Meg Pw Neff Pm tl taa 25.0 147a 2Sa 41.7 2S0 37A 26D 34.4 aL0 A 7l3 2SD 3S2 25X 322 92A 25D 1 42A I 15D 3 0 S>Z 30.3 ata 40] D 7 25.0 3 .! 0 2 t CHART44 WNTH 1.112. SILL WHERE WATER WRLTRAVOW RESISTANCE L4 NOT REQUIRED. SEE NOTED SHEET 1 CHARTA5 Design Pnssora CMrt OMO s) vwFtmo)8ndTbW RareVAILhft rfiam01) 3a0 4Z0 47.0 PCs I Nag I Pat I Neg as Nog Pw Keg g 17t 7t i1.7 41J 77.1 37A 3A4 34A sag 2 SD.3uj 21- 02g 42A 42A 3 3 2 t32 33 7D3 I 2D ad. o 40.7 407 353 1 353 1. NumOwof* o.hwlowtlswn .*.d shoA pwal ale Tall FM"%V= 01) F1tra its m1 ao. g C40 tt0 7 0 0 1 41.0 afA HLS bmb mix I h o HaS HIS m t4A 1 0 G6 6 6 6 12. 0 4 e 5 a a a f e f20 4 6 6 a 6 e a e sa 4 e 6 a a a a 6 AI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION MtAw1e DaD NX V. L. 08-02249 Sc" NTS I DATE 10/30/13 -,;Km2 OF 10 sit. 1ILID' fl / v •30ENS gdw 1 TATE OF ; 1 P Fs:` 2oR10 a• S A FF HE 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX 1 6' MAX 6. AX WE G HT L 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW OESIGNPRIESSURERATIHIS I DNPACTRAIWG 35.OPSF I NONE WITH 2-f,2r SILL SEE CHARTS 01 AND 42 SHEET2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACTRATING 25.01-28.6PSF NONE W177I 1.WSILL SEE CHARTS 03AND 14 SHEET 2 FOR OTHER UNITS RATINGS 6' MAX maws DFSCIRIP, .4 1 ONE I APPRO&D ADDED FW= AND FIN INSTALLATION 1 12/10/13 1 R.L. rHARTAS Nowbar DlancOow IoG1Co6J n4.1-d 611me Panel and Total Urd Welch IN Frtrte J20 1 711.0 QO 42.0 c 6ao a Ame 720 RK Ihm0 t1,0 HK hlnD e6D NK .he'D fJA 4 6 S 6 6 6 6 6 p.0 1 i 5 6 f 6 6 6 l7,0 4 f 6 e f e e 6 S60 4 6 6 6 6 6 6 6 5 3/8' —1 2 1/32 2 1/32' SILL ALUMINUM 6068•T5.055THICK 5 3/8- 1 1/2' 1 1/2' SILL ALUMIMIN 6069-TH.055 TMCK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96, x 96' FIN ELEVATION i STATE OF 'tam I OB 49 A /A/s7OHA ` scxE NTS w1E 10/30/13 3 OF 10 1/2- MIN. EDGE DISTANCE oRaevnox a1E swum ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 1 3/B' MIN. WOOD FRAMING EIABEgMEM OR 2X BUCK i BY OTHERS MAX. SHIM SPACE MAX WOOD EMBEDMENT r SHIM. SPACE SCREW 1 INTERIOR 1/ 2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS OCTERIOR III II_J.I INTERIOR VERTICAL CROSS SEC77ON WOOD FRAMING OR2YBUCK INS TALLATION NOTES: T. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOt4N FOR CLARffY. 2 PERImETER AND JOlAfrSEALAM BY OThZWS TO BE DESIGNED IN ACCORDANCEWT HA$TM Elf f2 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE OR EOUAL ZE SHEET 3 DR SILL OPTIONS M.N. IENT 070 WOODCREW E Ei SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK 94STALLATION BY OTHERS AND 00cR5 LLC MI WINoDWw. 51Ri!io cRoseY CARROLLTON, TX 75006 v_ V6EN9iP t• D SERIES 420SGDREINFORCEDWITHOUTADAPTERFRAMEINSTALLATION DETAILS A AT OF 'vim ORIOr• z///' iT/ oNA'tVaG`` DRAVX w. cna ny OB—OZZr49 A srwiE Da7s MS 10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF VULKEA 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURENSTAUAnON NOTES: T. 9=1OR AND EXTERIOR FDJISHES BY OTHERS NOT SHOWN FOR CLARITY. 2. PERMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE VM74A9DA Eli 12 T- 7/8' M11 EDGE DISTA I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS m3apT" Arm A I ADDED FIANCE AND FIN MSTALLATIOH 1 12/10/13 1 R.L e' WAV JAMB INSTALLATION DETAIL METAL sTRucTuREIN'7ALLAnON WW. CROSBYAND DOORS C MIWIr1001CARROLLTON. TX 75006 S1\ 11111L/D 9'/' GENS•,p D 1 = SERIES420SGDREINFORCEDWITHOUTADAPTER96" z 96' FRAME INSTALLATION DETAILS oG C TATE UF, -{w Fd' s ODR; , G`\ qIINA11E Inrc 08- 02249 A svuE IH1E, NTS10/30/13 5 OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL I BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2 MIN. EDGE' DISTANCE a 1 1/4MIN. e.• EMBEDMENT 1/ 4- MAX. SHIM SPACE 3/ 16- TAPCON EXTERIOR L-U LL-U INTERIOR SILL TO BE SET IN CCONSTR/ UCCTION ADHESIVE 1 1/4- MIN. EMBEDMENT 2 1/2- MIN. EDGE DISTANCE 3/ 16- TAPCON CONCRETE/ MASONRY BY OTHERS SEE SHEET 3 FOR SILL 07TIONS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 s• t . a,. 1 1/4' MIN. a'• EMBEDMENT VERTICAL CROSS SECTION C0NCRETFiA4SONRYINSTALLA7I0N 2 1/2- MIN. EDGE DISTANCE ADDED FLANGE AND FD1 INSTALLATION 1 12/10/13 IR.L JAMB INSTALLATION DETAIL CONCRETE USONRY INSTALLT1CM' NOTES: 1. INTFHIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERMTEF.AAND JOINT S_ALANT BY0THERS TO BE DESIGNED IN ACCORDANCE N7TH ASTAI E2112 Mil WINDOWS AND DOORS LLC xojl1!I 0% tool W. CROSBY RD CARROLLTON, TX 75008 5 pEN q 8,Lp 0 5 *- SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 9IO FRAMEINSTALLATIONDETAILS a G l ¢ pATOF • D' PFS: 70Rl.P G\ iONAy` E \\\ itoaivtc owc Im. 08- 00221249 Rn A scxc na NTS10 30/13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMINC OR 2X BUCk BY OTHERS 1/2" MIN. fi EDGE DISTANCE 1 3/8' MIN. EMBEDMENT 1/a' MAx. SHIM SPACE 10 WOOD SCREWS EXTERIOR Lil UJ INTERIOR VERTICAL CROSS SECTION HOOD FRAMING OR 2X BUCK INSTAUlAT70M NOTES: 1. BJT&WR AND EJCTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLAR77Y. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KTTHASTU E2112 1 3/8' MIN. EDGE DISTANCE 0 BE SET IN OF VULKEM 116 10 WOODRUCTIONADHESIVE UAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MIN. IENT WOOD FRAMING OR zX BUCK BY OTHERS REV51=5 REv DESCRMN — ED • raRwEo A ADDFLNME AND FIN INSGL N 12/10/13 P. J 1/4' UAX. SHIM SPACE r INTERIOR n EXTERIOR JAMB INSTALLA77ON DETAIL hVOO FRAMiNO OR 2X BUCK 1NSTALLI7/ON MI WINDOWS AND DOORS LLC R?111.r" 1001 W. CROSBY RD CARROLLTON, TX 75006 J S • • ' • • y r•• G£NS o k_ SERIES420SGDREINFORCEDWITHOUTADAPTER*• 96, x 96" FLANGE INSTALLATION DETAILS 4_ joTATOFcumNALG\\` III[ 40%1`` VRL owc Ro. 08- 02249 A LE s"ET7 OF 10 NTSIDArE10/30/13 METAL STRUCTURE Br OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE GY OTHERS EXTERIOR 1/4 MAX. SHIM SPACE 610 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 118 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTAU A71ON NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARRY. 2 PERIMETER ANDJOIIJT SEALAHT BYOTHEAS TO BE DESIGNED INACCORDANCE WRHASTM E3f f7 r- 7/8- Mil EDGE D1STA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 114' WAY G41[ ,v acvm ADDED FIA= AND FIN DMALLAMON 12/10/13 RL JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION Mf WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 96" FLANGE INSTALLATION DETAILS op.wm SO aOWC V.L OB-02249 wwt NTS — 10/30/13 IMMS OF 10 psi 0 E N SN'-7'fl o 5 TATE OF s 2 1/2" MIN. EDGE DISTANCE 1 1/4" SIN. EMBEDMENT CONCRETE/ MASONRY 1/4" MAX, BY OTHERS r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 51LL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 3/16' TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN. a'• EMBEDMENT 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY MISTALLA710N DMRFT)ON OM I AMM-ED ADDED FLANGE AND FlN INVALLA710N 12/10/13 1 RL 1 1/4• MIN. EMBEDMENT T1/4• MAX. 2 1/2" r,* SHIM SPACE INTERIOR MIN. EDGE DISTANCE FIl 3/16" TAPCON CONCRETE/MASONRYSBYOTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK COMCRETSMASONRYLNSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. BJTERIOR AND EXTERIOR F#RSHES, BY OTHERS, NOT SHOWN FOR CLAR 2. PERUIETER AND JONT SEALANT BY OTHERS TO BE DESIGNED UJ ACCORDANCE WTlH AST14 E2112 AND OODS l`CviiwIN001WW. CROSBY CARROLLTON, TX 75006 J`5111 II'L0 v GENp40.d+y 596" SERIES 42D SGD REINFORCED WITHOUT ADAPTER x 96, FLANGE INSTALLATION DETAILS WIT DFREVFS',p L..... I>hc 08-02249 A AA771/DYjjjj111 wE — -CUBNTS10/30/13 B OF 10 WOOD FRAMING BY OTHERS 1 1/4' MIN. EMBEDMENT 8 vroOD SCREW 7/16' 141N EDGE DISTANCE 1/4 MAX I SHIM SPACE I I JAMB INSTALLATION DETAIL WOOD FRWNG OR 2X BUCK INSTALLATION 1 1/4' MIN. EMBEDMENT 8 WOOD EMBEDMENT SCREW FRAMING BY OTHERS 1/4" MAX. I SHIM SPACE 7/16' MIN EDGE DISTANCE FXI"ERfOR 1111 l I1. WTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION FOA SlU INSTALLATION SEE SHEETS I.8. DCSCRVr= DIME I A>PROVm ADDED FLANGE AND nN I.NSTAUATION I 12/10/13 JR.L. 1 5/8' MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP — 1 1/4' MIN. EMBEDMENT I BUCK BY OTHERS. 1X BUCK 70 BE PROPERLY SECURED 3/16' EXTERIOR II `— PANEL INTERLOCK HOOK STRIP INSTALLATION AWONRY)CONCRETE METAL STRUCTURE BY OTHERS INTERIOR TRIM ATRIM13/8' MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP WOOD S SELF DRILLINGSCRSCREWEWSCREW PANEL TEMOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION NOOK STRIP INSTALLATION 2X BUCK4000D FRAMNG METAL STRUCTURE NI WINDOWS AND DOORS L1C 1R !o 1001 W. CROSBY RD CARROLLTON. TX 75006 S i r,•\\GE1Vg 9ip y SERIES 420 SGD REINFORCED WITHOUT ADAPTER Z:* a NOTES 96" x 96" 1. INTERIOR AND exT>RroAFlNrsxesBroTxERs. NAILFIN do HOOK INSTALLATION DETAILS po: TT NOT SHOWN FOR CLARITY. 2PEMAlETERAND JOINT SEALINTSYOTHERS TOBE DEWONEDINACCORDANCEW1THASTME2112 V. L 08-02249 A 'SS/ aue raver ONA11\\ NTS 10/30/13 10 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS T10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X SUCK BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE I 1 3/8" MIN. EMBF MENT 1 /4' MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCX INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FWISHES, BY OTHERS. NOT SHOWN FOR CURRY. Z F'EFtIMETERAND JOINT SEALANT BY OTHERS TO BE DESIGNED PJ ACCORDANCE N7THASTM UP 12 1 3/8' MIN. EMBEDMENT I 1/2" MIN. EOCE DISTANCE 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK I BY OTHERS 1 3/8" MIN. EMBEDMENT REMSENS FXV I DESCRFTEN D Aim A ADDED CHARTS 03/05/12 R.L 8 REViS PER NEW TEsnNC 10/15/13 RL C QDED FLANGE INSTALLATIONS 12/05/13 RL r 1 /4' MAX. I SHIM SPACE J JAMB INSTALLATION DETAIL WOOD F'RAABNG OR ZX SUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS rn+A>'1+: cwo Ha F. 08-00503 ric NTS — 02 23/09 1 3 OF 9 0 1 •*: 20RtOr; :' M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARRY. 2 PERIMETER AND JOlVT SEALANT BY OTHERS TO 81: DESIGNED IN ACCORDANCE WITHASTU E2112 1/4' MAK uSHIM SPACE 7 7/8' MIN. 10 SMS OR EDGE DISTANCE SELF DRILLING ISCREW INTERIOR #10 SMS OR SELF DRILLING SCREWS 0 BE SET IN I OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS FVAF- +s my DESNAorW are APPFMVW A ADDED CHARTS 03/05/12 AL B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 I RL i /4' MAX SHIM SPACE EINTERIOR a EXTERIOR In JAMS INSTALLATION DETAIL AIETAL STRUCTURE WSTALLaTTON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAxlt OrK h9. F.A. 08-00503 st¢c NTS — 02/23/09 ISHEU4 OF 9 11 2 1 /2' MIN. EDGE DISTANCE i i/4' . MIN EMBEDMENT 1 1/4' MIN. MAXEMBEDMENTSHIMSPACE CONCRETE/ IFI/ 4" MASONRY BY OTHERS 2 1/2' MIN. OPTIONAL EDGE DISTANCE INTERIOR 1X BUCK TO BE 1/4' MAX. PROPERLY SHIM SPACE SECURED 3/18' TAPCON i •• SEE NOTE 3 SHEET 1 3/16' TAPCON e' CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR EXTERIOR SILL TO BE SET IN A BED OF VULKEM 116 3/16' TAPCON CDNSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS s 1 1/4MIN. EMBEDMENT VERTICAL CROSS SECTION COVCRET6MASONRYINSTALGATION 2 1/2' MIN. EDGE DISTANCE ItEKSM REV DE=IPTION DATE AFrMVEO A ADDED CHARTS 03/05/12 R.L B REMED PER NEW TESnNO 10/15/13 RL C ADDED FIANCE IRSTALLATIONS 12/O6/13 RL 1 u If INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETSNASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. fNIERIOA AND EXTERIOR FINISHES, HY OTHERS, NOT SHOWN FOR CLARITY. E PER/METER AND JOINTSEAIANTBYOT HERS TO HE DESIGNED INACCORDANCE WITH ASTM E2fT2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED FRAME INSTALLATION DETAILS OM4N: DNO Na F. A. 1 08-00503 V" NTS —.02/23/09 T5 OF 9 v • v C E N 5:96' i 50F 0RVDV- A' 910..;\` vF:?.e6 ODD FRAMING - OR 2X BUCK BY OTHERS J10 WOOD SCREW EXTERIOR 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8- MIN. ENT 1 /4' MAX SHIM SPACE INTERIOR VERTICAL CROSS SECT70N WOOD FRMAING OR 2X BUCK INSTALLATION NOTES, T. INTERIOR AND OCTERIOR FINISHES. BY OTHER$ NOT SHOWN FOR CURRY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOROANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 3/8' MIN. EMBEDMENT 1 3/8. MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE R¢.nvars DEx1anDN (ATE APPRMO ADDED CtiwrS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.l.. JAMB INSTALLATION DETAIL WOOD FRAMING OR V BUCK INSTAU-477ON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES I30/e.40 XIX SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS oR,.xN, oxc No. F.A. 06-00503 lutx NTS p/1E 02/23/09 —6 OF 9 METAL STRUCTURE BY OTHERS R10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION A&-7AL STRUCTURE OVSTALLAnQV NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHV KV FOR CLARITY. Z PERIMETER AND JOINT' SEALANT BYOTHERSTO BE DESTONED IN ACCORDANCE VATHASW E2112 1 /4" MAX. SHIM SPACE OR 7/81 MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL' STRUCTURE 6Y OTHERS SEE SHEET 2 FOR SILL OPTIONS u REV 0mvwrlw LLTC A ADDED CHARTS 03/06/12 RL B REV6® PER NEW TESTPIO 20/15/13 P L C ADDED FLANGE INSTALLATIONS 12/08/13 ILL 1/4' MAX. rSHIM SPACE rr INTERIOR EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALTAnON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS nawx: aro Ha F.A. 08-00503 uTS 1-m 02/23/09 5'UU7 OF 9 ILDwji/, iGENSF9 pW-TATUSOF cF 0RIOQ:• CONCRETE/ - MASONRY BY OTHERS 2 1/2" MIN. EDGE DISTANCE C 1 1/4' MIN. a s• ' EMBEDMENT, OPTIONAL 1X BUCK TO BE PROPERLY • 1/4' MAX. SECURED SHIM SPACE F NOTE 3 SHEET 1 3/16' TAPCON EXTERIOR 3/16" TAPCON •--\ MASONRY/ CONCRETE BY OTHERS INTERIOR 1 1/4' WN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 3/16' TAPCON CONCRETE/MASONRY BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 2 FOR SILL OPTIONS s ° • 1 1/4' MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. O0NCRETFA%4SONRYW8TAi IATION EDGE DISTANCE 1/4' MAX. r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 F YMMS FLV DESC7r f101+ O+fi! I uPROvEo A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEVI TESTING ID/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 RL JAMB INSTALLATION DETAIL CONCRET EIMASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR OLARTTY. 2. PERLNETER AND JOTNTSEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2/ 12 OoRS LLCM! WINDooWw. 11 InIC%, cRosBY CARROLLTON. TX 75006 v •GEkSF;gd% j 143" SERIES 430/440 XIX SGD x 96' REINFORCED FLANGE INSTALLATION DETAILSAT4,T Knev 06-9000T503 c scar ogreNTS 02/23/09 B OF 9 oB WE APFRDVm A ADDED CKAM 03/06/12 R.L. B REYSEO PER NEW TESTING 10/13/1S R.L. C ADDED FIANCE INSTALLATIONS 12/06/13 RL 1 5/8" MIN. EDGE DIST. TRIM 1 1 /4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED METAL STRUCTURE BY OTHERS 3/16' TAPCON TRIM EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR AUSONRY/CONCRE7E HOOK STRIP 10 SELF ORIWNG SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM MIN. Fal IIEDMENT N01E5: 1. 1N/ERIOR AND EXYERIOR FINISHES BYOTHERS, HOOK STRIP NOT SHOWN FORWRlT1'. ZPERTMEiERAND,JOp rSEALANTBYO"4ERSTOBE I f0 WOOD DESIGNED INAWORDANGP WITHASTM FZ 12 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION LLCMIWINDCOww. 1111 I Illl/ zcaupvwonaFRamnNG caos9DYdORSRD JV`5•R L101pM i CARROLLTON. TX 75006 v,•v\CENs0'.IP SERIES 430/440 XIX SGD o 143' x 96" REINFORCED HOOK INSTALLATION DETAILS TATE OF ; ? cuft ow No. i F`d,ORla`\ 08-00503 StUE I o a SHMT02/23/09 9. OF 9 l 10/27/2016 Florida Building Code Online 0 Business 8 Professional Regulation 8CIS Home I Log In i User Registration I Hot Topics i Submit Surcharge I Stets h Facts I Pubhcations i FBC Staff ! BCIS Site Map I Links I Search Florida - r fbr'--,, Product Approval USER: Public User a'`ry Product Approval Menu > Product or Aoollcatlon Search > Aoollcation Lis t > Applkatbn DetaB 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 Mark_Garon@Overheaddoor.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 gtaylor@wayne-dalton.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 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 i 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 https:lA ww.tloridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXOwtDquFl1JRfWxf6u7oin10he i%2bRKJkizESWxAzegKuY8GeGO%3d%3d 1/6 10/27/2016 Florida Building Cade Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Produc FL # I 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: 9174.2 15120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 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. Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions F19174 R11 II 0228 318958 P7.odf FL9174 R11 II Track Suoolement Chart P10 Ddf FL9174 R11 li WDJambSuoDlementP16 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.Ddf F19174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.adf 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 FFl9174 R11 II 0229 318959 P8.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoDlementP16 s Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F19174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf 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 1111 II 0230 318960 P10.Ddf FL9174 R11 II Track Supplement Chart P10.odf F19174 R11 II WD)ambSuoolementP16 s.Ddf 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.adf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 FLg174 R11 lI 0231 318996 P5.Ddf FL9174 R11 II Track Supplement Chart P10 odf FL9174 R11 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 653.0df FL9174 R11 AE Eval Rent 9100 rl s.0df FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s Ddf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' 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 FI g174 R11 II 0234 319022 P5.odf FL9174 R11 II Track Suoolement Chart P10.Ddf F19174 R11 li WDJambSuoDlementP16 s odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabLiIding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10127/2016Florida BuildingCade Online Design Pressure: +43.20/- 49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf F19174 R11 AE Eval Reot 9100 rl s.odf F19174 R11 AE FL09174 r9 Affirmation for FBC Sth 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 Approved for use outside HVHZ: Yes FL9174 R11 II 0235 319023 P6.Ddf FL9174 R11 If 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Design Pressure: +39.20/- 43.70 Other: F19174 R11 II WD3ambSuoolementP16 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 553.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 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 11 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Impact Resistant: No Design Pressure: +12.40/- 13.80 Other: Doors with glazing shall not be used in the wind- FL9174 R11 II WDJambSuoolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 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.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.odf F19174 R11 AE FL09174 r9 Affirmation for FBC Sth 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 R11 II Track Supplement Chart P10 odf Impact Resistant: No Design Pressure: +18.50/- 20.70 Other: Doors with glazing shall not be used in the wind- F19174 R11 fI WDJambSuoDlementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement Evaluation Reports FL9174 R11 AE ASTM A 653.odf door. F19174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 Approved for use outside HVHZ: Yes FL9174 R11 if 0236 319024 P6.odf FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes Design Pressure: +30.00/- 33.50 Other: FL9174 R11 II Track Supplement Chart PIQ.odf F19174 R11 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.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 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 F19174 R11 II 0237 319025 P6.pdf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/- 43.70 Other: FL9174 R11 H 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 11 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 FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https:/twww.floridabdldi ng. org/pr/pr_app_dU.aspx?param=wGEVXQwtDqufl 1J RfWxf6u7ojnlOheH%2bRKikizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 9174.11 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24". Glazing 0600 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: +26.90/-30.80 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 R11 11 0600 319026 P4.Ddf FL9174 R11 11 Track Supplement Chart P10.pdf FL9174 R11 II WD]ambSupplementP16 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.pdf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.pdf Created by Independent Third Party: Yes 9174.12 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 11 0601 319027 P4.odf FL9174 R11 11 Track Supplement Chart P10.Ddf FL9174 R11 If WDJambSuoplementP16 s.Ddf 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 Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.13 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 0602 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. Installation Instructions FL9174 R11 Il 0602 319028 P5.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WD)ambSupplementP16 s.pdf 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.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.14 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 0603 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: +23.00/-25.00 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. Installation Instructions FL9174 R11 II 0603 319029 P5.pdf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WD]ambSupplementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.15 15120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. 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: Installation Instructions FL9174 R11 II 0604 319030 P5.pdf FL9174 R11 11 319040 P1 Post.pdf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WD]ambSupplementPl6 s.pdf 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 Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf 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 It 0605 319031 P4.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WD]ambSupplementP16 s.pdf https:/Avww.floridabuildirg.org/pr/pr_app_dtl.aspx *param=wGEVXQwt0qufllJRfWxf6117ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d M 10/27/2016 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. 9174.17 5120/5140/6100/9100/9400/9600 0606 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. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FLg174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0606 319032 P6.odf FL 9174 R11 11 319040 P1 Post.odf FL9174 R11 11 Track Supplement Chart P10.Ddf FL9174 R11 11 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.Ddf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s Ddf 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 is designed as partially enclosed or door Is a replacement door. 9174.20 15140/9400/9600 #0607 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 R11 11 0609 319035 PS odf FL9174 R11 It 319040 P1 Post.Ddf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 11 WDJambSuoDlementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports Fl_9174 R11 AE ASTM A 653.odf 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 18' Max width. 8'-9" Max height. Max section height 21". Glazing available In top or intermediate section. Installation Instructions E 9174 R11 II 0609 319034 P4.odf FL9174 R11 11 Track Supplement Chart P10 Ddf FL9174 R11 II WDJambSuoDlementPl6 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 5th 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 0607 319033 P5.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 H WDJambSuoDlementP16 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.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes Back Next Contact Us .: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mad to this entity. instead, contact the office by phone or by traditional mail. If you have any questions, please contact $50.487.1395. 'Pursuant to section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click hSrF Product Approval Accepts: hops:/Mfww.AoridabLdiding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDqufllJRfWxf6u7oln10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 10/272016 Florida Building Code Online F -FRR m Credit Card Safe https:ltwww.Horidabuilding.orgtpr/pr_app_ol.aspx?param=wGEVXQwtDqunlJRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%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 NOTE 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 1 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 7 6 No. 51737 p STATE OF /'4- SIONAL ?O 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 = 16f1 LOAD PER JAMB = 30psf x 161112 = 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. 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. Date: 2015.02.20 09:56:33-06'00' Approved 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 101E s 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 No. 51737 aSTATE Of • f I` 11 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 16f /2 = 2401b/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. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE3 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/FT NOTE3 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 1 16 760 11 13 16 780 10 13 16 800 10 13 15 No. 51737 r 0 STATE OF AV SSION i ;`\ 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 WAND 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 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. 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/ NOTE' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE i 2000 PSI GROUT FILLED CMUNOTE 2 100 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 18 N/A 800 16 17 N/A No. 51737 O STATE OF p , ; 46 s ONi; S I I 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 = 30pst DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 161`1/2 = 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. Date: 2015.02.20 09:58:01-06'00' ADoroved John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMUNOTE2 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 8 640 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 18 8 800 17 17 8 p`j; ENaF•Fi4 /i0 No. 51737 t C at O STATE OF 00tV iil& SOON i ; % 1. BASED ON 3/8"0 HILT[ KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. 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 GROUT 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 16f1/2 = 2401b/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 REVISIONS wagnc® palton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 Np`i;? No. 51737 0 _ STATE of I I I 110 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E SCATESI PE 3121 FAIROATE OR CARROLLTON. Tx 75007 FL PE 51737 TX PE 56306/F2203 PROFESS ONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF YANDLOAD CONSTRUCTION DETAILS SEE DETAILS 1, 2, AND 3 REOUIRED FOR VERTICAL 1 ^ POST REINFORCING SYSTEMS. 6' MAX MAXIMUM SPACING 6' MAX. MINIMUM 21 #3 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' 2-3/4' 2) 3/6' SIMPSON TI TEN HD SCREW NCHAOR WITH A 1 1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL I MINIMUM 2500 PSI CONCRETE NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 24 #3 Q HEADER LOCK SOUTHERN PINE BRACKET LUMBER e' 4'(' e' 4' 4) 3/E' SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 4'. DETAIL 2 MINIMUM 2000 PSI CROUT FILLED CMU NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS, MINIMUM 2.6 /3 r HEADER LOCK SOUTHERN PINE J BRACKET LUMBER — I J L- 1/2. J 4) 3/8' DIA. LAC SCREWS WITH 1-1/4' O.D. WASHERS LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32' INTO THE MAIN SUPPORT MEMBER. QE7aIL..1 W000 SUPPORT STRUCNRE NOTE. MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS no„,.,r., I c1v n SHEET I OF 2 NAME DRAWING PART NO REV. JAMB CONNECTION SUPPLEMENT 324620 1 P16 REVISIONS Wayne Salton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE tiQM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8- SIMPSON TITEN NO. 2-3/4' MIN EMBED. MIN V BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-204/16- TRACK BOLT AND 1/4-20 HEX NUT TRACK No. 51737 0 STATE OF ;. mooALOR i Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E SCATESI PE 3121 FAIRGATE DR CARROLLTON. Tx 75007 FL PE 51737 1x PE 5630E/F2203 PROFESSIONAL ENCV2ER'S SEAL PRONDED ONLY FOR VERIFICATION OF wNOLOAD COISTROCTION DETAILS 2 3/4- EDGE I MIN 2 A 4 SPF (G-0 42) OR BETTER WALL STUD UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE --\ EXTERIORSHEATHIN 5/18- LAG SCREW WITH 1-9/32- EMBED IN CENTER OF STUD (i 1/4-) FOR EACH JAMB BRACKET LOCATION J JAMB BRACKET 1/4-20x9/16' TRACK BOLT AND 1/4-20 HEX NU SHEET 2 OF 2 I I DATE I NAME I DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 The Genuine. The Original. o April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovorhaad Door Corporation 2501 S. State Hwy 121. Suite 200 Lewisville, TX 7S067 Phone 4695497100 FaK 469 1497281 m" v.ov erhe a ddoor.com 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 P.•• , ceNSF ••tii, ;. ti tro. rre4a STATE OF y/ r' Horton ronco Overhead Door. Corporation ASubsidiaryof Sonvra Ho4di-9 Corporallon . 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. Eh p to lt 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. Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing act Door Avail Impact 7TestTestAvail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 11 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 P5 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 A—Goc;o FL 09174-117 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 4 FL 09174-R7 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 %" 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 %" MDF decorative overlay. e! 5 lb(to/tl FL09174-R7 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, Jo n E. Scates, P.E. v Florida PE # 51737 0 3121 Fa9rgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC S`h Edition (2014) FL09174-R9 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`h 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 0I I I I II wz No.0737 • O STATE OF 46f( ORO.p 1 lil' SIONA; ? IIII NQ11- 1. SHORT PANEL NON-MPACT RESISTANT GLAZING OPTION - 090" MINIMUM SS8 GLAZING IN MOLDED FRAMES SCREWED 13 CA HORIZ ANCLE- CRTOGETHERMTNAMINIMUMOF (6) /8.1' SEWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA MG ANGLE - OF 13.75' AND A MAXIMUM LENGTH OF 16.75. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS 16 GA MIN HORIZ. TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/160-5/8'• 090' MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUYER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) JB.t" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 15 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON 7WS DRAWING. TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 1375' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/18.1-5 / 6 LAD DEBRIS REGIONS GLAZED SECTION REQUIRES 18 GA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14.7/8" SELF DRILLING CRIMPTITE SCREW TO 1/4-20.9/16' TRACK ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BCLT AND 1/4-2D HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET 2. BRACKET LOCATION 3 IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (W17H OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS IS GA STIFFENED ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G AC ACJAMBBRACKETS SHEET 2). 16 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEESCH ELD FOR SEESCHOF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14.7/8' SELF AND TYPE DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR AIDE LOCK- 4. VINYL OR WOOD DOOR S70P NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED MIN OPERATOR 7/ 16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, SUDE LOCKS, OR OPERATOR REQURED CLARITY 5. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PUCE NOTE. (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM IA" DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON TICS DRAWING. 6. DOOR JAMB TO BE MINIMUM 2.6 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) /8.1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS, LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOIN E. SCATES PE 3121 FAIRDATE DR CA RRMLTON, TY 75OD7 FL PC 31737 TX PC 36306/F2203 PROFESSIONAL ENCJNEER'S SEAL PROMDED ONLY FOR VERIFICATION OF MNDLOAD CONSTRUCTION DETA4S SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED f 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/O6 PS ADDED 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. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT NQIE- ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR MOTHS GREATER THAN 12'- 0-. (3) CENTER HINGES PER JOINT REQUIRED ON DOOR MOTHS LESS THAN OR EQUAL TO 12'-0 CRT 6/6/07 I P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2, CRT 4/17/08 i P8 ADDED IMPACT r RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO 8'-9'. ADDED RICH LIFT AND ROOF PITCH l% TRACK NOTE CRT 7/22/08 P9 UPDATED TITLE BLOCK GIRT 8/26/10 PIO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS OF JAL48 BRACKETS EACH JAMB) LOCATION Of C;ENrLRUNE OF BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS 3 2") 7'- 0' 4 6 JB , 13 (01). 25-1 2 JB . 34 JB , 45-1 4 (01). 63 JB 7'- 0' 4 6 3FA(JB). 10 JB • 21-34 B 29-3 4 B8'-0- 5 8 JB . 13' 01 , 23" JB . 34" JB ,47-1 4' 587'75' BB'-O' 5 8 JB , 10 JB , 21-3 4' JB , 2D-3 4' JB , 48 JB 57-1 4 JB B6 JB , 75-1 2JB6-0UGHLffTOOFPITCHENOTEBELOWOTE- JN( B) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-2D.9/16" TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TTOO ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR UNIFORM LOAD EACH JAMB (PLF) WIDTH HEIGHT 16'- 0' ALL 207.2/-230.4 14'- 0" ALL lel.3 -20t.8 12% 0' ALL 155.4 -172.8 ALL 129.5 -144.0 Wagner Balton DIVISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 650) 474-9590 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN ( PSF): +25.90/-28.80 MAX WIDTH: 16'-0' 1 1 DATE NAME TEST ( PSF): +38.85/-43 20 MAX HEIGHT- B'-9' IDRAWN 1 3/8/06 GRT IMPACT/ CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 1 P10 13 GA AD,AISTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TD WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (z) 1/,-14X5/8• EACH END WITH (2) 1/4-14.7/B• CRIMPTITE SCREWS SELF DRILLING CRIMPVIE SCR FOR STANDARD TRACK AND (3) 1/ 4-14.7/8• SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH . ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE - PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH MATH ( 2) 1/4-14.5/8• CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE MEWING HOLE IN SUOE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH ENO WITH (2) 1/4-14 7/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP MTN ( 4) 1/4-14.5/8• / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF SE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14X7/B• SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE. DUE TO CLEARANCES REWIRED TO 2• NYLON STORMGARO INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH 0. U-BARS, ALL U-BARS SHALL BE 4- 1/2• STEM INON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS, SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER WITH ( 5) 1/4-20.5/B" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH 2 1/4-20.5 B• CRIMP SCREWS THRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION ( 1 THRU FLANGE TOP LEAF. AND 1 OF OF U-BAR AND BOTTOM WHICHISFIELDINSTALLEDHINGELEAFANDITHRUTHRUPRE -PUNCHED HOLE WEB OF U-BAR AND IN U-BAR) DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH / O 3) 1/4-14.5/6" LACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14:7/8• SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-14.7/8' SELF BOTTOM BRACKET MUST BE DRIWNG CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-14.7/8• SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20.5/8• DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. IT8. 3/4• MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3- 1/2" O.C. MAXI JOHN E SCATES PE 3121 FAIRGATE DR. CARROLLTON. TX 75007 FL PC 51737 TX PC 56.708/F2203 PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR VERFICAnON OF WANOLOAD CONSTRUCnON DETAILS 1/ 6• BEAD GE / ULTRAGLAZE I SSG4000AC , STRUCTURALSEALANT OR 1 FACER NON- STRUCTURAL DECORATIVE INNER WINDOW TRIM - DETAIL E USED ONLY ON IMPACT 1 GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH ( 4) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR)) Hi 1) 1/4-14.7/8• SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT h OPERATOR BRACKET. NOTE, J-STRUT h SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM L1-BAR WITH (2) 1/ 4-140/8• SELF DRILLNC CRDAP71TE SCREWS - IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) 3% 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 4) SECTION DOORS WITH ( 5) Y. 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U- BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-144/8• CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-14.7/8• SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1 4-14.5/8• CRIMPTITE SCREWS APPROXIMATELY MIDWAY BEhvEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14.5/8• 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 EOUAL O 12'- 0•, THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON- STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/ 4• POLYCARBONATE THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION 5 DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14:5/8• CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED •46' APPROXIMATELY 8- MOM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES ISE wa c® DESIGN (PSF): + 25.90/- 28.80 MAX WIDTH: 16' TEST ( PSF): +3885/-43.20 MAX HEIGHT: B'-9" DF Balton IMPACT/CYCLIC RATED (YES/NO) YES MAX SECTION HEIGHT: 21" CH MODELS 5120/6100/9100 DIMSION OF OVERHEAD DOOR CORP PENSA9COLA, FLORIDA DRIVE WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED 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/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORnNG 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. GR7 6/6/07 BRACKET SCHEDULE FOR FAT OPTION ADDED LHR TRACK DETAIL SHEET 2. GAIT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO 8'-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 N. T.S. SIZE: A GATE NAME 1 1 3/8/06 CRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART NO. REV 318960 1 P10 O PLICE PLATE LOCATION SEE SCHEDULE 14" •~ MAX I 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOIN C SCA TE3, PE 3121 FURCATE OR CARROLLTON. TX 75007 FL PE 51737 TX PE 5E300/F2203 PROFESSIONAL ENOOECR'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS EE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA Mln CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS — 11 GA MIN CLIP SEE SCHEDULE— RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE REVISIONS P2 2 INCH f TRACT( TRACK -CUPS -TEXAS WALL ANGLE 12 FOOT o UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE i PRESSURES TO OilALL t6.00/-5200 PSF FOR DOOR WIDTHS. 3) 1 /4"-20 TRACK CHANCED 'TEXAS WALL ANGLE TO CONTINUOUS OR CARRIAGE BOLT WALL ANGLE*. ADDED f/ WITH 1 /4"-20 NUT SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS CRT 4/2/07 TYPICAL CLIP Ps CHANGED FORMAT. BOLTING DETAIL ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE. TRACK CRT 8/21/07 O P5 UPDATED MODELS LISTED IN CHARTS UPDATED SPLICE & CUP SCHEDULES 1 DLP 9/05/07 1 P6 UPDATE MOUNTING 0° DETAIL DRAWINGS. CRT 10/05/07 1) 1/4"-20 TRACK OR CARRIAGE BOLT P7 UPDATED CHARTS TO ELIMINATE THE USE OF WITH THE N8 CUP (REPLACED1 /4"-20 NUT WITH #9 ACROSS THE BOARD). DLP 10/24/07 TYPICAL CLIP RIVETING DETAIL Pa EL MOUNTING EDETAIL MRB 04/11/08 P9 EXPANDED 1-1/2- TO 11 GA MIN CLIP 1-3/8- DOOR THICKNESS CHARTUP14 HIGH. SEE SCHEDULE TO o P10 UPDATED nTLE BLOCK GRi 6/2/10 1) 1/4"-20 TRACKORLTRACKCARRIAGEBOLT WITH 1/4"-20 NUT TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9'-0" 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 181-0" 46.0 PSF —52.0 PSF Wayne® Dalton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN( 500) 47 09903251 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" ±1" EDGE DIST E60XX MIN. III 2-24 1 /8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR - - _.- BETTER AT EACH 1/4-20x9/16" 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 4 d . d' ° A' CONCRETE MOUNTING DETAIL JOHN E SCA TES, E 3121 FMRCA TE OR CARROLLTON. T% 75OD7 FL PE 51737 TX PE 5E30E/F2203 PROFESSIONAL ENGINEER'! SEAL PROWOEO ONLY FOR VERIFICATION OF WNOLOAD CONSTRUCTION DETAILS 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 WELDING 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 CLIP AND SPLICE A SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK H IGHDOOR CLIP #'S FROM BOTTOM TO TOP SPLICE 7'- 0' 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 D OR CLIP #'S FROM BOTTOM TO TOP SPLICE 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'- 0" 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" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 1 18 MODELS 6100 8300 8700 1-3 8 TO 1-5/8" THICK DOOR HEIGHLATE CLIP #'S FROM BOTTOM TO TOP SPLICE 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, 5, 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 ON THICK DOOR HEIGHT CLIP #' S FROM BOTTOM TO TOP PLATE # 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" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 1 6 Wagne® Dalton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN (850) A47FLRIDA 4 09 90 32514 REVISIONS P2 2 INCH TRACK - CUPS -TEXAS WALL ANCLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46. 00/DO- 52 00 PSF FOR ALL OR MAD TH S. CHANCED ' TEXAS WALL ANGLE' TO 'CONTINUOUS WALL ANGLE'. ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS, UPDATED SPLICE h CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE N8 CUP (REPLACED WITH k9 ACROSS THE BOARD) OLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2- TO 1- 3/8- DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 PIO ADDED MODEL 5700. UPDATED TITLE BLOCK CRT 6/2/10 DATE CHECKEDI 8/21/07 I MRB SHEET 2 OF 2 DRAWING PART NO. REV 307494 IPIO Florida Building Code Online Page 1 of 2 II¢ Business & Professional Regulation Florda DepaI(men(d BCIS Home I Lop In 1 User Registration I Hot Topics i Submit Surcharge I stats B Facts I Publication I FBC Staff I BCIS Slte Map I Links I Search Busines Product Approval USER:bilcProfesslRegulation Product Approval Menu > Pmdua or Aoolkatlon Search > Application lJst > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/ Phone/Emall Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative AddresS/ Phone/Email Silverline Building Products Corp. One Silverline Drive North Brunswick, N] 08902 800) 234-4228 Ext4644 Jonberrian® slbp.com Jon Berrlan onberrian@sibp. com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard Year AAMA/ WDMA/CSA 101/l.S.2/A440 2011 AAMA/ WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Summary of Products FL * I Model, Number or Name Method 1 Option A 02/ 16/2016 Description http:// www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtvA%2bxmzk 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No EL19715 RO C CAC 2-4-16 CCL-_ist.odf Approved for use outside HVHZ: 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 11 SWD002 SS 2016-02-03.Ddf Evaluation Report, PER3947, for design pressures and Verifled By: 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 Next Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: e50-497-1924 The State of Florida Is an AA/EED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accesslbllity Statement :: Refund Statement Under Florida law, smell addresses are pubnc records. If you do not want your e-mall address released In response to a pubne•remrds request, do not send electronic mall to tills entity. Instead, contact the office by phone or try 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 eman address If they have one. The smalls provided may be used for offidal communication with the ncerw& However small addresses are public retard. If you do not wish to supply a personal address, please provide the Department with an email address which can be made avallable to the public. To determine U you are a licenses under Chapter 455, F.S., please dick h=. Product Approval Accepts: 09 ® F9--e-1 M I 1-.T4AJ9E1 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzkl ... 2/ 19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED LS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDMDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF 21/2 INCH THE DEPICTED LOCATION G SPACING IN THE ANCHOR LAYOUT DETAILS Y.E.. Win IOUT CONSIDERATION OF TOLCRANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(5). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF 2/16 INCH OR GREATER OCCURS. SHIMS) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE RR WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 2-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE INSTALLATION SHALL MAINTAIN MIN. 3/8- EDGE DISTANCE. 6. FIN INSTALLATION: FOfl INSTALLATION INTO METAL STUD USE 08 SELF -TAPPING SCREWS, of SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 0. D'TH 5A ERAT10N BEYOND METAL WALL INSTALLATION SHALL MAOLrAIN MIN. 3/8" EDGE DISTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE RIO WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/21NCH MINIMUM EMBEDMENT INTO W000 SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCRMJMASONRY, OR DIRECTLY INTO CONCRETEIMASONRY, USE 3/161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 1 3/4- EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE R10 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF U1 ETRAf ON BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 12. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE 15 MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD -MINIMUM SPECTICGRAVTIYOFO55. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 300D PSI. C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSL D. HOLLOW BLOCS CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 200D PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 33 KSL MINIMUM WALL THICKNESS OF 47.8 MIL (0.0476' or 18 GAUGE). MIN. 1/2' EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/16-. MIN. In- EDGE DISTANCE. 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 EDITION 2014) FLORIDA BUILDING CODE (FRO, EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING• AAMA/WDMA/CSA 301AS.Z/A4404AA1 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 OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND 2X BUCKS (WHEN USED) 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 CONDITIONS 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 8E OBTAINED FROM MIAMI-DADE RER OR AHJ. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL- PVC 7. IN ACCORDANCE WITH THE STH EDITION FBC, WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER 23. S. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 6 FOR GLA2ING DETAILS. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATION d GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOI/T5 4 VERTICAL d HORIZONTAL SECrrON5 (NAIL FIN) 5 VERTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAALE) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, d BLAZING DETAIL MAX OVERALL 517E CONFIG. DESIGN PAESSURE MISSILE IMPACT RATrNrWIDTHHEIGHT 36' 64• O/X 35 / -35 P5F NON ZJAPACT 3B' 46' O/X 50 / -50 PSF NON IMPACT 3B' 74' OM 50 / -50 PSF NON IMPACT 38' 77' O/X 35/-35 PSF NON LIPACT 44' 62' O/X 50 / -50 PSF NON IMPACT 48' 72' OM 35 / -35 PSF NON IMPACT 4B' 64' O/X 20 / -20 PSF NON IMPACT 52. 72' O/X 25 / .25 PSF NON SALPACT 36' 63.75' O/X (Okra) 35 / -35 PSF NON IMPACT 48' 96- O/X (ORIEL) 20 / -20 P5F NON rMPACT 72' 62' O/X-0/X 35 / -35 PSF NON IMPACT 77 64' O/X-0/X 35 / -35 P5F NON IMPACT 76' 62' O/X•O/X 50 / -50 PSF NON WfACT 76' 77 O/X-0/X 50 / .50 PSF NON IMPACT 76" 77' O/X-0/X 25 / -25 PSF NON rMPACT 60' 74' OM-0/X 1 -35 / .33 PSF NON LgRACT 96' 74' O/X-0/X 30 / -30 PSF NON LYPACT HOB' 67 O/X-0/X-0/X 50 / -50 PSF NON IMPACT 10B' R' O/X-O/X•O/X 50 / -W PSF NON LMPACT O/X-O/X-O/X 25 / -25 PSF NON IMPACT Silverljne brAndemen IMDD •S•D00 3 ONE 5ZL%0LI E OMIVE NORTN UINSWIM FITLRN02 FJe D%T'1SIDm Digitally signed by Hermes F Norero, P.E. S W 000 2Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SHEET: 1 OF 6 MAX. FRAME MAX. FRAME Silver Line WIDTH 48" WIDTH 48' -- by'Afldersen B E g E 4 4 4 9 riuovt. oo era ONE Sa19LLO.E OUVE NOKM L.A.Iwmx W OpN IW L73T)us1000 F PRc '0• c $ 3 H 4 44 4 wa $oS p Z v rr KajO 2LL 21 2 MAX FRAME MAX FRAME w N < HEI6Hr96' QUALIFIED CONFIGURATIONS HEIGHr96' w 90 ARCH TOP CONFIGURATIONS FOR ALL 2901-Ml + W < X. RATINGS, SINGLE UNIT CONFIGURATIONS • X• H h W o m p e F A D A D p 4 S 4 5 m ELEVATION ELEVATION SINGLE HUNG WINDOW Z SINGLE HUNG ORIEL WINDOW O H Z V H MAX FRAME MAX. FRAME > u WIDTH 96' B E WIDTH 108' W w S QUALIFIED CONFIGURATIONS a E DC p 4 5 ARCH TOP CONFIGURATIONS FOR ALL 29024902 RATINGS, TWIN UNIT CONFIGURATIONS F S S 9 .17 .lr .O. ; ` Z F' 0 , r MAX FRAME - HEI6HT74' MAX FRAME .X. .X. .X. d,• HEI6lNT84' 'yjc Pa° .` G I ` O > T lL A D N Z xg uZ45 ELEVATION + s ELEVATION bw u TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW W D OO SHEET: 2 of 6 0• D 7 0. X. X. G 2" MAX J Il' MAX. FROM _ I O.C. CORNERS L 11" MAX. - 2' MAX. FROM CORNERSL N018 H• A e! {OM AT Iy SO PSF SHALL BE AND40R DMM 6' O.0 AT NEAR, JAMS, AND SUL ANCHOR LAYOUT NAIL RN - SINGLE HUNG WINDOW 2' MAX FROM —4 1/2' MA%. CORNERS I O.C. 4 1/2" O.< Elm 2' MAX. I I 4 1/2' MAX FROM -- I I __ O.C. CORNERS ANCHOR LAYOUT NAIL RN - TWIN SINGLE HUNG WINDOW 6' MAX. 20' MAXFROM CORNERS O.C. 6' MAX. FROM CORNERS 20' MAX O.C. L 6' MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 16 1/2' MAX O.L. 6" MAX. JFROM CORNERS I;MAXROM { CORNERS I I 6.0CX 6' W O.0 I MAX I j6" MAX. FROM —' i am--- O. 0 CORNERS ANCHOR LAYOUT NAIL RN -TRIPLE SINGLE HUNG WINDOW 6' MAX. FROM 12 3/4' MAX. CORNERS 16 1/2' MAX L ANCHOR STRAP 6' MAX P/ N 50-2995-2 FROM SEE SHEET 5 FOR DETAILS CORNERS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 12' MAX O. L. P/ N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW SilverLine brAndersen rll_ uoewe. oeees OW SLLVERME DIVE NP. lTN IallrtS v[C L IV Otl02 nc ITsn uslmo uM A poi V; w 8w? o z`< w > o<me o N< a 11 co z N i 4i m ujacc a T mm, A co " v 2 c u In N6 #. SWD002 iEET: 3 OF 6 CONCRETE/ MASONRY 1 1/2' MIN BY OTHERS EMBEDMENT CAULK BETWEEN , CONCRETE/ MASONRY d 2X • WOOD BUCK BY OTHERS . ° 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 3/8' MIN. EDGE DIST. 8 WOOD SCREW INSTALLATION ANCHOR ' ' ' ' ' . ' • • EXTERIOR FINISH BY OTHERS MAX. PERIMETER / \ SHIM SPACESHIM SEALANT / BY OTHERS l U \ HEIGHT EXTERIOR INTERIOR SEE GLAZING DETAIL, SHEET 6 g VERTICAL SECTION 4 HEAD -2XWOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS 1/4" MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 8 WOOD SCREW INSTALLATION ANCHOR 3/8" MIN. EDGE DIST, 2X WOOD BUCK BY OTHERS SEE SHEET 6 Q '. CONNECTION DETAILS a .• b CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY G 2X MIN. BY OTHERS WOOD BUCK BY OTHERS MBEEMBEDMENT SECTIONVERTICALSILL-2XWOOD BUCK NAIL FIN SilverUne gAndelsen wi o.v.•000.t ME mVEX24E ORM rm uvwwrtx, w oam PH: M 43iD00 1/4' MAX M)3J. 3/8' EDGE DISTANCE SHIM SPACE o Z 67 O N SASH REINFORCING N Z SEE SHEET 6 FOR REQUIREMENTS MIN. 3 THREADS w m .c+ m L SEE 6LAZINFi PENETRATION BEYOND METAL STRUCTURE p Lu wDETAILSHEET6at w a Lu INTERIOR 8 GR 5 SELF -TAPPING SCREW aINSTALLATIONANCHOR METAL STUD BY OTHERS, SEE SHEET 1 INSTALLATION p NOTE 14 m EXTERIOR FINISH BY OTHERS Z EXTERIOR PERIMETER SEALANT Q BY OTHERS H Z O.A. U) I-4UNIT WIDTH a3 W V) p HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN n mR—I;j LN J In Z$ IV) DWG $p SWD002 SHEET. 4 of 6 10 WOOD SCREW INSTALLATION ANCHORCONCRETE/ MASONRY BY OTHERS CAULK BETWEEN e. CONCRETE/MASONRY '. BY OTHERS PERIMETER SEALANT—J BY OTHERS i 1 O.A. EXTERIOR 1 / UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4" MIN. EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE n ' SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 1 1/2' MIN. DETAIL SHEET 6 EMBEDMENT INTERIOR 1/4" MAX. SHIM SPACE INTERIOR VERTICAL SECTION 5 READ -2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN 6 TRIPLE CONFIG. ONLY. SEE O A / 'PLAN VIEW -ANCHOR STRAP UNIT / \I RIGHT FOR INSTALL. REQ. T HEIGHT 1 1/4' MAX PERIMETER SEALANT BY OTHERS I SHIM SPASPACE EXTERIOR FINISH BY OTHERS e•:, •, • Q PRECAST SILL K e BY OTHERS 3/16' ITW TAPCON 4" INSTALLATION ANCHOR e 1 3/4' M211 EDGE DISTANCE SECTIONTVERTICALSILL- CONCRETE/MASONRY THROUGH FRAME MIN.3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN.1/2" EDGE DISTANCE lU GR. 5 5ELF-TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET 1 INSTALLATION NOTE14 PERIMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 5 JAM B - METAL TUBE/STUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM 5TRAP TO FRAME, HOLES PROVIDED 4.0000 4.0000TOACCOMODATE #14 DIA. 1 2.0000 -r 2.0000 11 0.0620 - 0.5000(2) TT 0.7500(2)1-3.0000(2)6.0000INSTALLATION ANCHORS 1 1/4' MIN. FROM ANCHOR STRAP TO EMBEDMENT PLAN VIEW -ANCHOR STRAP 0'/N 50.2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY. USE (4) 3/16" ITW TAPCONS PER STRAP, MIN. 1-1/4' EMBEDMENT, MM 1.3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD. USE (4) #10 SELF-D;W I ING SCREWS, 6R. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN, 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1- 1/2' EMBEDMENT. MIN. 1" EDGE DISTANCE. Silver Line byAndersen wiaoawa• aaeaa QE 53VEMMQ OM-E NOM WNSWMQ W OM 3 to cp~ y w p i z 893 u 0 V) ` x tin W 8 a f• 13jw m i G q 5 0 s 0° L to < "' c Lu t aRl T a N _ v Z ON:—] u DwG #: SWD002 SHEET: 5 OF 6 SilverLine NOTE: brAMerSen ALLGLAZING CONFIGURATIONS SHALL COMPLY WITHWITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. r i• o o r s• o o e"• INTERIOR o+F SMVEKJNE 0"tvE e,anH K o svrta w ono: M UW) 4a= 5/8' O.A. Ib. GLASS Z"m' Q EXTERIOR INTERIOR o Z S3 o y m 0 L EXTERIOR INTERIORG e Z' w LLWZ i 0 m< SMALL' FRAME LARGE' FRAME IN.GLASS Gc1 o j REINFORCING EXTERIOR REINFORCING SEE BELOW FOR Rl3NF. SEE BELOW FOR REINF. w a O F cow e REQUIREMENTS REQUIREMENTS. Le' SETTING BLOCK F' u Mnc VERTICAL SECTION HORIZONTAL SECTION 6 MEETING STILE 6 INTERMEDIATE FRAME GLAZING DETAIL 1 c• I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATIN6S: 48 X 72. (O/X), DESIGN PRESSURE +/- 35 PSF 36 X 84. (0/X), DESIGN PRESSURE ./- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE •/- 50 PSF 38 X 77, (O/X), DESIGN PRESSURE +/- 35 PSF 72 X 84, (O/X-0/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-0J)Q, DESIGN PRESSURE+/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72, (O/X-O/X-O/X), DESIGN PRESSURE */-50 PSF c- STEEL INTERMEDIATE FRAME'LAR6E' REINFORCING IS NOT REQUIRED FOR THE FOLLOWIf46 5=/RATI465: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PRE55URE +/. 35 PSF vI Z O NOTE: H Z 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER H w SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. Lu w 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK I y o 1/4" ITW TAPCON ANCHOR 4' FROM CORNERS Z16" MAX O.L. THEREAFTER ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT FRAME. a3 4, ABWINOTHERS1 1/4• MIN. _ r • . EMBEDMENT .. • 11/2' MIN. EDGE - DISTANCE _ 1- e 2' MIN. EDGE T L••., •,• G •' DISTANCE T CONCRETE/ MASONRY t" r H •• PR°`` R BY OTHERSlu, u, a co BUCK INSTALLATION DETAIL c Y f z oauDWG #: SW0002 SHEET: 6 OF 6 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION IEWDMA Hallmark® Certificate of `t Conformance and License CCLo `' 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. AdmiuistrativeManngemrnt Systems, 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 psf; Water Test Press 22013a 4. 59psf) 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 3/8/2017 9142127mm ( 36x84in)-H 440- H-025.38 2900/4900 70 Series ASTM E-1996-05! Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 617/2013 12/19/2016 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 402017 1219x1676 mm (48x66 in}H 440- H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm (36x76 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 7/1/2013 5/1/2017 1118x1905mm ( 44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 18013a (3.76psf) 440- H-025.43 2901/4901 101/I.S.21A440-08 Class LC,-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965it1676mm' .( 38x66in*}Type H; PZositti a D.esiggPressure DB) = 2400Pa (.50psf); Negative_ DesigaP,ressure DPj = 24000a (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf)' WD- 20 10114109 Friday, May 13, 2016 Page 7 WINDOW R DOOR MANUFACTURERS ASSOCIATION IOWDMAConformance Hallmark® Certificate of and License CCL4K> 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. A'`°` System,Inc. ivc "" Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C70.74.01 7l1/2013 511/2017 1118x1575mm' (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 5/112017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (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 (-50psf) 440-H-025.47 2900impact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7I1/2013 5/1/2017 E-1886-05 1016x1829mmm (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 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440 H-025.50 29011/4901 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 7.52pso 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +501-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & 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 F ` WINDOW R DOOR I___-j MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. Conformance and License CCL AdminieoMnnngrnxnr SystSystems, Inc. 1-UWDMASilver 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 Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.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 121ASTM DP +50/-50 psf, 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 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/1.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 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window, 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321mm 1829mm, D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.21A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/22024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43pso 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8142024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psf; Water, Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-10947 1129/2015 8142024 965mm x 1956mm (38 x 77) ' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 29004900 Series2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +201-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7122024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 29004900 Series29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-10947 6/12015 918/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 F WINDOW & DOOR MANUFACTURERS ASSOCIATION WDMA Hallmark® Certificate of Conformance and License CCL *X><Adminisantitie 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. Inc. mrnt Systrm5, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/29014901 Single Hung 101II.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900129014901 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 psf; Water - Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8IM016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440 H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm, C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 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 7.52psf) 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 psf; Water Test Press 260Pa (5.43psf) 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 psf; Water Test Press 360Pa (7.52psf) 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 1011I.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 psf; Water Test Press 260Pa 5.43pso WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW 8 DOORMMANUFACTURERS ASSOCIATION Hallmark® Certificate of 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. Administrat7,'eMsnascmen` systans,Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 29004900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5112/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 18013a (3.76psf) 440-H-027.28 2900-490012902-4902 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 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 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 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 10111.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 36013a (7.52psf) 440 H-027.31 2900A900/2902 4902 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 1829rrim (76 x 72)'' Type=H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 290OA900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-490012902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109A7 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/I:S.2/A440-08 Class R-PG50;Size tested '2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (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 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575mm'(107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109.47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 W WINDOW R DOOR MANUFACTURERS ASSOCIATION IOWDMA Hallmark® Certificate of % 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 AMS INC. pldminiWatiti'e"'°°8m`°` Systems, line. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm, C0329.01-109.47 11t7/2014 2/21/2018 2737mm x 1829mm (108x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 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 psf; Water Test Press 150Pa (3.13psf) 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 psf; Water Test Press 180Pa (3.76psf), 440-H-028.22 2900-4900/29034903 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 psf-, Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/1.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/1.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118xl524mm* (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 29004900/2907-4907 Single Hung 101/I.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 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 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 D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 CWINDOW R DOOR aw MANUFACTURERS ASSOCIATION Hallmark® Certificate of if, Conformance and License (CCL) 4K> AMS, INC. Admtn=zd%YMnnngemrnt Systetna,Inc. 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 Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01-109-47 11/23/2015 4/27/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 26013a 5.43psf) 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. c<_ John McFee, VP c gams, 111DA14 Halhnark By. c, Rhonda Schon-, Authorized Representative, AMS 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 Sackets Harbor, NY 13685 TEL (315)646-2234 staff@amscert.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 51n 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. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17 -05'00' Z , • 0 T T • ' 44/ G Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: 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 1a 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 5`h 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 5`h 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 A\\) BUILDING DROPS FL#: FL19715Date: 12/15/2015 A Perfect Solution in Every Drop Report No: 3947 Certificate of Authorization: 29578 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 #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # 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 3/05/2015 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 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. 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 r 4/28/2017 Florida Building Code Online r+•,r•.yi-'--••-•c-y _ y : tr"-'1 "'•..''T'-.' ;`HT'..:J_i,',ri •.i+_-'_•.,r-'--+-•'r-^—•----•rr:r• , may., a^p' -', y a ' : j. -..0 f.', . p.; •' r'' i . ,.yi - _ _ ti. • /,y n • w!'-V ':/lu ''21C •j „ r, :•XS' Y-': -'I A: '• .y;.-r •*r' _ .. .. /• R:f f, '`''tyy Y-- .i1` }•ti, _ ,:'r •1F.i' _{.; : :? - (, rr , 1 . + r;. 1 ,,`,, 0 -• Y F V' ,' ): 1 tr.• ry L .ti..• ,.?•r ` ' .. r,^ t ,`', S' 0 t, t { h IyJ Ifs (jJ -tr' • G_^ `'tV . ' r •7 ~ • • IE rr .{,'' lrij)T +"•, ti. ,, j3 j,. "i.n.w.R-1r J rf Ala 'i: .tnr • ./ .t'f _ _ l rrzli:. '-, i`::>: ; t' . rr_r.t r:i.:.••;-L:h;:.Y,jrd i%(it.,.. p;., r:.':';:;l..v,, =v ;k ... „r.a;.':_, _ems__ G• ia::' .._-t.:''c::,;:.::,:r.sui-:•L']:._:r:..1ne u::iJ•.£.is..•_ '-z -- BCIS Horne rLog In User Registration Hot Topics i Submit Surcharge I Stats & Facts I Publications FBC Staff ; BCIS Site Map Links j Search db a r go Product Approval USER: Public User ems .: Ku.,. . oduct Approval Menu > Product or Aoolication Search > Application List > Application Detail FL u FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.cam Authorized Signature Pingsheng Zhu Plngsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 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. V, Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By t,,>. -,•-«_J +.,, ,„: • I Florida Licensed Professional Engineer or ArchitectR FL13192 R4 Eauiv ASTM C1186 Eauivalencv Signed.pdf https://www.(loridabuilding.org/prtpr ppp d.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 1/3 4/28/2017 Florida Buildng Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 iumrnary_of Products ,.._-_ _.._ J r '.. -- J... FL # Model Number -or Name Descri tion 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions _ Approved for use in HVHZ: Yes FL13192 R4 lI ER RIO-2553-15 Plank metal wood odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2557-15 Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 It ER RIO-2577-15 Plank to WSP Sheathino odf Design Pressure: N/A FL13192 R4 II Install CemPlank Sldina.odf Other: For use In HVHZ Install In accordance with NOA 15- F1,13192 R4 Il NOA 15-0122.04.0f 0122.04. Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU.Ddf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathino odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.2 FlardleP.lank Lap'Siding fiber -cement lap siding Limits of Use Installation Instructions• . —' Approved for use in HVHZ: Yes FL13192 R4 it ER RIO-2553-15 Plank metal wood odf FL13192' R4- II ER RI0=2557-15 Plank Shingle CMU.odfApprovedforuseoutsideHVHZ-'Yes' EL13192 R4 II ER-RIO-2577-15 Plank to-WSP Sheathing.odf_' Impact Resistant: N/A .. FL13192 R4 II -Install HardiePlank Siding.pdf . Design Pressure:. N/A Other:'F& use in HVHZ install in accordance.with NOA 15- • FL13192 R4 -II'NOA•15-0122.04.odf' 0122.04. • Verified By:, Intertek Testing Services NA Ltd. . Created by -Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15•Plank metal wood.odf FL13192 R4 AE-ER-RIO-2557-15 Plank -Shingle 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 13192.3 HardieShingle Individual Shingles Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: fiber -cement Individual cladding shingles Installation Instructions FL13192 R4 II ER PJO-2555-15 Shingle metal wood.Ddf FL13192 R4 Il Install HardieShingle Sidlna.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood.Ddf Created by Independent Third Party: Yes 13192.4 HardieShingle Panel .. fiber -cement notched shingle panels ('straight 'edge, - staggered edge, halff round edge) Limits of Use Installation Instructions Approved for use•in HVHZ: No FL13192 R4 II ER RIO-2555-15 Shingle metal wood:Ddf Approved.foruse outside HVHZ:.Yes FL13192 R4 •II'ER RIO-2557-15 Plank'Shlnale CMU.odf Impact Resistant: N/A 'FL13192-R4 lI Install HardieShinale Siding.odf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Thlyd.Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-I5 Shinale metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.odf' Created by Indeperident'Thlyd Party:'Yes 13192.5 Prevall Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood.Ddf httpsJ/www.floridabuilding.org/pr/pr app_dtl.aspx7param=wGEVXQwIDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf/RrxWwZsbgA%3d%3d 2/3 4/28/2017 Florida Building Code Online Approved for use outside HVHZ Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ Install In 0122.04. Yes accordance with NOA 15- FL13192 R4 11 ER RIO-2557-15 Plank Shingle CMU.odf FL13192 R4 It ER RIO-2577-15 Plank to WSP Sheathing.Ddf FL13192 R4 11 Install Prevail Lao Sidino.odf FL13192 R4 11 NOA 15-0122.04.Ddf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.Ddf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.Ddf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes Contact Us :: 2601_Illalr Stone Road. Tallahassee FL 32399 Phone: 850-487-1924 The State of Florida Is an WEED 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 a -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 mail. If you have any questions, please contact a50.487. 1395. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: tttsr- M Credit Card Safe httpsJ/www.floridatwilding.org/pr/pr_app dtl.aspx7param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 313 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: j 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. q 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. U HardiePlank, N >o. Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPLUS" PRODUCTS V$Itwvr lam° r »for the most recent version. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL'" SMOOTH • CUSTOM COLONIAL'" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEADTO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE"" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10m 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 STORAGE & HANDLING: CUTTING INSTRUCTIONS OUMORS INDOORSStoreflatandkeepdryandcoverer) prior to InslalLition. Installing siding wet or 1. Positio1 cutting slalicrl m hitwifdwdl blow dust aymy from user 1. Cut only tsing wore and s>io, or shears (manual, electric: or pneumatic). saturated may result in shrinkage al hull aid afters h vmrldnnyy area 2. Position cutting station In well-venHated area Dints. Car planks on edge. ProtectICarryPU 2 a Bone of the lme and snapMeOs a Best: I. Some and snap edges and corners from breakage James If. Shears (rmrrral, ektctri: or prieumatO NEVER use a potter saw Indoors FLirdie is not responsible for damage b. BetW. i. Dist reducing drar:r saw egtitpped with a NEVER use a chcvki saw bhls that rbes r d carry the HardieFlads saw dado trademark caused by improper storage and handling HarrieBlade't:aw blade and HTA Caton edractbn NEVER (try sweep - Use wet suppression or HEPA Vacuum of tho product. a Good. I. Dust reducing orcutr saw wi!h a HartkdlWe saw Dade y,; • - .. only t trr law to irafaar, ad@erg) Important Nair Far mandminl protection (foweat reapmhle dtsl p ainrnon)„tlrtres Forma recommwrnds alway3 tEhg'Besr-Imel artting method; when, leasable. om tit I NIOSH-,Wined respirators can be trod In royurnctbn with abow aiding prac*es to further reduce dust exposun,s. Pddtlord expostae lnbmntion is available at vnvw.):nmeshardle.can to help you delemtino the most appropriate cultIng method for )otr)ob requirements. U concern MI exists about exposure lowly or you do not comply wilh Une alxxre practices. you she yd a r MaysroiLnrltatduarf,,d'undtsblal hy(Jlentq or contact Janos Harms for ftrtl>er infonl>,alion. GENERAL REQUIREMENTS: HardiePlank• 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 regUifernents. Irregularities in framing and sheathing can mirror through the finished application. Information on Installing James Hardie products over foam can be located In JH Tech Bulletin 19 at wow. lalnehardle.com A water -resistive barrier is required In accordance with local building code requirements. The water -resistive barrier mast be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsib[lily for water infiltration. James Hardie does manufacture HardieWrap` Weather Barrier, a non -woven non -perforated housewrapn, 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 a minimum of 6° in the first 10'. Figure 1 Double wall Single Wall Do not use HardiePlank lap siding in fascia or trim applications. Construction Construction Do not install James Hardie products, such that they may remain In contact with standing water. waler-resistivo barrier fel-In bracing HardiePlank lap siding may be Installed on flat vertical wall applications only. pywoodor z4 n.a.max. For larger projects, including commercial and multi -family projects, where the span of the _ Wit stimthing r f wall is signifirant in length, the designer and/or architect should take Into consideration the coefficient of themlal expansion and moisture movement of the product In their design.— These values can be found in the Technical Bulletin "Expansion Characteristics of r James Hardie' Siding Products* at www.JamesHardie.com. DO NOT use stain, oil/al d base paint, or powder coati) on Jalnes Handle® Products. INSTALLATION: JOINTTREATMENT One or more of the followin joint treatment options followingIPtFigure 2 Naa 1tnrlgt nail line is rxlt are required by code (as reforenced 2009IRC stud present place R703. 3.2) fastener A. Joint Flashing (James Hardie recommended) between 3/4 from top b1' B. Caulking' (Caulking is not reoommended jds s ' ale of plartW for CoforPlus for aesthetic reasons as the ninon • Caulking and CoforPlus will weatherill differently. For the same reason, flaassh rip— do not caulk nail heads on Colorfkis products.) Hordle2otno— HadePlmnk' S1UIng C.' H" jointer cover Instal planks In moderate contact at butt ]ants wator rosistiw. barrier a n fastener o (! Install a 1 1/4' starter strip to o ernsro a LumMent plank angle leave appropriate gap Datween pranks and trim, them caulk. - Note: Feld palming wer caulldng may prolttez a sheen difference when compared to the field painted PdmePtus. 'Refer to Caulking section in these Instructions. For additional information on HardieWrap°Weather Barrier, consult James Harare at 1-866.411ardle or wkw(.hardlewrap.cnm WARNING: AVOID BREATHING SILICA DUST tames Hardie' products contain tespinable crystall a si lca, which Is known to the State of California to cause cancer and Is comiiowd try TARO and NOSH to be a cause at cancer from some occtipatbnal sources. Breathing excessive emarnts of respirable silica dust can also cause a disabling and potentially fatal lung d¢eroe called slficosta. and has been linked win other diseases. iome studies stiggest sin( neingnur/Incirmethese rift Wrinooishnlationorhauling.(1)work inotadc rareaswithample.vmilikilion,(7)usefihrrremuinshearsformtttingor,whomnotfardrb,usinHardirilinde•sawbirto mid dust- mducing cicularsovi attached to a HEPA vacuun: (3) vram olhas In ire ininredlate area: 0) wear a popsy -fitted. NOSH -approval dust mask or r sprator (d.g. N-95) in accordance wllh applicable governme nit re(jutrti)ns and iiimufwturc'f Instnrctiom to furaxx lain roVbzble ciica a posures During clean-up, use HEPA vacuums orwel claonup methods - rover di swoop. For tuner infarnnalfon, odor to our installation itstructioro and Material Safety Data 9toel available at w wr.jameshmdle.can or by riling 1-80D-gHARDIE (1.900.942.7343). FALURE TO ADHERE TO OUR WMIdNCS. MSOS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL WJURY OR DEATH. W'My HS11119-P1/ 4 6/13 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding F. Z-Flashing Ass` wired `.• fbylRQcode _ - -r .~ t•,. min 41.x4" Min. Y" " Do not caulk in:.1' -2" Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry r ' a-r- -Flashing Z-Flashing `{ Mi Z-FI fling -••,s +•. F Z-Fl shing A 2" ` .';• ---- — Min. Y" l 4- t; . 1: ayes. - ,`' :I `•' - a';. s''+'.., — Min..+h.. Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valle /Shin le Extension iYT IltEf FASTENER REQUIREMENTS " Blind Nailing 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 he used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption 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. BUNG NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221" HD x 2" long) 11 ga. roofing 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 training. 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. 0SB minimum 7/16" 11 ga. roofing nail (0.121" shank x 0.371" HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). sr — Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267" HD x 2" long) Siding nail (0.09' shank x 0.221" HD x 2" long) Screws - Steel Framing Rbbod 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 nall (0.09' shank x 0.221" HD x 1-1/2" long)' Figure 16 24• — O.C. max. l _ Minimum overlap 1 v4 n n. for Both Face — 1. Overlap f and Blind Nailing T ' , NdO Lrie BOx1 Nell I 1 r ' min. 1 1/4' overlap " l_ facenai l water naLL+tiva . barrier_.—.- r water- save 1 1/4',nln. ',. Barrier _ — OveAau ,' Laminate sheet to be removed Immediately after installation of each course for colorPlus° products. When face nailing to OSB, planks must he no greater than 91/4' wide and fasteners must be 12" o.c. or less. Alw see General Fastening Requirements; and when considering allemative fastening options refer to James Hardie's Technical Bulletin t1STB 17 - Fastening Tips for HardlePlane tan Siding. HS11119•P2/4 6/13 GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant, galvanized, or stainless steel. James Hardie products can be hand nailed or fastened with a pneumatic tool. Electro-galvanized are acceptable but may exhibit premature corrosion. Pneumatic fastening Is highly recommended. Set air pressure so that the James Hardie recommends the use of quality, hot- dipped galvanized nails. fastener is driven snug with the surface of the siding. A flush mount James Hardie is not responsible for the corrosion resistarae of fasteners. attachment on the pneumatic, tool is recommended. This will help control the Stainless steel fasteners are recommended when Installing James Hardier depth the nail is driven. It setting the nail depth proves difficult, choose a products near the ocean, large bodies of water, or in very humid climates. setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). Manufacturers of ACO and CA preservative -treated wood recommend spacer pre materials or other physical banters i prevent direct contact of usedpreservative -treated wood and aluminum products. Fasteners used to attachoattach countersunk, HardieTdm Tabs to preservative -treated wood shall be of hot dipped fill &.add nailEzinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC snug flush DO NOT DO NOT R317.3 or 2009 IBC 2304.9.5. Figure A Figure B under drive nails staple 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 if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and frarning. Fastener heads should tit snug against siding (no air space). (fig. A ) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail hole and add a nail. (fig. B) For wood framing, under drivers nails should be hit flush to the plank with a hammer (For -steel framing, remove and replace nai0• NOTE: Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member. The fables 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. PAINTING DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardlie0' 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 fr) paint manufacturers 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 Grade NS, Class 25 or -higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James HardeQD ColorPlus® products. During installation use a wet soft cloth or soft brush to gentry 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 with new HardlePlank° lap siding with ColorPlus'rechnology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into trim where possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: Janus Hardie does not warrant the usage of third party touch-up or paints used as touch-up on .lamps Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as teLlch-up that are rat James Hardie touch -rip will not be covered under die James Hardie CotorPltrs Limited Finish Warranty. PAINTING JAMES HARDIEW SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface Is clean, dry, acid free of any dust, dirt, or mildew Repriiiiing is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/allr/d base paint, or powder coating on James Hardleo Products. alpty finish coal 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 HS11119-P3/4 6/13 y roy COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK° LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 9112 12 1 So = 100 sq A.) (exposure) 4 5 6 6 114 6 314 7 B 8 114 10 3A 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 Bit 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 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 13B 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 16 400 320 267 256 237 229 200 200 149 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 20 500 400 333 320 296 286 250 250 186 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 accordance with IMES Evaluation Report ESR-2290, HardlePbnkH tap siding Is recognized as a suitable allemate to [hat specified in: One 2006,2009,620121rdernallonal Residential Code for One - and Two -Family (MelMgs, and the 2006, 2009, d 2012 International Building Codo,. HardlsPlank lap siding is blso recognized for application In the following: City of Los Angeles Research Report No. 2486Z Slate of Florida listing F1.1089, Dade County, Florida NOA No.02-0729.02, U.S. Dept. of HUD Mated* Release 1263c, Teas Oepmtmert of Insurance Produd Evaluallon EC-23. Gly of Nev Yak MEA 223-93-M, and California DSA PA-011 These documents should also be consulted for additional hfoonaLon cmrem rig the suitabe'dy of this product lar spedfk: appfipGons. Q 2013 James Hardie Building Products. All rights reserved. TM, SM, and 0 denote trademarks or registered trademarks of James Hardie Technology Limited.2 is a registered trademark of James Hardie Technology Limped. Panelfasl is a registered trademark of ET3F Fastening Systems, Inc Additional Installation Information, Warranties, and Warnings are available at ! Ja mesHardievwH.jameshardie.com HS11119-P4/4 6113 MIAMI•DADE MIANII-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADI1•ILNISTRATION DIVISION T (786) 315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product, Itte. 10901 Elm Avenue' Foutana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ riay immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hui -die", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HatdiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of l2, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami-Dadc 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 M 0.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there leas been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration dale 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 arty 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 N 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrcra, P.E. NOA No. 15-6122.04 MlAMI•DADECOUNTY Expiration Date: May 1, 20J•7 Approval Date: April 9, 2015 03 xr:, f30 /Zp/S 6i James I•Iardie Buildins Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "SuGmlited un(ler NOA # 13-0311.07" I. 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 -tip drawings and installation diagram of HardiePlank, HardieSofftt and I3ardiePanel, 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. Subinitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3olZ°5 Carlos M._ Utrera, P.E. Product Control Pzaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 wig w i i lWALL 1 DET9lL A JNALIL LENGTF! Stud Spacing at 16' O.C. BI* 1 I I vim 17 B-t7 i I -- Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardiePanel, Cempanel, T- Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 14D42 a" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S-P-F Wood Studs I The wan and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A T— r ck 15 py APA rated sheathing in anoe with Florida g Code Section W2tzrresistive barrier per Florida Braiding Code Section 14042 2' X 4- S-P-F Wood Sheds HardiePanel, SECTION Cempanel. Prevail Panel Siding PRODUCT DESCRETION HardiePanel®, CempaneM & Prevail® Panel Siding materials are nonasbestos fiber -cement products Nested in accordance with ASTM C1186 Grade it, Type A and meeting the requirements of the Florida Building Code. EMEL DIMENSIONS Width Length Thiclvtess 4' 8,9,10' 5116- DESIGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf impart Resistant - Planks installed over 516" thick /5 ply APA rated plywood sheathing HARDIEP ,NEt,CE1VIPATIEL, PREVAIL PAHEL SIDING 1NST/LL.L A -O-tDETAILS All ij liation shall be done in conformance with this Notice of Acceptance, the manufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Paned Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OA Note 1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223 plywood sheathing supportedThesidingpanelsshagbeinstalledover6/8' thick 15 ply APA rated by a minimum of 2IX4" S-P-F wood studs spaced a maodmum of 16' 0_C. Note 21 The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 518" thick 15 ply APA rated plywood sheathing into wood studs located at 16.O.C. Fasteners shall have a minimum edge distance of 3r'8" and a minimum clearance of 2" from corners. HARDIEPANEL, CEMPANEI„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Hardie Bunking Products, sic. 1 D901 Eim Avenue Fontana, CA 92337 FSCL' NO 6wG t+0 Fax 909-427-0634 A PNL-PLKSOFF Creator. E. Gonzalesscua Date: 4124201 o sr t r OF 12 Fastener Spacing per Florida Building Code Section 2322.3 1. Ake ucr REVISM - o itg+ve,>t e•iloriA I• Fastener Spacing per Florida Budding Code Section 2322.3 I 1•I I. 5 Cladding Framing Sheathing 1 - I\V =u * s fir; o STA 0 I J =moo- Fro I ONAWC ERA 1L]YG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH-3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFrr FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD ° HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3DD0AMi ,lames Hardie Building Products, Inc. THE PANEL IS FASTENED WITH Y LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.C92" SHANK DIAMETER, CORROSION - a RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT RFontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-63CO s¢e FSCM 40 DM NO Fax 909-427-0634 A PNL-PLKSOFF Creator. E. Gonzales lSCru.e 1" = T-0' Date: 4/24=13 I S."ET 2 OF 12 1 ALL LENGTH Stud Spacing at 16" O.C. Bt I_ I _I 1 f tOI GTBEVI i 111' with tticlElowide 1 3/8" Minimum g hefbrida \ No. 24 STATE F OR1 P f QDJCT DESCRfP tOlf SEE HardieP2nelS, Cempanelm, & PkevahlD DETAILA Panel Sing materials are nonasbestos fiber-Comerd products tested in5/8" thick / 5 ply APA rated accordance vhth ASTM C1186 Grade It, plywood sheathing fastened Type A and meeting the requirements of to metal studs as descnbed theFloc, Building Code. in Note 1 PAMgq DLNtPIJS10_NS Water-resisdve Width Length Thickness barrier per Florida 4' 8,9,10' 5/16' Building Code j Section 14042 RESIGN P ESSUF E_RA_TIIJG Installation Design Pressure lgaw( 209a, 3-5/8"X 1-5/8' Metal Studs -104 psi G Metal Cstud HardiePaneJ, Impact Reslstant— Si l]pti Cempanel, Panel installed over 5/8' thlck / 5 ply Prevail Panel APA rated plywood sheathing Distance Nalls at 6" O.C. (typ.) Siding Sheathing fastener, as descrbed in Note 1. Panel fastener, as described in Note 2 HardiePanel® Siding i water -resistive barrier per Florida Building Code Section 14D4.2 f 8" thick / 5 ply APA rated ywood sheathing fastened to metal studs as described in Note 1. 20ga, 35/8" X 1-5/8" Metal C-Md The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. HAFZDIEP_ANELCEfY1PANEL, PREVAIL PANE.L.,_SIDIN- tt-s-TA-W 1TIOfV DETAILSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, CempaneL Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this. N.O.A. Note 1) 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6'oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-58" X 1.5/8" Metal C-stids spaced a mmdmum of 16"- O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8' 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 318" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRU CT10 N James Hardie Building Products, Inc. 10901 Elm Avenue e Fontana, CA 92337 Phone: 909.356-6300 SIZE Fsc° NO o"'G NO Fax 909-427-0634 q PNL-PLK.SOFF Creator. E. Gonzales SCALE" 1rz' =1'-0• Date: 42a2o13 sHaFr 3 OF 12 6.00in. f+- I 1 T . 6.00in. I it i T 6.00in. MODE= REVISED m mW44ims wi&lbc Bm-baims CO& AP— NO Mmm Ptoaoa Couaa it I'I II I. IT6.Opin. I II- II II I' I PR•flM= REmED Fyn*wi* *9 Dwmg. 9y f1ed . L F MII G NOMINAL 20 GAUGE 3-518" X 1 18° STEEL STUDS 16" O.C. FASTENED WITH S/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHgATHING NOMINAL 5/8" THICK /5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 61 OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 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 !NTERMEDIATE STUDS Cladding I I I / I / Framing II I• I Sheathing II I,I II II I I,I I•I f ''`TOGA 1 I I +'o — NO. 121 i • i -o• STATE OF : A S ONP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVIS ONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, lnc. 10901 Elm Avenue Fontana, CA 92337 hone:909.356-6300 PA FSCM NO DWG NO R= Fax 909-427-0634 PNL-PLK- SOFFCreator. E Gonzales 1' = 1'-0" Date: 4/24/YA13 sHeer a OF 12 4i ALL LENGTH Stud Sparing at 16' O.C. WALL HEIGHT 1lisru adr ProEn5 Cacuoi j 3/4"Minimum Edge Distance Hails at 16.O.C. (typ.'',rrrr Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 yr., wub Ploride cow HardiePlank, S Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/B" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compriancewith the Florida Building Code. SEE DETAILA PRODUCT D=SCRIPTIJN HardiePlank®, Cemplank3, & T— Prevail® Plank l2p Siding materials 518^thick / 5 ply APA are nonasbestos fiber -cementproductstestedinaccordance withjratedplywoodASTMC1186GradeII, Type A and sheathing in meeting the requirements of the rdan Florida Building Code. Florida Binding Code Section 2322.3 PANEL Dj_MENSIONS- vftter 9civeWidthLengthThickness barrier per Florida Sq-1/2' IT 5/16" Bumm Code Section 14042 DESIGNPRESSUDFZE RATING Z"X 4•S-P-F Installation Pressure wood Studs Wood Studs-92 psfLapkoSidingimpactResistant- Planks installed over 5/8"thick / 5 ply SE 1-1/4" tau x 5116" APA rated plywood sheathing thick starter strip H.Ai2D1PLAl1,tC,_C>~MPLAN}C, PR.EyA_.4LA SID_ING NS A ON D TAt1rS All installation shalt l done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank Prevail lap Siding will be installed shall be designed by anEngineerorArditectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote1] 5/8" thick / 5 ply APA rated plyv ood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322 3. Planks shall be apFSed horizontally commencing from the bottom course of the wall with 1-1/4 wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened s 8-1/4" O.C. vertically and 16' 0thihorizontally; fasteners fasteners are driven into wood suds through 5/8 thick /5 ply APA rated plywood g• are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs Theplanksshallbeinstalledover518" thick /5 ply APA rated plywood sheathing supported by a minimumof2X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 31W. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Produc*s, Inc- 10g01 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Creator. E Gonzales l.;u 12" =1'-0" I' Date: 4/2412013 IS~ER 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 1- 0.75n T;' as oattOYMS Elbe Mora* Bm1fts cof wccspmo¢ No //. 0 i Kmo; a& Product cmd MI so.25in. 16 in. OC—• Cladding Framing Fastener Spacing per Florida I Sheathing Building Code Section 23223 rRAM1NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD 1N COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CiAODIJ IG PLANKS.OVERLAP 1-114" THE D(POSURE IS:SS-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0-=7' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION• RESISTANT SIDING NA1LS,-PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION AlPRODUCI<tEVISSFED I • I tt, dH' H/`' No. y 21 s STATE OF I FsS/OIVAL ' fill C' FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND dffA<fO LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) liHARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, InGp10901ElmAvenue Fontana, CA 92337 Phone: 909-356-6300 FSC"^ NO DWG No REV Fax 909-}27-0634 A PNL-PLK-SOFF 1 Creator. E Gonzales Saar 1• _ V-0" Date: 4/242013 SH{;r 6 OF 12 1 Stud Spacing at 15' O.C. VALL LENG SEE DETAIL A i as aoe'ying w'i7L' * FTarids Boa IT HEISF(T I I. l Z lusy i i Ftndmct Coem•1 ' , i i I 3/4" Minimum Edge Distance Nails at 16" O.C. (typ.) NA DETAII,6 PRQOUCC IL NZED 0& rC olnura she fbrift 1 Ma^ PC— akQDUCT DESCR1PT ON HardiePlankS, CemplankG, and SV tack 15 ply APA Prevails Plank lap Siding materials rated phwood are nonasbestos fiber -cement products tested in accordance withsheathingfastenedASTMC1186Grade11, Type A and to metal studs as meeting the requirements of the described in Note 1 Florida Building Code. water-res'Lstive barrier per Florida PLgNKDIMENS IL BuDding Code Width Length Thickness Seaton 14042 5 9-1/2" 12' 5/16'• 20ga, 3-51V X 1-5/8• • DESIGN PRESSU$E RATING Metal C-SbA Installation Design Pressure HardiePlank Metal Studs -92 psf templank, Prevail Lap Siding Impact Resistant - 1-va• taA X Sr16• Planks installed over 518" thick / 5 ply strip APA rated plywood sheathing HARDIEPLJINK CEMPLANK PREY41_1AP SIDING IN§DL_gAT _N DETAILS Ail installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 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 MOA Mote 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intermediate supports using a No.8-18. 0.315' head dlameterx 1-1/4" long bugle head screw described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the `yap of the plank such that the exposure area of each plank is:5 SAX vertically. 1 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 HardiePlank J fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 5/8" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water -resistive The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum L barrier per Florida 20ga, Nominal 3-58" X 1-5/8" Metal C tuds spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 318". Building Code Section 14042 5/8" thick 15 ply APA rated Plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X 1-5/8" Metal C stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone. 909,356.6300 d7F FSCY NO DAG NO Fax 909-427-0634 A PNL-PLKSOFF Creator. E. Gonzales SCALE 1/2" = T-0" Date: 4242013 I SHEET 7 OF 12 1 6.00in. 16 in. OC Cladding I Framing 1 I i I• i • I 6.00in0 I• I i I Sheathing 0. 75inPAS1 oo lyi the E7ari& — --- VISFDFIocib ,` B- CoAr Coo czz Z7 '° 121 f STATE OF s8.25in. I _ ,c., . CORIOp'= FRAlVi1T1G "•• f NOMINAL20 GAUGE 3-5/8"X 1-5/8" STEEL STUDS IS- O.C. FASTENED WITH 518" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FORT HESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH Iq NOMINAL 5/8" THICK! 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-16, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE " HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION CLADDINci PLANKS OVERLAP 1-1W THE EXPOSURE IS 58-1W James Hardie Building ProducM.Ina 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 Mr. No REV SHALL HAVE AT LEAST 3 FULL THREADS Phone: 909-356-E300 5 PSCM NO 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. I- Gonzales SCALE1" =1'-0' Date: 4/24/2013 SHEET a OF 12 STUD LOCATION WALL HEIGHT i B QETNLA i 17 i WALL LENGTH Stud Spacing at 1S" O.C. 3/8" Minimum ScE pP,o L C DESCRIPTION DETAIL A HardieSoffit® 8: Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Floridat` J Building Code, SOFFIT DIMENSIONS 2" X 4" S-P-F Width Length Thid(ness Wood Studs 4' 8. 1/4" p SIGN_PF,I, - REJ_ tSG HardieSoffit, Installation Design Pressure Ael Cernsoffit .Wood Studs -70 psf OGAW,q EC]JS N B A Q`A JJ PRODUC' RE ZM Nails a" O.C. (typ•eo REWSM as C-*Yi-a -itb me FkwieaDistance • i e Fkw;& BuA Cock D! ^ No13--0 II.C- a t Due ey r j Productc ea offdffastener, as escxibed in Note 1 HardieSoffit, Cemsoffrt Minimum 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. No- 4 21 STATE OF LORO SIONAC "V HARDI.S_OEF_1T,.C(VISOF_FI p NEL CISTALLAJJQN DE_T.q LS AD installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida BuDdng Code. Wood studs where HardieSoffit, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of the N.OA The soffit shall be installed over minimum ZX4" S-P-Fwood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 7 long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at A" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 hone:909-356-6300 sLZE MMh* Fax 909427-0634 A Creator. E. Gonzales ISCAS 12'= r.0- MG NO REb PNL-PLK-SOFF 1 Dale: 4/24r2013 sri tr 9 OF 12 00in. 4.00iTn raebucr R Evism mowcr irk Coo Smtfatg CO& Aco nme. No ' L 3 J 07 or BY P-4- Cae ul re; i abe P oL's,es Coc*oi FRAMLNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1r2" 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 CLADDING THE SOFFr'T IS FASTENED WITH 2' LONG, 0223- HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIAT- STUDS Cladding Framing - GA NO. 121 STATE OF F 0 ROP',' Sl p N A \ - Jif I 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 INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, InaW909-35M300 10901 EJm Avenue Fontana, CA 92337. PI.,oSIZE FSCM NO D%,%-. NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E GonzaJes SCALE 1" =1'-0" Date: 4/242013 SHEET 10 OF 12 1 WALL LENGTH—; Stud Spacing at 16" O.C. B E--- i I i I WALL 0GHT i I 1 i I ° i•1 3/8" Minimum R>~GA&A, 1 i SEE DETAIL A 20ga, 3-5/8" X 1-518" Metal G.sWd HardieSofft, Cemsoffit SFr:TIr1N R-R P kODU_C_T_DFSCRIP_TI.O-N HardieSoffitO & CemsoffitO materials are nonasbestos fir -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFF_fT_D_tM)=NSIONS Width Length Thickness 48' Y. DE$LGN PRESSURE RAILNG Installation Design Pressure Metal Studs -55in rw-% JLJV'.. a ax-. i as camoyiaw wi b sbe Fkcida B+oldiog Colt Att W11 N, (3 C3r l •C i Sri Roaea Ga.s d s-' c 0 ..... ALW?IQFF(TyCEMSOFIT ANELINSTALLAT_IONDE[A•I S—'-r NAL EN rr r' All installation shall be done in conformance with this Notice ofH6nufacturees instalation recommendations, and the applicable sections of the Florida Building Code. Soffit fastener, as N Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or described in Note 1 Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-58" Metal C-shads spaced a mmdmum of 16" O.C. HardieSoffit, Cemsoffit INS 11 The softtt 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 6" O.C. at panel edges and imerrned ate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comets. a HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS MEfALSfUD CONSTRUCTION EffAfDistance Nails at 6" 0. C. (typ.) 20ga, 3-5/8" 1-5/8" Metal C-stud LThe wall and soffit frames are to be designed by the Archhect or Engineer of Record in compliance with the Florida. Building Code. G PRODUCT REVISED risb rae Florin Fax 909427-0634 Creator. E•Gonzales FSCM NO rr• • pG - 4N0. r21 n James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 12" = 1'-0- OWG NO PNL- PLKSOFF Date: 4/2412013 IsKEET 11 OF 12 . 6.00in. Cladding I Framing 6.00in. adhfw Cc& S mil" °6 wkn ft Fkrids WA- 8x Mims IDadc +odaot Cw o1 21 - 9'• FLOR- C 1 FF SIONP FRAMNG NOMINAL 20 GAUGE 3-518" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH WAFER HERD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND NOT PART THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOAD ARE AND BOTTOM CONNECTION) LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1-1/4' LONG CORROSION RESISTANT'RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULI; THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 5' O.C. AT PANEL EDGES AND INTERMEDIATEmi-0634 10901 Elm Avenue STUDS Fontana. CA92337 6-6300 s FSCM No ovVG No A PNL-PLK-SOFF 1 Creator. E. Gonzales SCE 1"= V-0" Date:424/2013 SHEET 12 OF 12 f. 4/2a/2017 Florida Building Code Online rZs c'E-2FLAAS / yy _ Ilfc 1 ' _..... : - - .-. .....-. J ' ',C :+LPL-.J J • a' I'I0 J. • TY, BCIS Home I Log In User Registration Hot Topics ; Submit Surcharge Stats It Facts Publications FBC Staff BCIS Site Map Links ( Search b a if t. ',' jn° Product Approval USER: Public User Product Approval Menu > eruct or A0011cation Search > Application Litt > Application Detail O C+ E9;7 i•; FL # FL12194-R3 t lJ jr`? Application Type Revision Code Version 2014 Application Status Approved I rj - Y'.µ • Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street d. Tampa, FL 33634 grrahman@aluminumcollsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com y; , - •"'C, •` + Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 o 813) 249-9742 PFrost@aluminumcoilslnc.com Quality Assurance Representative 14•!tr;::tif'ys• q, Address/Phone/Email Category Panel Walls zt•:: I °'': Subcategory Soffits r e Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed i . Florida Professional Engineer Evaluation Report - Hardcopy Received t Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report t Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC 3•'4- ;.• '„ r Quality Assurance Contract Expiration Date 06/19/2020 a •• Via!'' -' Validated By Locke Bowden Validation Checklist - Hardcopy Received a t9.%{ '•" Certificate of Independence FL12194 R3 COI ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits pdf Referenced Standard and Year (of Standard) Standard Year 1• •fir AAMA 1402 1986 1 Equivalence of Product Standards p55`• i, '`° Certified By I. 4 Sections from the Code https:/twww.floridabuilding.org/pr/pr_app dU.aspx?param=wGEVXQwtDquk24AUCp/D2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxAa/o3da/o3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 Summary of Products, ...__.._:k>r~a:.•;...S.p.---_.-'':..:r :,,,e------ r• 1 . r•-.----.-..,:: ,- FL # Model; N.Mberor Name oescr(ptlon- 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 II ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf 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 ALC15001 Evaluation Report 2014 FBC 04 T4 SofFlts.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahmsee Fl, 32399 Phone: $50.487-1824 The State of Florida is an AA/EEO employer. Copyright 21107-2013 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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: RiR Credit• securityntt TRtcs https•J/www.floridabuiiding.org/pr/pr app dtl.aspx9param=wGEVXC!wtOquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAa/o3d%3d 212 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc,com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 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 by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. 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 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C R E E 1K ALUMINUM COILS, INC j Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in? /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 fW1 VENT Ie' C[N1C4 VF11r le' srnm 4u+F 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 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 5r" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.08.27 rENS No 74021 .>'.( 07:05:00 Z -04'00' 0'.. STATE OF :Q1 40 R 1 O P Zachary R. Priest, P.E. Florida Registration No. Organization No. 21 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 B — Installatlon 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 State of Florida product approval under Rule 6tG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 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 Lotion Lotion Location F Location 1 c. 16" Q4 Soffit— 16-inch o.c. Fastener Fastener Location Location 1. l 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 d. 16" Q4 Soffit— 8-inch o.c. Fastener Lnratinn lf_ Fastener Fastener Location IXl ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24j=# 1 Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 124nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0. 072-Inch dia. x min. 3/16 140. 0 24- inch o.c.° O.C. inch head dia. trim nail spaced 36-Inch o.c. Max. Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 12F- 2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/4-inch 48 spaced 244nch o.c. and securing each panel lap head dia. trip nail spaced 48- 464.2 inch o.c. 12F- 3 Max Masonry One (1) 14 ga. 5/8 Inch long T nail One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 0. 0724nch dia, x min. 1/44nch 48 16- inch spaced 8-inch o.c. Wood crown staple spaced head dia. trip nail spaced 48- 64.2 panel andsecuringeachpanellap lpinch o.c. ALC15001 FL12194-R3 2of7 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 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width cast) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x 1/flinch crown One (1) min. #8 x 1/24nch One (1) min 3144nch x One (1) min. 1 3/44nch long x 12J-1 M Wood staples in diamond long x 3/84nch head diameter Wood 1/4-inch crown staple 0.072 inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 164nch o.c. spaced 84nch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width 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-inch long T nail Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 124nch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 318-inch x 3/8-inch One (1) min. 1 3/44nch long x 0.072 inch daa. x min. 16F-3 164nch Wood 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 Inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 314-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.0724nch dia. x min. 1/4- 27 164nch spaced 24 inch 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 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 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. 1/4-inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3164nchspaced84ncho.c. inch o.c. and securing each inch head spaced panel lap 16-inch 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 diameter 16F 6 Max. 16-inch Wood inch leg staples in diamond pattern0.072-inch Wood 1-inch leg staples spaced 4- inch c. and securing eacho. 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 pst) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment, Attachment Three (3) min. 3/4-inch x 1/44nch One (1). min. 1 3/44nch 16J-1 Max Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-Inch long x 0.072-inch dia. x 23.5 164mch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 4of7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch 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. 1.75-inch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- wood leg staples spaced 8- finishing nail with min. 80/-90 diamond pattern Inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal, 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga1l4- 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 80/ 24F-2 12- inch 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. 1.75-inch 3/16-inch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter inch o.c. 12- inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. securing One (1)18 ga. 1l4- One ( 1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter B0/ 24F-3 12- inch Masonry inch long T nail rafter with one wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 164nch head spaced inch ring shank x 0.072-inch diameter 12-inch 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 Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24174 164nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern iinch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/164nch head spaced spaced 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.0 finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 1-inch 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.. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 164nch Wood Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 164nch o.c. Inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nag 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 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 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch 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. 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. MCREEKTECHNICALSERVICES, 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 Ps Batten J-Channel Attachment Batten Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 225-inch x 7d One 1 18 ch Nominal 1x2 Ong shank nail crown x 19nett leg No.2 SYP anchored to Three (3) 18 9 a.1/4-inch crown straight -nailed through the natter Into the end staples spaced 124nch o.c. securing One (1) 18 ga. /. _ One 1 min. 1.75-inch 24J-1 Max rafter with one x 1-inch leg of the batten or twv (2) each panel tap inch crown x 1-inch x 0.072-Inch diameter 12-inch 1) min. 2.25- stastaples in diamond min. 225-Inch x 7d one (t) min. 1.75-ind, Wood leg staples spaced finishing nail with min. t60 inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.0724nch diameter 8-inch o.c. 3/16-inch head spaced shank nail inch O.C, nailed on efttier side of the batten at each finishing nail with min. 12-Inch o.c. 24 inch.O.0 cb 3/161neh head spaced Intersection. Max.M 4-inch o.c. c rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between raftere with one (1) min. 2.254nch x 7d One (1) 18 ga.1/4-inchNominal1x2 ring 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 end staples acedpp 124nch o.Q securing g + _ One 1 18 a. /. inch crown x 1-inch One (1) min. 1.75 inch 24J-2 Max rafter with one x 14nch le of the batten or two each panel lap t staples acedPP x 0.0.72-inch diameter 164nch 1 min. 2.25- staples in diamondP min. 225-Inch x 7d) One (1) min. Wood 8-inch o.c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- 9 shank nails toe- x 0.072-loch diameterdiameter securing each orielP 3/16-inch head spaced shank nail inch o.c. nailed on either side of finishing nail with min. lap 164nch o.c. 244nch O.C. the batten at each batterdrafter yt6 inch head spaced Intersection. Max. 4-inch rafter spacing Is 244nch o.c. ALC15001 FL12194-R3 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. 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. 3/6' head die. nail with min. endagement.(°or woad eubatrace'r or Din. 9.097' die. T-nail cr atub nail with min. 5/8' engagementl:or concrete or.bl,,ck eubstra:_). upaced ae tictud a bove . 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. t-PAINTED 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 611320-3. 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 eveluation 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 n, ` SOFFIT STAPLE OPEN RAFTER r, r ' DIAMOND PATTERN 3/4' x , /4- i ; D ETAI LL-'- CROWN STAPLES USING A DIAMOND "m'l TAPUS PATTERN fACw BOARD FASCIA CAPL12F-2 3/4' X 1/4' CROWN FACIA BOARD a' t TRIM NAILr7F- STAPLE ON CENTER PAINTEDt -3/4' TRlfd NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 45" FASCV+ CAPINSTALLEDWITHTHEO.C. NMUNG FLANGE UP OR 3/4" x 1/4' DOWN CROWN STAPLE SOFFfT-max. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL72194-113 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 System No. I Installation Detail 12J-1 OPEN RAFTER 3/4' X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN LJ—CHANNEL 1-3/4' TRIM NAIL ccrered to soffit PAINTED S.S. 48' ich onetll 48 x 1/2" x 3t8' head O.C. diameter screw, 16" c.c. WOOD OR BLOCK SUBSTRATE SOFFIT—nox. 12-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE f ' DIAMOND PATTERN DETAIL I I FACIA BOARD ASCIA CAP 3/4' X 1/4" CROWN 1—]/4' TRIM NAIL FACIA BOARD STAPLE 'a* ON CENTER PAINTED S.S. FASCIA CAP 3/4- X 1/4' CROWN STAPLE SOFFIT 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 7,-FASCIA7J' TRIM NAIL SDARD PANTED SS I FASCIA CAP SOFFIT rxj- CROWN STAPLE OPEN RAFTER FASCAI BOARD li rJ LB' iil:E 16F-1 SOFFIT & FASCIA W 6F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA DEIAR F' CHANNEL SOFFIT; MAIL IL' SPAY MASONRY SUBSTRATE ALClSO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Flin. 3/Su head dia. nail w-.,th min. I%,(- snyaaemenc(for w-jod subatrats) or min. 0.0971 dia. T-Nail or stub nail with min. 5/9" engagement( -or cwicre,r.e or block Bubstrat9), apaced as noted above. FASCIA SLIP BOARD FASCIA TRIM F" SOFFIT (OVERHANG WIDTH VARIES) 16F-3 CHANNEL Wood, Concrete or Slc-k 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. lqr N, SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• ' 1 DIAMOND PATTERN 1-1D ETAI LCROWNSTAPLES ! USING A DIAMOND 1 2/V K-TVEENr suwEs i PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4• X 1/4- CROWN FACIA BOARD 8- 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4' TRIM NAIL PAINTED S.S. IN CHANNEL CAN BE PAINTED S.S. 48• FASCIA CAPINSTALLEDWITHTHEO.C.o.C. NAILING FLANGE UP OR 3/4- X 1/4' DOWN CROWN STAPLE SOFFIT —max. 16-iiich span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT rq' CROWN STAPLE OPEN RAFTER FASCIA BOARD I-)J' CROWN STAPLES USING A OIAM0:01 SOFFIT 8 FASCIA 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE 1617-6 DIAMOND PATTERN DETAIL S CAP; REFER TO / \ TO SOFFIT L FASCIA 8' F' CHANNEL DETAIL/ 3/8 SOFFIT; MAX. 16' SPAN WOOD SUBSTRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page T 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 SOFFIT STAPLE 0151 r ' DIAMOND PATTERN D ETAI L vrFACIABOARD t OCTWED41srwtcs or 3/4' X 1/4' CROWN SrAPIE ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4' X 1/4" CROWN STAPLE '8" ON CEtRER 1-3/4" TRIM NAIL FACIA BOARD CHANNEL 1-3/4' TRIM' NAIL PAINTED S.S. PAINTED S.S. 48" FASCIA CAP O.C. CROWN STAPLE SOFFIT—maLx. 16-inch span SOFFR WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 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 B System No. Installation Detail Y I I' TRO1 NAIL FASCIA BOARD PAINTED S.S. I 1.,4- CROWN i FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO r-4' LROwN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1;' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA DETAIL 24F-1 & I 24F-4 rj, EROWN STAPLE - FASCIA CAP; REFER TO SOFFIT i FASCIA Ntrs I'd, SYP 3/8jEtafteaArt[tiore0 to SOFFIT; MAX 24' F-CHANNEL Rafters rah allf Raq Shank Wi at every Rafter / W000 SUBSTRATE I SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 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. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' TRIM NAIL FASCIA HARD PAINTED S.S. I+ SMoOTN SNAA'If I' CAP ROOF NAILS FASCIA SOFFIT CROWN STAPLE 1 TRW NAIL FASCIA BOARD PAINTED SS. SOFFIT & FASCIA 2417-2 8 DETAIL 24F-5 i f I-vt CROWN STAPLE I FASCIA CAP. REFER TO SOFFIT L FASCIA DETAIL Nominal i'aY SYP F-CKAIVEL Batten Anchored to SOFFIT; MAIL W Rallers rith am TO Ring Shank MAN at wy Rafter WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f- TRW NAIL FASCIA BOARD PAINTED SS 146A i' T-NAIL$ I FASCIA CAP soFFTr 1'4' CROWN STAPLE 1 12• TRY1 NAIL F PAINTED S.S. ASCIA BOARD SOFFIT b FASCIA 24F-3 & DETAIL I 24F-6 rQtrrowN STAPLE FASCIA CAP; RIPER TO SOFFIT t FASCIA DETAIL Rcmbw rar SYP Batten Ambored to SOFFIT. MAX. 2t.' SOFFIT. F- CHANNEL Rafters dIh oca Td i Ring Shank Nag at i erery Rafter MASONRY I ALC15001 FL12194-R3 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 Soffits Appendix B System No. Installation Detail I }- TRIM MAR FASCIA I?OARO PAINTED SS. N'>'CROON STAPLES FASCIA CAP USING A OIAMONO SOFFIT PATTERN; REFER TO CANTILEVERED r' ' CROON STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD SOFFIT b FASCIA t {• tRln fua PAINTED S.S. DETAIL 24J-1 & AFASCIA1'.}' CROON STAPLE 24J-2 CAP; AUER TO SOFFIT t FASCIA DETAIL A 2' SYP baneM webbed beSlOm and SOFFIT; MAX. 74• j/ 1-CMAN!NEl aecum: a7tn one (t) 7d7d rring trunk m0 S1ro1;M WOL1 t Lhe ratter in tee end1( 02) MOOD SU65TRATE 7seemw% batten a bro nalarhpspsMnafbtGertalec an tither side of Ute Danem at VN baNennelW inter %Ugfr SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits 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, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ 1t 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 3-ft. ALC15001 FL12194-R3 a1of4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind, Pressdres for Soffits. in Exposure B Building Type :. Zone Mean' Roof Height (ft) Basic Wind Speed Onph) 126' 130 '. •. 940 1.50 - ,• 160 ' 170 180 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 Enclosed Negative 4 40 18.3 21.5 24:9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 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 1 -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 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 5012.5 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 PositiveLoads) 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 19.2 217 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 1 17.0 1 19.5 22.2 25.1 28.1 31.3 34.7 60 1 13.1 15.4 1 17.8 1 20.5 23.3 26.3 29.5 1 32.9 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone. Mean Roof Height ft Basic Wind Speed mph). 120. 130 140 150 160 170 180 190 200 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 62.8 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 Enclosed 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 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 4 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 1 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 1 38.5 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 1 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 1 20.5 23.7 27.2 31.0 35.0 39.2 43.7 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 Desi n'Wind Pressures for Soffits in Exposure D' ' Building . Type . Zone Mean Roof Hei tit ft Basic -Wind S eed rn h ' 120 130 140 . 150 160 . 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative 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 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 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.75 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 1 39.3 44.1 49.1 54.4 60 1 20.2 23.7 27.5 31.6 35.9 1 40.5 45.4 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 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. CREEKriffils TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" r 1/8" HEM 15/8- T I 3/4" 3/8' ISOMETRIC VIEW 3/r PROFILE ISOMETRIC VIEW 3/P PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 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 3/8" 1/8" HEM 1 1/4" T 6"FASCIA 3" 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18- BLANK 3 / 8 PROFILE 2.625 REF. 5D TW. 25 TYP. a125 M.. 0100000 00000 000000 a0000 000000 00000 MDf IL4Mp P ITf11N lil l FI QOIA'FJ5 OU[ED N SIWE pRECfION AS R165) ALUMINUM COILS, INC Soffits Appendix D ALClSO01 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. CREED TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3116" 7/B" 31/e" 1/8" S/16" 1/2' 112" 1/2" 1/2" 112" l L3/4" 1/8" 1/8" 31r 13.7S" BLANK 3/8" PROFILE 2.525 REEF. 5D TYP 25 TYP. 0.125 M. 00000 oa0000 000 o m aa000a oaaaa WInI I QLWR PAUL" ffVt I c N M CLMW 1l5 FORMED IN SAME DLRECOON M FM) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www.aluminumcollsinc.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 E & 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 requiredby 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 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC sefnle TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels 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. III- rintyFNf 6' CtM[Jt VF1lT 16- SOIfII VIWEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 12- inchsections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2flin.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 Sorvicos, 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 5`' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. P%'Y ' R • P9/' 2015.08.27 No 74021 i 07:05:00 53 STATE OF 04'00' O R O ` Zachary R. Priest, P.E. Florida Organization No. Ion No. 021 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 B — 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 State of Florida product approval undor Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 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: ALC15001 a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Lotion Lotion Lotion Lo tian c. 16" 04 Soffit—16-inch o.c. Fastener Fastener Location Location 1 FL12194-R3 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. GREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A d. 16" 04-Soffit — 8-inch o.c. Fastener Ln ation l- Fastener Fastener Location 1,l Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel J--# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24J Approved Systems for 24-inch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16 40,0 24-inch o.c. O.C. inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-Inch One (1) min 3/44nch x 1/44nch One (1) min. 1 3/44nch long x 12F-2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch 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. 5/8-inch long T Hall One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x 4inch0.0724nch dia. x min. 1/ head 48164nchspaced8-inch o.c. Wood crown staple spaced 8-inch o.c. dia. trip nail spaced 48- 64,2andsecuringeachpanellapIncho.c. ALC15001 FL12194-R3 e2of7 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 otherproductattributesthatarenotspecificallyaddressedherein. 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 psfl Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. Three / 4- min. rowinchz1/4 inch crown One (1) min. #8 x 1/2-inch One (1) min 314-inch x One (1) min. 1 3/44nch long x 12J 1 16 inch Wood staples in diamond long x 3/8pach head diameter Wood 1/4-inch crown staple inch dia. x min. led 48 pattern spaced 24- screw spaced 16 inch o.c. spaced 8-inch o.c.. head 48hheaddia. trip nail spaced 48 64 2 inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems.for 16-inch overhang with F-Channel Wail 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 12-inch 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- 53.3spacedmax. 84nch o.c. 44nch o.c. and securing each inch head spacedpanellap12-inch o.c. Three (3) 18 ga.114 inch crown x 1- One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.754nch x 0.072-inch diameter 16F-2 124nch• Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max 4-Inch o.c. and securing each finishing nail with min. 3116- 53.3 spaced 16-inch c.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/84nchhead dia. nail. min. One (1) min 318-inch x 3/84nch One (1) min. 1 3/4-inchlong 16F- 3 16 inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 0.072 inch dia. x min. it25. 6 inch o.c. O.C. 3/16-inch head dia. trim nail spaced 36-inch o.c. Max' Three (3) min. 3/44nch x 1/4-inch One (1) min. 1 3/4-Inch long 16F 4 16- inch Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1)4- 27 spaced 24-inch•o.c. crown staple spaced 8-Inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3of7 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 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. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch 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 0.072-inch diameter 16F-6 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 16-inch 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 Max- Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/44nch 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 31.4 nail spaced 484nch o.c. ALC15001 FL12194-R3 4of7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width ps()i 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 12-inch 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 0.072-inch 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. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 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 inch x 11 a. g anchored to each panel lap Inch crown x 1-Inch 0.072-inch diameter gOJ80124F-2 124 ch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 6.6roofingnailspaced1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/164nch head spaced 164rich o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1) 18 ga. 1/4 One (1) min. 1.75-inch x Max One (1) 14 ga.'S/8- anchored to each panel lap inch crown x 1-inch D.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6spaced84ncho.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o c 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3/16-inch 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. ECREEKTECHNICALSERVICES, 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 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. 1.754nch x Max. inch crown x 1-Inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 164nch WOod leg staples in 1) min 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/164nch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga. 1/4-inch crown x 14n6h leg Nominal 1x22 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 0.072-inch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3/16-inch 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 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch 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--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 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail 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 for24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Pso Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1) 18 ga.1/flinchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through tha rafter Into the end staples spaced 124nch o.c. securing One (1) 18 ga. Y.- One (1) min. 1.754nch 24J-1 Max rafter with one x 1-inch le 9 of.the Batten. or two (2) each panel lap inch crown x 1-inch x 0.0724nch diameter 12-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d One (1) min.1.75 inch Wood le staples spacedgp finishing nail with min. g 3/16-inch head spaced t60 inch x 7d ring Shank nail patterns aced 16- P inch ring shank nails toe nailed either side of x 0.0724nch diameter 8-inCh O.C. 124nch o.c. 24-inch o.c. o.c. the batten at eachat finishing nail with min. 3/164nch head spacedbatten/rafter Intersection. Max. 4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 225-Inch x 7d One (1) 18 ga.1/4 inchNominal1x2 ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3) 18 ga.1/flinch crown straight -nailed through the rafter Into the end staples spaced 124nch o.c. securing One (1) 18 ga. %- inch crown x 1-inch One 1 min. 1.75-inch 24J-2 Max rafter with one x 14nch leg of the batten or two (2) each panel tap leg staples spaced x 0.072-inch diameter 16-inch 1 min. 2.25- staples in diamondP min. 225-Inch x 7d One (1) min. 1.75Inch Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16 ring shank nails toeg x 0.0724nrh diameter securing each panel 3/16 inch head spaced shank Wait inch O.C. nailed on either side of finishing nail with min. lap 16-Inch O.C. 24-inch o.c. he batten at each batteNrafter 31164nch head spaced intersection. Max. 4-Inch o.c. rafter spacing is 244nch o.c. ALCIS001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 611320-3. 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. 12F-1 & 12F-3 No. I Installation Detail hin. 3/6• K"d dia. nail vah min. engagameat0or wood substrate) or min. 0.07^ dia. T-nail cr stub nail wi.h min. 5/8- engagamertltor conerete or.Elock eubLtratu). npaeod as notLd 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" 0. C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes 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 n `\ `, SOFFIT STAPLEOPENRAFTER ,` DIAMOND PATTERN 3/4- X 1/4- I L2/fr DETAILCROWNSTAPLES , r USING A DIAMOND _J NEr.IXN! PATTERN FACIA BOARD `X STAPLES i FASCIA CAP 12F-2 FACIA BOARD 1 3/4" X 1/4- CROWNJS.S. 8' 7-7- STAPLE ON CENTER 1-3/4' TRIM NAIL P CHANNEL CAN BE PAINTED S.S. 48i' INSTALLED WITH THE D.C. FASCIA CAP NAILING FLANGE UP OR 3/4" X 1/4- DOWN CROWN STAPLE SOFFIT- mar.. 12-_nch spare WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA D ETAI L ALClSO01 FL12194-R3 2of12 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 System No. [ Installation Detail. 12J-1 OPEN RAFTER 3/4" X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC soffits Appendix B nK ` SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD '1 vr t£rvm+iDETAIL lsrNaEs i ASCIA CAP 3/ 4' X 1/4' CROWN STAPLE ' i" ON CENTER 1-3/4' TRIM NAIL LCHANNEL1-3/4- TRIM NAIL PAINTED S.S. screwed to soffit with PAINTED S.S. 48 3i' head 1!2" x 8- head O.C. diameterter s sxscrew, 16` o. c. WOOD OR BLOCK SUBSTRATE SOFFIT — max. 12-inch span FACIA BOARD FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALCIS001 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 t TRIM NAIL FASCIA BOA40 PALNTEO S.S. FASCIA CAP SOFFIT 1-4- CROWN STAPLE OPEN RAFTER FASCIA BOARO 40 i4M 16F-1 SOFFIT 8 FASCIA 16F-5 OETAIL FASCIA CAPN REFER TO SOFFIT L FASCIA F' CHANNEL OETAL SOFFIT: MAX 14' SPAN MASONRY SUBSTRATE ALClSO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/S• head dia. nail with min. 1%, angagemenc{for wool subscrace) or min: 0.057• dia. T-nail or stub nail with min. 5j3': enaa•3amen t(for concreta or block sub3trate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) 16F- 3 F" CHANNEL Wood, Conc_"ate 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 ALClSO01 FL12194-113 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 ieport does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n„ SOFFIT STAPLEOPENRAFTER , 3/4- x 1/4• r ' DIAMOND PATTERN I DETAIUSINGjCROWNSTAPLES A DIAMOND 3' KTVM/ PATTERN nAncs FACIA BOARD i FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD 8' 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4' TRIM NAIL PAINTED .SS. CHANNEL CAN BE PAINTED S.S. 48' INSTALLED WITH THE FASCIA CAP O.C. NAIUNG FLANGE UP OR 3/ 0 x 1/4' DOWN CROWN STAPLE SOFFIT —max. 16-inch spar WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Paqe 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. CREEKALUMINUM COILS, INCSoffits TECHNICAL SERVICES, LLC Appendix B System No. Installation Detail 1 I- TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP 1 SOFFIT f 4' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1':}• CROWN STAPLES SOFFIT & FASCIAUSINGADIAMOND 1617-2 & PATTERN; REFER TO DETAILSOFRTSTAPLE 16F-6 DIAMOND PATTERN DETAIL fASOA CAP; REFER / TO SOFFIT t FASCA „ \ F' CHANNEL DETAIL / a i SOFFIT; MAX. IV SPAN 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 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 System No. I Installation Detail 16J-1 OPEN RAFTER 3/4" X 1/4" CROWN STAPLE "24" ON CEWrER USING A C AMOND PATTERN CWWN0. 1-3/4" TRIM NNLJ PAINTED S.S. 48" O.C. SOFFIT —max. 16-inch s*an WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B I 3/nICTWM ``1 SOFFIT STAPLE Akrs DIAMOND PATTERN FACIA BOARD 1 oc 1 DETAIL ASCIA CAP 3/4" X 1/4" CROWN TRIM NAIL FACIA BOARD1—J STAPLE "8" ON CENTER / PAINTED S.S. A. ------FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 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 B System No. Installation Detail t ' TRI1 NA!L FASCIA HARD S.S.--\ iY ' CROWN FASCIA CAPSTAPLLEES USING A DIAMOND SOFFIT PATTERN: REFER TO Y- CROWN STAPLE SOFRr STAPLE OUKO.40 PATTERN t DETAIL j t {- TRIM NAtt FASCIA IOARD lil PAWTED S.S. SOFFIT & FASCIA 2417-1 & DETAIL t 24F-4 r4- mwN srAPLE _ FASCIA CRP; REFER TO SOFFIT & FASCIA DETAIL Nawnal T"a2- SYP Batlen Ancf:ored to SOFFIT; MAX 14' 3/8 F-ENANNEI Rafters r;th one Id — RLaq Shank WI at w000 SUBSTRATE entry Ratter \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 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 f' TRO1 NAIL FASCIA BOARD PAINTED S.S. 14- SMOOTH SNAXI( - I FASCIA CAPI ROOF RAILS SOFFIT I 1',J' CROWN STAPLE I 1 TRIM NAIL PAINTED SS. FASCIA BOARD SOFFIT 8 FASCIA 24F-2 & DETAIL 24F-5 1'er' CROWN SFAf LE FASCIA CAP: REFER TO SOFFIT t FASCIA DETAIL Norm"" 1'2' SYP F-CHANNEL Batten Anchored to SOFFIT; MAX 24' Rafters .1th one Id Rog Shank Nail » every Rafter 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 Detail I {' TRIM NAIL FASCIA BOARD PAINTED S.S. KEA 1-NAILS FASCIA CAP SOFFTT 1-4- CROWN STAPLE I J' TRIM NAIL FASCIA BOARD S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 1-y- CROWN STAPLE FASCIA CAP: REFER TO SOFFIT L FASCIA DETAFL Noanal 1-A2' SYP Batten Anchored to SOFFIT: MAX. 21.' F-CNAN.NEL ' Rafters Qh one TO Ring Shark NCO at every Rafter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED CHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }' TRIM HAIL FASCIA BOARD PAINTED SS. 1"s}' LROLIM STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTERN: REFER TO SOFFIT STAPLE CAXTREVEREO re}" CROWN STAPLE 0IAMOND PATTERN RAFTER DETAIL FASCIA BOARD I } TRIM NAIL SOFFIT & FASCIA PAINTED S.S. DETAIL 24J-1 & 1's}" CROWN STAPLE24J-2 FASCIA CAP: REFER TO SOFFIT L FASCIA DETAIL Nominal I- a i 5Y? banns O scabbed beUeen raters and SOFFI; MAX. 243/8 I-CXANaL secured enh one (1) To FhG sf the na0lnfor t-0 2) 7 through the roller Into the end MOOD SUBSTRATE of t baikn ar nvo R) 70 / drq anar% nbOa ttxruRee on \ - CWW side of ate bar. m al the oa.' larVraul ntanrxllen \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits 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, Il, 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. Vuh 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 3-ft. ALC15001 FL12194-113 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. 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 Annendix C Design Wind,Pressures for Soffits in Exposure B Building Type Zone- Basic Wind Speed mph). . 120 130 140 150 160 176 180 . 190 200 Enclosed Negative 4 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8M16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 19.5 22.9 26.5 30.5 34.7 39.1 A3.9 48.9 54.1 20.5 24.0 27.8 32.0 36.4 41.1 A6.0 51.3 56.8 Loads)- 20.8 5 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 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 A6.8 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 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 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 Enclosed Positive 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 1 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-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 ALUMINUM COILS, INC Soffits Appendix C Design Wind'Pressuresfor Soffits,in EkiposOie C Building- Type. Zone Mean Height Basic Wind Speed rrt h 120 130 140 150'• 160-• 170 180 190 200 Enclosed Negative 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 75.5 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 1 -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 Positive 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 48.4 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 4 1 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 1 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 1 23.7 1 27.2 1 31.0 35.0 39.2 43.7 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 Hei ht ft Basic Wind Speed mph) 120 130 14U 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 1 -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 87.6 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 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 Enclosed Positive 4 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 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 1 42.3 47.2 52.2 50 1 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 1 20.2 23.7 27.5 1 31.6 1 35.9 40.5 45.4 1 50.6 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 3/8" 3/4" r- 1/8' HEM i 3/ 14" 1 3/8' ISOMETRIC VIEW 3/E- PROFILE ISOKUdc VIEW 3/5' PROFILE 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 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" 1 1/8" HEM T 6"FASCIA 7" BLANK 1/4" ISOt1ETR1C VIEW ALUMINUM COILS, INC Soffits Appendix D ALClS001 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. M CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 25 riP. 0.125 t1P. 18" BLANK 3 / 8 PROFILE 2.625 REF. o ao oa aoaao- a000ao aooaa ooa000 oaoao M7 f LfltIV P PATfT11N (FLR, ery F1 a017„rR5 '0 1RD H SM1E DLiELTroM AS 85) 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 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8' 7/8" 131/8" 5/16" 1/2' 1/2" 1/2' 3/4"--XVj 3/8" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TYP. 25 TtP. 06125 TYR. ALUMINUM COILS, INC Soffits Appendix D o 00000 00000 000000 o.0000 000000 00000 VADE 1 M" PArrrRN n l StA h LOWERS FOnIM a SINE 0"Emom AS RM) END OF REPORT ALCIS001 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. 10/27/2016 Florida Building Code Online VAh. _ 0 P Business 8Professional Regulatlion BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS Site Map I Links I Search b a cob Product Approval USER: Public User Product Approval Menu > Product or Aophcatlon Search > Application Lit > Application Detail FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/ Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_ Garon@Overheaddoor.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 gtaylor@wayne- dalton.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 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 11 Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Standard Year DASMA- 108 2002 DASMA- 115 2005 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app o.aspx?param=wGEVXQwtDquflIJRMIxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL # I Model, Number or Name 9174.1 15120 / 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 R11 fI 0228 318958 P7.Ddf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 RII II WDJambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf 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 9174.2 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 RII II 0229 318959 P8.Ddf FL9174 RII fI Track Supplement Chart P10.odf FL9174 RII II WDJambSuoolementP16 s.Ddf 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 EL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf 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.Ddf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf 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 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 R11 II Track Suoolement Chart P10.Ddf FL9174 Rll II WDJambSuoDlementP16 s.Ddf 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.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 P5.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WD]ambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabdlding.org/pr/pr_app o.aspx?param=wGEVXQwtDquflJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Other: 9174.6 15120 / 6100 / 9100 #0235 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: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0235 319023 P6.odf FL9174 Rll II 319040 P1 Post.Odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 RI1 II WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 553.odf FL9174 R11 AE Eval Rept 9100 r1 s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 Rll II 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 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 RI1 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.8 15120 / 9100 #0233 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 is designed as partially enclosed or door is a replacement door. 9174.9 15120 / 9100 # 0236 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: 9174.10 15120 / 9100 #0237 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: 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0233 319000 P5.odf FL9174 Rll fI Track Suoolement Chart P10.odf FL9174 R11 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 Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0236 319024 P6.Ddf FL9174 Rll II 319040 P1 Post.pdf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0237 319025 P6.odf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementPl6 s.Ddf 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 Rept 9100 rl s.0df FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https://www.floridabuilding.org/prlpr_app dtl.aspx?param=wGEVXQwtDqufllJRfVVxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3I6 i 11141A 111111 Florida Building Code Odin 9174.11 15120/5140/6100/9100/9400/9600 19 Max width. 10' Max height. Max section height 24". Glazing 0600 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: +26.90/-30.80 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 0600 319026 P4.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.12 15120/5140/6100/9100/9400/9600 19 Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.Ddf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 R1I II WDJambSuoDlementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.odf 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 9174.13 151202140/6100/9100/9400/9600 116' able in t pMax width. 10' Maxinteheight. Max section height 24". Glazing mediate 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. Installation Instructions FL9174 R11 II 0602 319028 P5.Ddf FL9174 Rll II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoDlementP16 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.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.14 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 0603 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: + 23.00/-25.00 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. Installation Instructions FL9174 Rll II 0603 319029 P5.odf FL9174 Rll II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoDlementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.Ddf EL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.15 15120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. 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: Installation Instructions FL9174 R11 II 0604 319030 P5.Ddf FI-9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoDlementP16 s.Ddf 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.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 Rll II 0605 319031 P4.Ddf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 Rll II WDJambSuoDlementP16 s.odf https:/Avww. floridabui ldi ng.org/pr/pr_app_dtl.aspx?param=wGE\/XQwtDqufl 1 JRfVVxf6u7ojnlOheH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 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. 9174.17 I5120/5140/6100/9100/9400/9600 0606 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. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0606 319032 P6.Ddf FL9174 Rll II 319040 P1 Post.odf FL9174 Rll II Track SuoDlement Chart P10.odf FL9174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf 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 Othe r: 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 is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 11 0609 319035 P5.Ddf FL9174 Rll II 319040 P1 Post.pdf FL9174 RIl II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoo1ementP16 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.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf 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.Ddf FL9174 Rll Il Track Supplement Chart P10.odf FL2174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports EL9174 R11 AE ASTM A 553.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf 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 R11 II 0607 319033 P5.Ddf FL9174 Rll II Track Supplement Chart P10.pdf FL9174 Rll II WDJambSuoDlementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports EL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes Back Nett Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic 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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approva l Accepts: https://www.floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFl 1JRfWxf6u7oj nlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 516 ITITA VIZIRI Florida Building Code Online IM-19 Credit Card Safe https:Uwww.floridabuilding.org/pr/pr app o.aspx?param=wGEVXQwtDquf lJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 6/6 r n qnr Q r 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)"' 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 6 p'oeNaF•F'p % No. 51737 i ! O S7ATE OFwo sSI0NA;,\\ 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 = 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. 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. Date: 2015.02.20 09:56:33-06'00' Approved 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 so%l I I III////, NO.51737 O STATE OF ; • ` SS ONIII i; 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. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 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 13 1 16 800 10 13 1 15 No. 0737 O STATE OF I;Z sONA; ?\X 111 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 WAND 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 16fJ2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. 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. ADDroved 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 56308/1`2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ NOTEI 2500 PSI CONCRETE "oTEI 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMUNOTE2 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 18 N/A 800 16 17 1 N/A No. 0737 4 STATE OF 40lp i/ p,. • F OR QP pC; . S&/ONA; \\N II I 1 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 16ft/2 = 240lbflt 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 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE5 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 NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI OUT FILLED CMU"oTE 2 100 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 8 640 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 18 8 800 17 17 8 ol No. 0737 0 STATE OF ij. GOR1 P,• O N SONA `?\\X fflll 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. 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 GROUT 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 wagne palton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No. 51737 0 STATE OF ;•j` 7D • aIZ` S ONA; 1`\ 11111 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E SLATES. PE 3121 FAIRGA TE DR. CARROLLTON. TX 75OD7 FL PE 51737 TX PE 5630C/F2203 PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR VERIFICATION OF 111NDLOAD CONSTRUCTION DETAILS 1 6' MAX. FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2rt4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2X6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP 6' MAX MINIMUM 2X6 S3 g HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' I ail 2-3/4' 2) 3/8- SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. SEE DETAILS 1. 2. AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 2A6 #3 It HEADER LOCK SOUTHERN PINE BRACKET LUMBER 4' 4) 3/8' SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 4'. DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2X6 /3 g HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' 4) 3/8' DIA. LAG SCREWS WITH 1-1/4' O.D WASHERS LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32- INTO THE MAIN SUPPORT MEMBER. DETAIL 3 WOOD SUPPORT STRUCTURE NQg MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS ECKED DRAWING PART NO. REV. 324620 P16 wagnc® palton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE WM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/8' SIMPSON TITEN HD, 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-201N/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK No. 51737 0 STATE Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26 -06'00' JOHN E. SCATES PE 3121 FAIRGATE DR CARROLLTON. TX 75OD7 FL PE 51737 TX PE 5630E/FZ203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NTNDLOAD CONSTRUCTION DETAILS 2 3/4' EDGE I MIN 2 It 4 SPF (G-0.42) OR BETTER WALL STUD UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE ----\ EXTERIOR HOLD BACK INTERIORSHEATHING 5/16' LAC SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (t 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20><B/16' TRACK BOLT AND 1/4-20 HEX NU TRAP( DIRECT WOOD MOUNTING DETAIL MAX 420 LBS PER LAG FASTENER SHEET 2 OF 2 REVISIONS I I DATE I NAME I DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 The Genuine. The Original. t ' ' ' e ° o 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovarh*ad Ooor Corporation 2501 S. State Hwy 121. Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 wsysv. ove rhesdd oor.com 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 J K,oR No. TrW STATE OF • / 4NA1. •V g olSy/ OV@rIl@aCi DOOr:COCIJOrdtlOn ASubsidiaryo(SariwaHoldiogs,Corpgratbri •• ••.•••••• Horton 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-R7 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. Ce w to/t FL09174-R7 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. wM 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 P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911 W 3 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 C—DQ>\N., ZA-LZUD 3 iQno/ t, FL09174-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 4 Wtb / l FL 09174-R7 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 %" 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 %Z" MDF decorative overlay. 5 Dk o / t 11 FL 09174-R7 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, Jo n E. Scates, P.E. ( / Florida PE # 51737 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h 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 51h 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 oS. '' ce a rF/V N! No. 51737 0 STATE OF i 0*.%.PLORtQP' z&/ ONA; ` IIII N07M 1. SHORT PANEL NON —IMPACT RESISTANT GLAZING OPTION — 090' MINIMUM SSS GLAZING IN MOLDED FRAMES SCREWED TOGETHER MATH A MINIMUM OF (6) /8x1' SCREWS INSTALLED IN 13 TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT IJ OF 1175' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS 1 2. LONG PANEL NON —IMPACT RESISTANT GLAZING OPTION — 090' MINIMUM SSB GLAZING IN MOOED FRAMES GLUED WITH A 1/6 BEAD OF BOSTIK 1100 OR EOLRVALE14T UNDER THE OUYER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) {B111' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS MEETSTHISUNIFORMSTATICDESIGNPRESSURESSHOWNONDRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39% GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET 181E REQUIFZA 14TS FOR WIND—BORNE 5 DEBRIS REGIONS. GLAZED SECTION REOUIRES 18 GA J—STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF DRILLING CBMPTITE SCREW TO 1/4— ATTACH 1 E J—STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT A SHEET 2. 1 IMPACT RESISTANT GLAZING OPTION — IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS} GLAZING SHALL BE I/4' MAKROLON—AR POLYCARBONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.21' AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND Df><S MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U—BAR ON UPPER INTEGRAL RIB (SEE DETAIL G 1 SHEET 2). 18 GA J—STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. SEE INSTALLER SHALL FIELD INSTALL (1) 1/4-14X7/8' SELF QU DRILLING CRINPTITE SCREW TO ATTACH Tiff J—STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE O' THE DOOR PER DETAIL F ON SHEET 2. KEY LOCO 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. B MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REWIRED 7/16' TO MEET NEGATIVE PRESSURES. SEE L 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE. (4 POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SH CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER 2 FOR END CAP TO HAVE A MINIMUM 1.1' OEM. ON D SECTION 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NO SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 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) FBx1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUREMENTS FOR WIND—BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCATES PE 3121 FAIROA IE DR. CARROLLTON. TX 75007 FL PC 31737 TX PE 56306/F2203 PROFESSIONAL ENONEER'S SEAL PROWDED ONLY FOR VERFICATION OF WVOLOAD CONSTRUCTION DETAILS CA HORI2 ANGLE GA FLAG ANGLE ' fi GA MIN HORIZTRACK 5/IBx1-5/8' LAC SCREWS MIN 3 AS , SHOWN) , 16 GA MIN Vf7RT TRACK 1fix1-5/8' LA 5(iiEW AT EACH JAMB BRACKET 20X9/16' TRACK AND 1/4-20 HEX T EACH JB JAMB LOCATION 5 CA STIFFEN JAMB BRACKETS SCHELDULE FORcc AMITY, LOCATION, AND TYPE 14 OR SLIDE LOCK ENDS (NOT , WITH OPERATOR NOTE 5). SLIDE SHOWN FOR CLARITY SECTION SOUR OwN. SEE SHEET BAR LOCATIONS ooRs WITH OTHER Elm QUANTITIES AND TES 1, 2, AND 3 THIS SHEET FOR SEE U—BAR NOTE ON SHEET 2 FOR U—BAR INSTALLATION 20 GA END CAP i 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SE( I NOTE (5) CENTER HINGES PER JOINT REOUIRED ON DOOR WIDTHS GREATER THAN 12'-0-. (3) CENTER HINGES PER JOINT REOUIRED ON DOOR WIDTHS LESS THAN OR EOUAL TO 12'-0'. JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK TYPE BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2') 7'-0' 4 6 tl JB). 13 (01). 25-1 2 JB , 34 (JB). 45-1 4 01). 63 JB 7'-0' 4 6 FAT JB). 10 (JB). 21-3 4 (JB). 29-3 4 1 , 42 (JB). 63-1 4 JB 5 8 q JB). 13' (01). 23' (JB). 34' (JB). 47-1 4' (01). 58' (JB). Br q , 75' JB 8'-0' 5 8 FAT JB), 10' (JB). 21-34' (JB). 29-34' (JB). 48' (JB). 57-1 4' JB , BB' JB , 75-1 2' JB D —0 IGH 97 OOF PITCH SEE NOTE BELOW NUILL JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES QUICK 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 OOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) NOTH 16'— O' ALL 207.2/-230.4 14'-0' ALL 181.3—201.6 12'-0' ALL 155.4 —172.8 10'-0' ALL 129.5 —144.0 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED 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. GIRT 3/ 8/06 P5 ADDED SUPERIMPOSED OESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRS 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT, DIRT 6/ 6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR AT OPTION ADDED LHR TRACK DETAIL SHEET 2. GRT 4/ 17/08 8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. HANGED LOUVER NOTE. NCREASED MAX HEIGHT TO 3'- 9'. ADDED HIGH AFT AND ROOF PITCH TRACK NOTE. GRT 7/ 22/08 19 UPDATED TITLE BLOCK GRT 8/ 26/10 10 ADDED LONG PANEL LAZING OPTION RT 3/ 15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T S SIZE. A Wayne® DESIGN ( PSF): +25.90/-28.80 MAX WIDTH: 16'-0' DATE NAME TEST (PSF): + 38.85/-43.20 MAX HEIGHT: B'-9' DRAWN 3/8/06 GIRT 091ton IMPACT/ CYCLIC RATED (YES/NO)- YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRS MODELS 5120/ 6100/9100 SHEET 1 OF 2 ASION OF OVERHEAD DOOR COR DRAWING PART NO REV. PENSACOLA. FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0230 NL50 474- 9590 318960 P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (2) 1/4-14xs/8' EACH END WITH (2) I /4-14x7/8 / CPoMPRTE SCREWS SELF ORRLING CRIYPIITE SCREWS 1 FOR STANDARD TRACK AND (3) D 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH 0: ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE —PUNCHED HOLES IN TOP OF U-8AR PLACE U—BAR OVER INTEGRAL RIB WITH MATH (2) 1/4-14x5/8' CRIMPTITE SCREWS THE (8) PRE —PUNCHED HOLES EACH END USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-140/8' SELF DRIWNG CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U—BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF RE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14X7/8' SELF DRILLING ATTACKED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U—BAR NQTE- DUE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH - 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 GA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20x5/8' INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (2) 1/4—EWx5/8' CRIMP SCREWS T RU WHICH ARE FACTORY PRE —PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF. AND 1 OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLEDED HINGE LEAF AND 1 THRU THRU PRE —PUNCHED HOLE -' WEB OF U—BAR AND IN U—BAR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH " 3) 1/4-14x5/8' 3)1/ - / D CE U-BAR OVER INTEGRAL RIB WTH NOTCH DOWN TO CLEAR BOTTOMSCREWSCRIMPTBRACKETANDATTACHTHRUEND CAP AT EACH END WITH (1) 1/4-14x7/8' SELF DRIWNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-14x7/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20x5/8' 6RIWNG CRIMPTITE SCREWS CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. JOHN E. SCATES PE 3121 FMROATE DR. CARRO LTCN, TX 75007 FL PE 31737 TX PE 56308/1'2203 PROFESSIONAL ENGINEER'S 'AL PROVIDED ONLY FOR VERIFICATION OF NINILOAD CONSTRUCTION DETAILS 8x3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2' O.C. MAX USED ONLY ON IMPACT - GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (4) 1/4-14x7/B' SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) aE 1) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT k OPERATOR BRACKET. NOTE J-STRUT h SCREW CNLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 BEAD GE UILTULTRACLA2E SSG4000AC ISTRUCTURAL SEALANT OR EQUIVALENT FACER STEEL NON-STRUCTURAL DECORATIVE INNER WMNDOW TRIM DETAIL E ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) ( I/4-14x7/8' SELF DRIWNG CRIMPTITE SCREW IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3'. 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 4) SECTION DOORS WITH (5) 3% 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES W TH (2) 1/4-14x5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8' SELF DRIWNG CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' CtIMPTITE 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 EOUAL TO 12'-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. NON—STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1 /4' POLYCARBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE V ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS 3, 18 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' MON EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Sc Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16' TEST (PSF): +38.85/-43.20 IMAX HEIGHT: 8'-9' OR Balton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CH MODELS 5120/6100/9100 DIMSION OF OVERHEAD DOOR CORP 3395 VE PENS COLA.FLORIDASON RI2514 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS 4 CHANGES TO GENERAL RMAT AND CHANGED BAR FASTENER TYPE T END CAPS AND OTTOM RETAINER. HANGED CENTER HINGE AUGE AND ADDED U VER OPTION. HANGED STRUT ENTIFICATION METHOD ROM COLORED PAINT TO TAMPED NUMBER. RT 3/ 8/O6 5 ADDED SUPERIMPOSED ESIGN PRESSURE LOADS N SUPPORTING TRUCTURE AND ARROWER DOOR WIDTHS. IRB 5/ 10/O6 6 ADDED IMPACT ESISTANCE TO DOOR. DDED MODEL 6100. IODIFIED NOTE 6 TO TATE THAT LOUVERS RE NOT IMPACT ESISTANT. RT 6/ 6/07 7 MODIFED JAMB RACKET SCHEDULE FOR AT OPTION. ADDED LHR RACK DETAIL SHEET 2 RT 4/ 17/08 8 ADDED IMPACT ESISTANT GLAZING ADDED TEXAS LICENSE UMBER TO TITLE BLOCK. 1HANGED LOUVER NOTE. RCREASED MAX HEIGHT 0 8'- 9'. ADDED HIGH IFT AND ROOF PITCH RACK NOTE. RT 7/ 22/08 9 UPDATED TITLE BLOCK RT 8/ 26/10 10 ADDED LONG PANEL LAZING OPTION RT 3/ 15/11 N.T. S. I 1 3/8/06 1 GIRT ED 4/ 6/06 1 MRB SHEET 2 OF 2 DRAWING PART NO. I REV 318960 1 P10 0 0 PLICE PLATE LOCATION SEE SCHEDULE 14" MAX i 12" MAX 12" MAX I I 12" Li MAX 12" MAX 12" MAX T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON. TX 75007 FL PE 31737 TX PE 50300/F2203 PROFESSIONAL ENGINEERS SEAL PROVIDED ONLY FOR VERI ICATION OF MNDLOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR 11 GA MIN CLIP SEE SCHEDULE— R SW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE - TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL 18'-0" 46.0 PSF/-52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF Wagner REVISIONS P2 2 INCH TRACK -CUPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-5200 PSF FOR ALL DOOR WIDTHS. CHANCED 'TEXAS WALL ANGLE' TO 'CONTINUOUS WALL ANGLE'. ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS UPDATED SPLICE & CUP SCHEDULES DLP 9/05/07 P6 UPDATE MOUNTING DETAIL DRAWINGS CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE R8 CUP (REPLACED WITH R9 ACROSS THE BOARD). CUP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2' TO 1-3/8' DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 PIC UPDATED TITLE BLOCK CRT 6/2/10 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. I REV. 307494 P10 2 3/4" f 1 " EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO 2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN. 1 8 2-24 1/8 V 2-24 SPF (G=0.42) OR _ _ TRACK CLIP BETTER AT EACH TRACK BOLTHOLEORPAIROFTRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT f""/ 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) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. a WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING CONCRETE MOUNTING DETAIL JOHN E SCA FES' PE 3121 FAIRCATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 5630E/F2203 PRDFESSIONAL ENGINEERS SEAL PROMDED ONLY FOR VERIFICATION OF MINOLOAD 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 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR HEIGH CLIP #'S FROM BOTTOM TO TOP SPLIPLACE# 7'-0" 7, 9. 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-O" 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 CLIP #'S FROM BOTTOM TO TOP SPLICEHEIGHPLATE # 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'-0" 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 DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 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, 5, 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 DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICEPLATE # 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" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS 2 INCH ACK-CUPS-TEXAS LL ANGLE 12 FOOT DATED J 6/11/03 UPDATED FORMAT. REASED ALLOWABLE ESSURES TO 6.00/-52.00 PSF FOR DOOR WIDTHS. ANCED TEXAS WALL CLE' TO 'CONTINUOUS LL ANGLE ADDED BSTRATE MOUNTINC TAIL. CHANGED TO EN HD ANCHORS T 4/2/07 CHANGED FORMAT. DED MODELS 9800 D 6024 WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS TED IN CHARTS. DATED SPLICE k CUP HEDULES 9/06/07 UPDATE MOUNTING TAIL DRAWINGS. T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E AB CLIP (REPLACED H #9 ACROSS THE ARD). 1O/24/07 UPDATED STEEL UNTWG DETAIL B 04/11/013 EXPANDED 1-1/2- TO 3/8" DOOR THICKNESS ART UP TO 14' HIGH. T 12/11/O8 ADDED MODEL B700. DATED TITLE BLOCK T 6/2/10 Wage DATE NAME 0,1tO DRAWN 8/21 /07 CRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PENS50) 4 409 9032514 DRAWING PART NO. 307494 REV. P10TRACKSUPPLEMENTCHART 4/28/2017 Florida Building Cade Online BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats a Facts I Publications I FBC Staff I BCIS Site Map I Links I search I noridca hll Product Approval USER: Public User Product Approval Menu > Product or Anollatlon Search > Application List > Application Oetall FL # Application Type Code Version Application Status Comments Archived droduct Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 1_ Category Subcategory rl• .. Compliance Method I Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date y Validated By Certificate of Independence Referenced Standard and Year (of Standard) FL5444-R10 Revision 2014 Approved CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 19355 610) 651-5847 mark.d.harner@saint-gobain.com Mark Harper mark.d.harner@saint-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark.D.Harner@salnt-gobaIn.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Robert Nleminen PE-59166 UL LLC 03/09/2020 John W. Knezevich, PE I Validation Checklist - Hardcopy Received FL5444 R10 COI 2016 01 COI Nleminenodf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 Equivalence of Product Standards Certified By Sections from the Code httpsJ/www.floridabuilding.org/pr/pr_app dU.aspx?param=wGEVXQwtDgtahlg07CSsoycOr128CcpCJinUeXw7ibKvlUzOW4hL8w%3da/`3d 1/2 4/2a(2017 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 ts r - — --. -rSummaryofProduc FL # Model; Number or Name' : • Description 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof Shingles Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asohalt Shingle FL5444-R10.Ddf Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Other: Refer to ER Section 5 for Umits of Use Created by Independent Third Party: Yes Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.Ddf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 phone: 850-487-I824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessiblll_v Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(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. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: r ® gd ` Credit Card Safe https:lAvww.floridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgtahlg07CSsoycOr128CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 2/2 C', TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-R31 FL5444-R30 Date of Issuance: 09/22/2005 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 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 Sth 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 1507.2.7.1 / R905.2.6.1 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. TrinityJERD 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 DCA ANE1983 The hulmlle seal appearing was authorized by Robert Nlemtnen, P.E. on 12/08/2016. This does not serve as an electronically slgned document Signed, sealed hardcopies have been transmRted 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. 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 Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. 5. This is a building code evaluation. Neither Trinity I 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. C\rJTRINITY 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 D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Enti Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 OS/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 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 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL(TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH. R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & 03462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D71S8 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 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, LLC. Evaluation Report 3532.09.05-1131 Certiftate of Authorlratlan #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 2 of 12 JTRINITYIERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT'" 30 and XT'" 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor ShangleO, Landmark'", LandmarkTM IR, Landmark"Pro, Landmark' Premium, Landmark" TL, LandmarkTM' 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 TVand Presidential SolarlsTM 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 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. 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 R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (V It = 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 D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLm Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use In wind zones up to V„d = 150 mph (V„ It = 194 mph). 5. 4.3 Classification by ASTM D7158 applies to exposure category B 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 Vo,d = 150 mph (V„It = 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, LLC. Evaluation Report 3532.09.05-R11 Cert!/ kote of Authorhotion #9503 FBC NON-HVHZ EVALUATION FL5444-1110 Revision 11: 12/08/2016 Page 3 of 12 TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 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 1507.2.3, 1507.2.4 or R905.2.3. 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 R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. 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 ( CT29—, XT'" 25'1 XT--k, XT"° 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 mn) —(305 nm)-- (305 nim) 1" (25 mm) — Sealant 1 " (25 mni) y 5 s/e" (1 45 mm) 1 1 ad Pkid METRIC 131A" f 131/a" L(251"(25mm) Sealant 61 Figures 11.3: Use four nails for every fulfsbingla. STEEP SLOPE Use four nails and six spots of asphalt roofing cement* for every fall sidngle (Figure 11-4). Asphalt roofing cement meettng ASTM D4586 Type II Is suggested. r I flooling Cement Apply 1"(25 rain) spots of asphalt rooting cement under each tab corner. Figure 11-4• Uso four nails and sir spo4 Qfaspball cot=I on sleep slopes CAUTION: Excesslre use of roofing cement can cause shingles to blister. 6.4.1 Hip & Ridge for MOM, XT' 25, Xr' 30, XT'" 30 IR: Cut Shingles 2" (50 rim) „—Remove ti25rrwnI g'— 12" (305 MITI) Faso Ij r m' — e 1i — — — —If — — — — — — — — + 12„ (125 m) Cap Cap Cap (305mm) Shingle Shingle Shingle ml o T l Figure 11.24:.Osl labs, then Irfn beck to make alp shingles ,12 dos'W",pOaftl/sb dinunulons shoum), l Figure 11.25. InslaUalion of raps along the hips and ridgm. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastice NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertalnTeed requirements. Exterior Research and Design, I.I.C. Cert111cate ofAuthorlratlon #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCADIATm:' STANDARD SLOPE Use SLC nails fnr e%cry hill sltiuglc Incaucrl as shoten helot. Hill Lln, nmLw Figure 2: Use sic nailsfor vrvq fiiN sbinglu. D TRINITY I ERD STEEP SLOPE Use Sit nails and Foun spots or asphalt monng cement for even full shingle as shumt below. Appl}- :uphult roofing cement 1"(25 nttn) from edge of shingle Asphalt roofing cement meeting ASIM D 4586 llrpe II is suggoled. Hip & Ridge for Arcadia'"': Cedar Crest'", Cedar Crest'" IR Vasom t'tEmm)_ c, co F' Igrnr 3: Me sl.r nails and four s/,u/s: fasldialt rvrf r g ccarcal oil sleip 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 "Sonolastic0 NP3" 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. mON Exterior Research and Design, LLC. Certgleate of Authorization M03 2g FBC NON-HVHZ EVALUATION Hand - sealing adhesive 1/ 4" 4" 3/ 4" Io Dab of asphalt cement between shingle layers 1" Evaluation Report 3532.09.05-Rll FL5444- R10 Revlsioh 11:12/08/2016 Page 5 of 12 TRINITYIERD 6.6 BELMONTT"': Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, 6.6.1 6.6.1.1 6.6.1.2 6.6.1.3 located as shown below. o Addaimzl roils J required 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 D4586 Type II is suggested. 10p0jor, 10.0, Hip & Ridge for Belmont'"": Option 1: Refer to instructions herein for Cedar Crest'", Cedar CreStTM IR hip and ridge shingles. Option 2: Shanglem Ridge Figure 17-18.• Shangle" Ridge, 18' Remove tapeExposure from the right side 1' g• and, fasten SECOND Fasten thef left side 85/a RIGHT FIRST LEFT 17gure 17-19: Inslallallon of,SGangleO R14jo sGingles on hips and rldgea. For ASTM D3161, Class F performance use BASF "Sonolastico NPJT""" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Cerdficate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE l'.ce five naki for every fall Shangle. I.. 25 mm) 5!0" 16 mm) 1.7gure 17.1. rise fit nails jar a reg frdl'Grand Ala norVangle, Can-lage lMrtse Sbangle. or fenlmulal SGrM. rL. l ERDITRINITYI Cie seven nails mid Ihrm spots of asphalt roofing cement for etrry hdl (rand 5lannr Shangie. Use fire naiLi and 1hree'spots of asphull roofing cemem for even full Carriage House Shangle and G:ntennial Slate, Apply asphah roofing mmenl 1" (25 mu) from edge of shingle Plgrwt,17•S). Asphah no0ng cement meeting ATM I4586'npe 11 Is suggested. f7gare 17-5: When hat llhrg Grand.11anar•,bangles nn.uerpxfopto. list, seven naffs and /hire spots ojaspbidl rovilrrg reams. Hip & Ridge for Carriage House Shangle° and Grand Manor Shale: Refer to instructions herein for Shangleia Ridge hip and ridge shingles LANDMARK'"', MK'' LANDAR" IR, LANDMARK'""'PRO, LANDMARK'"'•PREMIUM, LANDMARK-"." T.L; LANDMARK`m SOLARis, LANDMARK'"' SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 14=M" 12" 1--(305 mm}----(375 mm)-- r—(305 mm)--i rr:+UC•it'l:+Y rAI:C• Iw:.G:; WT"1SitJ,cr1.:.GTC I" (25 ant) Relmu Tape 1" (25 mm) — Nailable } Am LANDMARK TL NorthGate: 131h" 13" 1310" 343 mm)— --(330 mm)—--(343 mm)--i 1"(25 mm) 1" (25 mm)-- N m7m Flgum 1.1.4. 1!re jour nails jar miy full sbin le. N'IM NA0140 12' 1434' '2' AREA + (305 roc) (375 mm) (305 mm) •I Nalinqlhts r— r (25 mm) mry nail Ira Naiing areas for low and standard sbpas (from 2:12 to 2112) Mal between upper A Iran. Inisi n a (w) ebmro. Exterior Research and Design, LLC Evaluation Report 3532.09.05-Rll Cerrflfcate of Authorhallon N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four dons of asphalt roofing cement for every full laminated shingle. see. helmv. Asphalt roofing cement should meet A,1TM D4586 T11u: II. Apply I' spots of asphalt roofing cement uncle each corner and it about 12' to 13" In from each edge. METRIC DIMENSIONS I-- 12"— 305 mm) L•clw —.h: 1"(25mm) Nail Area j" " For Steep" 25mm)---- 143/4"--—12"— 375 mm) 1 (305 mm) Release Tape 1 f '(25 mm)- I" 2.5 nun; JTRINITYIERD LANDMARK TL 131/2' 343 mm) 13:' 330 mm) 131/2" 343 mm) 1-+1 "(25 mm) I 1 "(25 mm)--J I 25mm) NorthGate: STEEP 12' 14-3/4' SLOPE 1--.(305 mrn) — (375 m NAILING AREA I Naain 1'( 25 mm) betwee na Figure 13 S: Use six nails andfour spots of asphalt roofing cement on steep slopes. 12' 305 IT 1`( 25 mm 1" 25 mm) Nailing areas for sleep slopes (greater than 21:12) and " Stonn-Nalling" Nail between IOwer2 nail lines as shown above. 6. 8.1 Hip & Ridge for LandmarkTM, Landmark'" IR, Landmark" Pro, Landmark" Premium, Landmark'" TL, LandmarkTM' Solaris, LandmarkTM Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge`" or NothGate Accessory 12' 97/8' 305]- _ 415116' 250 m)g15/16G 1 6' (125mm150mm) ( t50mm) ) ( 125mm) Notch for Notch for Centering Centering 12' \ % 131/ 4' 305mm) NoichesforAlignmentto r (337mm) NotchesforAlignmentto the Top Edge of the Previous 7 the Top Edge of the Previous 75 t8' CapforS(125mm) Fxposure (m) t 55r8'(141mm)Exposun: ( 196Imm) t English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge'" Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate o1 Authorhation 49503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/ 2016 Page 8 of 12 6.8.1.2 6.8.1.3 0 27132' 2501ti:n) 4 15116' (125 rnmy Certwi.1q Ncteh to 337 t1r mm) Align these I T notdtct to top 7518, edue al plTritws cbu1`67 194 mn) NorthGate Ridge TRINITY I ERD 13 1/8" 333 mm)— 168 mm) 168 mm r Cantering 131/4' Notch 337 mm ) Alignlheso t notches to top of 7 M mm) edge prevloua course. NorthGate Accessory 5• (125mm) i'(pasuy A91-13-20., Use laying notches /o centar "sb/ngkc on lips rmd, rtdgm, and to locale the aonec! eaposura For ASTM D3161, Class F performance use BASF "Sonolasticm NP1`"" adhesive or Henkel Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest—, Cedar Crestm IR hip and ridge shingles. PLO Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R31 Certificate of Authorlratlon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 6.9 PRESIDENTIAL SHAKET"', PRES.115ENTIAL SHAKE'" LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nailing 1.---- 40" Guido Linos (1016 mm) 5 1 /4' - 133 mm) . 14.1/4" 1 1/2n38 m)(362 mm) NOTE: Apply nails on painted guideline. Figure 16-6.• FasleningPresldendal and Presidential TL Sbake sbingles on loner and standard slopes J TRINITY ERD IR, PRESIDENTIAL SHAKE TLT", PRESIDENTIAL. SOLARIST": STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply'l "diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide litres, apply 4 rags 1' above lab cutouts maldng certain tabs of overlying shingle corer nalls. 1 1 1' diametor asphalt roofing cement Figure 167: Fastening Preskknlial and•Pfesideantlal T/L'Sbake sbinglefs on sleep slo has. 6.9.1 Hip & Ridge for Presidential Shake'". Presidential Shake'" IR, Presidential Shake TL'", Presidential Solaris'": 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 than 7' from the bottom edge of the "looth." 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 the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,.AL'Is 12" x 12'; Portland, OR produces 97/s' x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastico NP1'"" 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 HATTERASTA :.. _ : • .: LOW, STANDARD AND STEEP SLOPE: + rIIY0mm1Ii71f1menI (7.{n nml 17.in mml I Figure iSd: Rlslenhlg llanoms Sbiogera an Gorr and Matldanblo nes For ImT and stancFarl slopes, use One nails for each fug IL'U e= sliingie ms 00%l m above. n ( 240 mm) Roofing Content , — 1) figlrn• / S.I: 1v;IrvJl'f• nalhms aAlgtera fin dhrF.VolrJ For stetyt storx•N ncn Gre nails and eigla spas of asphan runfing ward fur each roll II.utctas shingle as Omni ;dw e. Apply I- 251nm) dlumuer sines of roo0ag Cewr t WTAI D 4586 Ttre 11 xtResta) under earls tab cmam PrrssAdnou into place, do am e4XAC CemCOL cAtmuli: Ton murh roofing crntml ran C:nne shingles to blister. Exterior Research and Design, I.L.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization N9503 FE1C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 22 J\TR1N1TYjERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras IN Figure 15-14:18 three piece units separate to make 54,11atteras Act;essory'sbingles, 6.10.1.2 Option 2: Cut Hatteras Shingles 91,-- 230 Mini)I I I 460 Inlc) ra0 h t203 MITI) %Ad 1 Cap Cap Cap Cap 31aShingleShingleShingleShingle `2gpCc Figure 15-20. Cut Hatteras shingles to make cow cap. Figure 15-21. 'Installation of caps along hips and rtdRes, 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1'"" adhesive or Henkel "PLm Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 [HIGHLAND SLATE'", HIGHLANDSLATE'" IR': LOW AND STANDARD SLOPE. STEEP SLOPE. aroo4 1 me-4 1 rao-4 MI".Dade rpuiw 6Ix neat pvo ndb bwdlsdownnty odour u aoxn} Figure 11.3: Uso ME naps for eLoy NlgMand Slato sbbrgla use FRB nWls and EIGHT spots of asphalt roollng cement for each full Highland Slate shingle. For hiland-Dade, Sid calls are required. Apply V diameter spots of asphalt roofing ceuuxd under each tab corner. Asphalt roofng cement meeting ASTM D4586 Type Il Is suggested. r r —r Im m1—raro..t p-..a .p as.N trs'cn o40ar Lbnforl. f•Rsm.l - a_ t_ Roofing Cone Figure Il-;4: Uso JIM nails and vilbt spou ofarpbali rooJM2 conjent anger roab lab corner. CAUTION: ISxce.Wve use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate'", Highland Slate' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, U.C. CertiJlcote OfAuthorization 09503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-Rll FL5444- RlO Revision 11: 12/08/2016 Page 11 of 12 J TRINITYIERD 6.12 PATRIOT!": LOW AND STANDARD SLOPE STEEP SLOPE Use. FOUR naiL5 for every fill[ shingle louned :Ls shown below. So laa rr1Jd'F ml) 1'(,'Scn}--' j i'-p mini I333sm1 M3=) i umtti Use FOUR nails and four spots of acphaft roofing (enicni for eve'T full shingle as shomi below. Asphalt imlfing cvnient mcaing aSTA1.0 i58G T)pe 11 is suggizied. Apply 1'(15 rani) spits of wuph:dt mooting cancnl Z shown. CAITI'ION: UNcessiee use of roofing renienl can cnusc shinglks io blitiier. 1 -- ----- Il rm1) I • 9 t- -- l naollep ClM941 1;3e-mN y F linen; Wo i'10 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar CreStTM, 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 1507.2.7.1 / R905.2.6.1. 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 CIA 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-R31 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 TRINITY 1 ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC, Certificate of Authorization N9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1131 FL5444-R10 Date of Issuance: 09/22/2005 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 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 5th 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 1507.2.7.1 / R905.2.6.1 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. Nleminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 itt: STAK''or Pw The facsimile seal appearing was outhorlred by Robert Nleminen, n'•.: C t ,.•: P.E. on 12/08/Z016. This does not serve as an electronically signed rsS/ ..... ,•). document Signed, sealed hardcoples have been transmitted to the rrrr'r"tssss Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityJERD 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 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 Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. 5. This is a building code evaluation. Neither Trinity) 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. rTRINInIERo ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertalnTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and 5th 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. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507:2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 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 D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 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, LLC. Evaluation Report3532.09.05-R11 Certiflcate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY I ERA 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT`- 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', Belmontm, Carriage House Shanglem, 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 Solarls' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatterasTM, Highland Slate'" and Highland Slate•" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 PatriotTM 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 RidgeTM, Cedar Crest", Cedar Crestm 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. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD 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 R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to Vw = 150 mph (V,It = 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 D3161, 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.,d =150 mph (V„lt =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B 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 Vasd = 150 mph (V„I, = 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, U.C. Evaluation Report 3532.09.05-RIL certflicare of AuchorizaUon #9503 FBC NON-HVHZ EVALUATION FL5444-R30 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 TRINITYIERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 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 1507.2.3, 1507.2.4 or R905.2.3. 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 R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 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. I' CT20t", )MT 15, XTr" 30, XTr" 30 IR: ' : . ENGLISH 12" 12" 12" 305 mm)(305 rmr) (305 mm) 1+1"(25mm) Sealant 1"(25mm) 1 5 s/e" (145 mm) 5 alp^lot Noi*wd Phat METRIC 131/a' 1"(25mm) Selant +( L(25 6 I/o" T Figure !I.3: Use)our nailsfir euety full sbfngle.. Use four nails ana six spots of asphalt roofing cement* for every full shingle ( Figure J1-4). Asphalt roofing cement meeting ASTM D4586 Type ll is suggested. 4RQ. ri. J yCementApply 1 " (25 mn) spots of asphalt roofing cement under each tab corner. Figr( relM: Use four nails wd sir spots ofasplydl ca)enf on steep slopes CAUTION: Excessive use of roofing cement can cause shingles to blister 6.4. 1 Hip & Ridge for CT20", XT'" 25, XTr' 30, XT" 30 IR: Cut Shingles 1"r 2" (50 mm) Remove 25mnJrl t, , r _ l 11T I if V 11 i 12' Cap Cap Cap ( m) Shingle Shingle Shingle Frguie II- 24: Cal tabu, then rtin, back to tnako carp shM&s English dltnenalons sbown). 12" (305 n1fl fag Imo` 6 s 125 mm) `\ S ve, Figure 11. 25: Installation q%caps along the baps and ridges. 6.4. 1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PL0 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certif7cate oJAuthorlrat/ on 09503 FBC NON-KVHZ EVALUATION Evaluation Report 3532.09.05-Rli FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCADIATM: LOW AND STANDARD SLOPE Use SIX nails for every fill shingle Incaled as shown below: 1'(2s nmy 1-(25 mm1 k il Ltu LL 1-1 1:711 Lhu Figure 2: Use xtr nail' for evvu r fii0 sbinglu. TRINITY ERD STEEP SLOPE Use SIX palls and Folllt spots or asphalt roofing cement for every full shingle as shown below. apply asphalt ronling cement 1"(25 null) from edge of shingle. asphah roofing cemem meeting .1STAf D 4586 1lpe II Is alggcsted. Figtov .j: Lttu s/r nails and four spolx rjaspbulr ltxi n q ccluenf on steel) slo/res. 6.5.1 Hip & Ridge for Arcadia': Cedar Crest'", Cedar Crest^' IR Use two (2), minimum 1%-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 Y.-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 "SonolasticO NP1T` 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. 2203 mm) I r -(30552- [a T I r_ ;LN mtnl Exterior Research and Design, LLC. Certificate ofAuthodrotion #9503 FBC NON-HVHZ EVALUATION Hand -sealing adhesive 241/4" E— 4" 3/4' ell If— 7' Dab of asphalt cement between — shingle layers Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6.6 r- I TRINITY1 ERD BELMONT'm: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1° (25mm) from edge of shingle. See below. Asphalt roofing cement meeting I+—t'( 5mrJ ASTM D4586 Type II is suggested. r 53'(16Wo L 55W IIll"13armd al Im o "Id iml roils if reduiree I' ( 5 rtod I' 125rmm,, —I T I 518' 011 a!N Lo S Sid' 220 rem) CC -r j I' Pis mm) - -- - Rco(inp Cwall --- --- 6.6.1 Hip & Ridf;e for BelmontT : 6.6.1.1 Option 1: Refer to instructions herein for Cedar CreStTM, Cedar Crest— IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle* Ridge Figure 17-18: S'hanglet' Ridge. r -1- 1 8. Exposure Remove tape from the right side 1 ,' and fasten I1 SECOND Fasten the left side 85 8 ! RIGHT FIRST LEFT Figure 17-19.• Installation of.SbangloO Ridge sbingles oil bips and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cerelllcate olAuthorltaHon 09503 FSC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE,HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE Use five nails for twcry full Sh;mgle. 1--(25mm) I (25tmm) F 5l0" B 5/e" 16 mm) mm) Eigure 17-9: Use fbe nallsfor wrqfidl0andAlaaar,vhangle., Carnage Ilnraro Sbangle. or C'enlmeolal Slate. TRINITY i ERD Use sever nails and three spots of asphalt roofing crmcnt.for every fill Grmd Manor Shangle. Use five nails and (hree spots of tviihall roofing cement for every full Carriage llonse Shmtgle and Centennial Slate. Apply asphall toofing cement 1' (25 mm) from edge. of Aingle Figura 17.5). Asphalt roofing cement meeting ANCH D4586 Tylw II Is suggesied. r(vrar.l7-S: When inrhiling G'mnd.tlanr.r0aartrs an eepslofrs. Mar reran tmiL<mrd lbma sprats ofrrspbidl rooJLrg reror,n. Hip & Ridge for Carriage House Shangle® and Grand Manor Shangie: Refer to instructions herein for Shanglem Ridge hip and ridge shingles LANDMARK'm' LANDMARK'"' IRS LANDMARK'." PRO, LANDMARK"' PREMIUM, LANDMARK„" TL, LANDMAkK4- SOLAWI , LANDMARK'" SOLARIS IR; NORTHGATE: ; LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 12" 1--(305 mm)----(315 mm)—r+—(305 mm)- 1" (25 all") RelettseTape 1"(25mm)I NailableT Area Am m:1 LANDMARK TL NorthGate: 131/2" 13" 131/2', 343 mm)— (330 mmj-- --(343 mm)--1 I" (25 mm) V (25 min) Rguiv 1.14: L(w faar ualG for wei3• fill sblagle.. WIDE 1U(LptO 12' 143t4' 'r AREA Ir 1305 mm) (375 mm) (305 m+n) -_1 Naling Lints T (26 min) ppernallAD 1' (25 Dun msvr nail Ire Na ling areas for low and slandard slopes (f.•am 2:12 to 21:121 Nil oat, een upper d boar Ina as slm-n ubm. Exterior Research and Design,LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization p9S03 FeC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of :uplmh roofing cement for every full laminated shingle. See below. Asphalt roofing cement should mcel ASTM U45861ype II-. Apply I' spots of nsphak roofing cemen( undo each corner and at about 12' to 13' iu from each edge. METRIC DIMENSIONS 12:'— 305 nm) 1-1125 nvn) I NellArea f-- for Sleep f25mm)---- 14s/ 4"— —12"— 375 mm) 1 (305 mm) Tape aI 25 mn; l TRINITY I ERD LAN DMARK' TL 131/ 2" 13" 131h"---J 343 mm) (330 mm) (343 mm) 1 "( 25 mm)---' I I 25 mm) t — — — — ( 25 mm) Roafinn Cement NorthGate: STEEP 12" 14-3/4' SLOPE I-.—(305 mm)— -•— (375 m NAILING AREA IF1,1-(25 mm) Nailing Figure 13-5: Use slz nails andfour spots of aspbidt totifing cement on steep slopes 12' 305 n 1"( 25 mm, Nailing areas for steep slopes (greater than 21:12) and " Stor"alling° Nail between lower 2 nail Ines as shown above. 6. 8.1 Hip & Ridge for LandmarkTM, LandmarkTM IR, Landmark'" Pro, Landmark" Premium, Landmark•" TL, Landmark'" Solaris, LandmarkTM' Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 97/B' 3l> Smm) (250 m) G 0' 415/ iG 415/16' 150mm) ( 150mm) (125mm) ( 125(nnn) t Notch for Centering 17 T 131/4" 5m ) Notches for Alignment to T Top337mm) the Edge of the Pmvlous (180mm) ppforS(125mm)Exposure English Dimension Shadow Ridge - Exterior Research and Design, U.C. Certificate ofAuthoriiot/on 09503 FBC NON-HVHZ EVALUATION Metric Dimension Shadow Ridge"' Evaluation Report 3532.09.05-R11 FL5444- R10 Revision 11: 12/08/2016 Page 8 of 12 0 27132' 25p rnal} G ly'1G0251M:) Gertc11.1p i•1:t 13 114' T337rrrn) \ Nipn these / not hcs to top cdOe ii1 (194 mm) p:lriptts wcres NorthGate Ridge 5"(1p5n,m) E,Pcsule TRINITY I ERD 13 118" 333 mm)--II 168 mm I 168 mm II 1 I Centering 131/4' 337 mm) Notch Align these/ 1 no1rtun) edge ofedgetchosof 7 5/8 revlous course. NorthGate Accessory Laying Notch I T Fil Figure 13-20: Use laying nolcbes to canter sbtngba on baps and. rittes, and to locate the cormcl exposure 6. 8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NPSTM" 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 Crestm, Cedar Crest'"" IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-R31 Certi lcate Of Authorization a9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'"'; PRESIDENTIAL SHAKE'" M. PRESIDENTIAL SHAKE TL'"', PRESIDENTIAL SOLARIs'": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five -nails for each full Presidential For sleep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1' diameter spots of asphalt rooang cement under each shingle lab. Alter applying S nails In between the nailing guide lines, apply 4 nails 1' Win, I. 40' above lab cutouts maldng certain tabs of overl)ing shingle cover nails Guide ones (1016 corn) 5 1/4' 133 mm) rN. 14 1/4' 1 1t2' 38 (Iml) (362 1 mm) • • • — 1• T NOTE: Apply nalls on painted guideline. I/ Figure l6.6.• Fatleninghusk4munl mad Presldenual'TL Shake 1' diameter asphalt ruofing cement shingles on lore and standard slopes. Figure 16-7.., Fastening Presidential and Prrsldamt/nl T/L Shake shinglss on neap slopes. 6.9.1 Hip & Ridge for Presidential Shake', Presidential Shake'" IR, Presidential Shake TL"", Presidential SolarlsTM': 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for. covering h1ps and ridges. Apply shingles•up-.to the:rldge (e),Tose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 1?/4" long or longer, so they penetrate either 3/4''lnto the deck or completely through die deck. Presidential accessory comes in two different sizes: Accessory produced In Birmingham,. AL is 12°, x 12"; Portland, OR produces-9 7/8 * x I31/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolasticm 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 HATTERAS-".. LOW, STANDARD AND STEEP SLOPE: .— —"—o _ gg— I (23nmm) 12JDnmt) (7,0mm) (230nao) I I•(230mm) (230mm) (230in11) (210mm)l 0 Na" I+-(25 mm) — — — (25 mm)--I IP40mm( T I ^, 9 318" 40 mm) ftrim 1,5-3: Rnlenhig 11alleraS SMllaes on Lurr and S' andord.Vopes For low and sUnd.ml dopes, rose five aWls for eadl Rill ILnitcrv<AdnClC as shuam tdm r. Exterior Research and Design, U.C. Certfflcare oJAuthorharlon M03 FEIC NON-HVHZ EVALUATION 1itam 15. is ro lenlnr 1lfinm r.WkVm on.Vnp.Vatrs For nrep dope,, tie Re nails and night ,ymas or mphalt rom0og cmicut for each full IlAnerti shingle :u shmu'ahme. Apply I' 25uw1 dianiour Fivis of roofing ce mnn (,LSTV n 459611•pe 11 uig;,rucd) amler cat h lab cotmv. Prtss Athiet Into platt: the not mpose Cemnn. CAu'rlON: Tuo much rooang civion ma ratae shingfe+to blister. Evaluation Report 3S32.09.OS-Rll FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge for HatterasTM: 6.10.1.1 Option 1: Accessory for Hatteras r, Figum 1544: 18 tbree plece units sepamte to make 54 Hatteras Acs essory sbingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9,. 230 nlm) I I I I .J Fas ea I I gi 18„ (460 MITI ) %d&\ L — — —1— — — 1 18" (203 rnm) _ r r Sues 460In Cap. Cap Cap Cap Shingle Shingle Shingle Shingle 93)a l2no rem Figure 15-20. Cut Hatteras sbingtes to uutke oncr cap. Figure 15-21: Installation of caps along hips and ridges 6.10.1.3 For ASTM D3161, Class F performance use BASF "SonolasticO NP1T" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATEt.HIGHLAND SLATE""-IR: LOW AND STANDARD SLOPE. STEEP SLOPE: MImi-Dad"roqu6u9 six ream (h,o nn, intlell"ao.d o,Nv Figure II-.t Use FNE mills for ewy 14bland Slats sbbrgla Ilse FnB nalls and RIGHT spots of asphnh roofing cement* for each full I Iighland Slate shingle. For Mlwd-Dade, SIX nails are required. Apply V diameter spots of asphalt roofing cement under each tab comer. Asphalt roofing cement meeting ASTM D4586 Type 11 is suggested Q11N Wa i O,a..J R,a.y r t• ps 11-INa,rpite D"Cmn su Qd—,arNb t•P a TI rat 4olt[tl ont Mu r. . r• aiaNuaw.nl -- Roofing 'an Figure /I-J& Use IM nags and elgbt spots ofarp&W roglTag ctoramI under eacb lab corner. CALMO,N: 8xetssire use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate',, Highland Slater` IR: Refer to instructions herein for Cedar Crest'"", Cedar Crest'" IR or Shangle RidgeT1 hip and ridge shingles. Exterior Research and Design, U.C. certificate of Authorization #9503 FEIC NON-14VHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 IITRINITYIERD 6.12 PATRIOT TM: LOW AND STANDARD SLOPE STEEP SLOPE Use POUR nails fur every full shioglc loaded as shown bclo%v. Im1 1155 ttrol Ir- IMS' —(•— I}UT — - 11-W - M-) rfllUri offs* Use 1'fIUR nails and four spols of asplull roofing ctmenl for every full shingle as shown helow. Asphalt rooliing cement mceling.lSTlf U4586 A -pc II is siq —sled. ,%pply 1'(25 min) slwls of mliludt worm anu7tl :is shown. CAUI10N: Excessive use of ruoGng cetneal can cruse shinglL to blister. T — _ Hootlap Li nenl AL& (MOM —I- ,imp I 6.12.1 Hip & Ridge for Patriot•": Refer to instructions herein for Cedar Crestm, 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 1507.2.7.1 / R905.2.6.1. S. 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 CIA 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, I.I.C. Evaluation Report 3532.09.05-R11 Certlflcate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 w J Florida Building Code Online FLDAIOA OaPAll , aM 0 8u,siness 8 Professional Regubation BCIS Home I Login I User Registration I Hot Topics I Submit Surcharge I Stats & Facts Publications FBC Staff I SCIS Site Map I Unks Seam F OIICb r 1i Product Approvald1 ; I USER: Public Uses Product Approval Menu > Product or Aeelicatlon Search > Aeell atlon ict > Application Detail 0 FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrSp.com Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 . 778)945-2891 eloiano@interwrap.com Quality Assurance Representative Address/Phone/Emall ' Category. Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or. a Licensed_ Florida PPofesslonal Engineer Evaluation Report - Hardcopy Received - Florida Engineer or Architect Name who developed the Robert'Nleminen, Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W: Kneievich, PE 0 Vallda6on Checklist - Hardcopy Received Certificate of Independence FL15216 R2 COI 2015 0i C61 NI min n.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code• http://wmv.Horidabuilding.org/pdpr_app_dllaspx?paecn—wOEVXQwtDgv3yVVIUZIQRAdhyl2u8kQOQyljaHhVeiOpVSvxwSdCoQ%3d%3d[M4/2017.1:57:59 P.M]--..... Florida Building Code Online 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS216 R2 II 201S 04 FINAL FR INTFRWRAP RHINOROOF 171 15216- R2TodfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verifled 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 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2T12df Created by Independent Third Party: Yes Bar. 'eSi Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florldn.:: Privacy ctatpmen[ :: Accesslbnity Starpment :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a publlc-records request, do not send electronic mall to this entity. Instead, contact the officee by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(Sj, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Dep. b. ent with an email address If they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick b2lp Product ApprovalAccepta: Credit Sate SCCUrItym mtICS' hap://www.floridabudding orrg/pr/pr_app_diLnspx7parau vGEVXQwtDgv3yVVKIZ1QRAdhyl2ugkQG%,IjaMVeiOpVSvxwSdCoQ°/aid°/.3d[gR42017.1:57:59.PM] ... 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) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 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 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: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUEDCOMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I 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: RobertJ. M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E on 04/27/2025. This does not some as an electronically signed document Signed, sealed hordooples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD 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 I ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4, Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. 5. This Is a building code evaluation. Neither Trinity 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. C") l TRINITY I ERD 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 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3,1507.5.3, 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: En tity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ7002 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 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, 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. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD 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 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. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoofU20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof 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 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 140510.02.12-R2 Cerri lcote ofAuthorizatlon 119503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 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 certaln 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 Authorlty 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, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FLIS216-RZ Revision 2: 04/27/2015 Page 3 of 3 fT'RINITYIERD 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, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 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 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: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The tacslmlle seal appearing was authorized by Robert hileminen, P.E. on O4r2712015, This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named dient CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity 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. I- ___ ) TfR'INITYJERD 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, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 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: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/24/2014 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 D226, 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: 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 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. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof 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 manufacturers published Installation instructions and the requirements for ASTM D226, 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 140510.02.12-R2 Cents lcote of Authorization rI9S03 FL15216-112 Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 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 RhlnoRoof 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 Layer: 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. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for Information on plants covered under Rule 61G20-3 CIA 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, I.I.C. Evaluation Report 140530.02.12-R2 Certif sate of Authorization N9503 FL35216-R2 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code online aCIS Home I Log in I User Registration I Hot Topics I Submit Surdwine I Stet a Facts I Publlcatlam I FBC Staff I BCIS Site Map I Unks Sean hTW f Product Approval USER: Public User Product Aooroval Menu > PmMd pr A2g1lyotlon Search > AMjlcutlon Ust > Applieatlan Dstall FL t FL3792-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technlcal Representative Andrew Carter Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessorles that are an Integral Part of the Roofing System Compliance Method Certification Mark.or Listing Certification Agency Mlaml-Dade BCCO - CER Validated By Mleml-Dade BCCO - VAL Referenced Standard add Year (of Standard) Standard Year Mlaml-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httpsINvww.florldabulldfng.org/pr4r_pppjUaspx7param --wG EVXQwtD qs FgP?iXouzzgPGbe%4di(Ek7oGQ6zyYrrn k%3d 1/3 4/20017 Florida Bullding Code Online Date Submitted 09/30/2015 Date Validated 10/06/2015 Date Pending FBC Approval Date Approved 10/09/2015 Date Revised 08/16/2016 n, aryo13 Produc s'---•---• .., ... r . '. a... _ _L.:...--••--•----:., .. .... 4...,.._._. _ _ . _— ... . ..._..__ pL ii' M- Jsi, -Number 3792.1 135 Root 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 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be Installed on roof mean heights greater than 33 feet. 3792.2 730 Roof Louver - Limits of Use' -- Approved for use in HVHZ? .YAs , Approved for. use.outslde HVHZ:, Yes Impact Resistant: N/A Design Pressure: N/A . • ' Other: 1.•Refer to applicable building codes fbr required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers. shall comply with applicable bUilding code. 3. Lonianco's - Mvdel.730,750,77.O'Rdof Lduvbrs shall not -be Installed.on-roof mean heights greater than 33 feet. . Descrlptilon`', Aluminum Roof Louver Certification Agency Certificate FL3792 RS C CAC Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf QuaUty Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 adf Verified By: Mlaml-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 Aluminum Roof Lower Certlficatlon'Agency Certificate - FL3792 -RA Lornanco 700' S 'ri s - NOA 11- 0602.04.odf' Qua lltyAssurance Contract Expiration Date 08/ 16/201'6 Installation Instructions - ' FL3792 RB I1 Lorrrancd 700 Series - NOA 11-0602 04 Ddf Verified:By: Mlaml-Dade BCCO - CER Created'by Independent Third Parry:. Evaluation Reports L3792• R8 AE Lomanco 700 Series -'NOA'. 11-fl607'.'64nbdf Created by Ihdependent'Thfrd Party: Yes 13792.3 1 750 Roof Louver I Aluminum Roof Lower I 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. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4 f 770 Roof Louver Limits of Use Approved for use In-HVHZ: Yes' Approved for use. outside HVHZ:.-Yes Impact Resistant: N%A' Deslgn Prsssure:.N/A' Other. 1. Refer to applicable building cb.46 -required" .. Ventilation. 2.. Lomanco's Mod73 el0,750;779:koof Louvers shall, coinply with applicable buiding code. 3:.L'oroariGo's Model 730,750,776 Roof•Louvers shall not be-instelled on roof mean heights greater. than 33 feet. . Certification Agency Certificate FlL3792 R8 C CAC Lomanco 700 Series . NOA 11- 0602. 04.odf Quality Assurance Contract Expiration Date 08/ 16/2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602.D4.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series NOA 11 0502 04 ndf Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certfficate FL3792 RB C CAC' LgNanco 700 Series'- NOA 1i- . 0602: 04ib'df Quality. A'ssuranda Contract Expiration Date 08/ 16/2016: Insia Ilatloh Instructions FL3792 R8 'It Lomanco.700 Series - NOA 11-0602.04;odf Verifled' By!':Mlaml-Dade BCCO CER Created by Inde'pthdent Third Party: ' Eva141otlon Reports 1 3792:R8 AE Lomahco 700 Series - NOA 11-0602 04 cdf Created hy. Independent Third Party: Yes 13792. 5 1 770D Roof Louver I Aluminum Roof Louver I Limps of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709.09 odf Quality Assurance Contract Expiration Date 10/ 04/2020 Installation Instructions EL3792_ RB-H NOA 15-0709.09.Ddf Verified By: Mlami-Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports hops' llwww.floridabUlding.orglpr/pr app dtl.aspx?param=wGEVXCIwtDgsFgPhXoua9PGboV4dlkEk7oGQBzyYnmk%3d 213 4/28/2047 Florida Builmng Code Online FL3792 R8 AE NQA 15-0709.09.Pdf Created by IndependentThlyd Party: Yes Contact Us :: 2601 Dlalr Stone Road, Tallahassee FI. 32399 Phone: 550-487-1824 The State of Florida Is an AA/EEO employer. Coovrioht 20D7-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Flarlda taw, email addresses are pubnc records. If you do not want your a -mall address released In response to a pub0arernrds request, do not send electronic mall to this entity. Instead, corded the alike by phone or by traditional mall. 1f you have any questions, please contort 850.497.1395. 'Pursuant to section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees Itcmued under Chapter 455, F.S. must provide the Department with an emall address If they have one. The emalls provided may be used for offldal communlatlon with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide tho Department with an amall address whldt an be made available to the public To determine If you are a Ilcertsee under Chapter 455, F.S., please dick bale,.. Product Approval Accaptai Credit Card Safe M(psJ/www.Wdabuilding.orgtpr/pr_app dtl.aspx?param=wGEVXQwtDgeFgPhXouzzOPGbeVJdlkEk7oGQ6iyYnmk%3d 313 MIAM MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES WM) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamid2de.gov/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: "Miarni-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 bas'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 No.15-0831:07 and consists of pages L through 9. The submitted, documentation was reviewed"by Gaspar J Rodriguez. NOA No.: 16-0510.28 Mwr wnne couNrr Expiration 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 100(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 5" TAS 100(A) Embossed aluminum static lowered 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 LO CATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identfiier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction•1Vlaterials LOM-013-62-01 TAS 100(A) 05/21/07 Technologies RRWA-001-02.01 TAS 100(A) 07/29/15 NOA No.: 16-0510.28QMLALMMADECOU Expiration Date: 08/16/21 Approval Date: 06/30/16 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 tafters 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 an=bw 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'/a" aluminum annular ring shank nails. With the first nail 1%" 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" fromroof 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 publishedliterature. Minimum Slope: 2:12 NOA No.: 16-0510.28 riwwraFouaoecourm Expiration Date: 08/16/21 JAPPROVED1 Approval Date: 06/30/16 Page 3 of 9 Tradename: System Type B Cutout: Installation: Model 750 Roof Louver Mechanical attachment of ridge vent system over non-stiuctural, 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 undemeath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %s" 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 Net_ Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LEWTATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 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 shall'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750;750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the -Florid' Building Code FBC) 5. 'All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. CMADE 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 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B i CMIAMI-DMADE =UNTY 6 NOA No:: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER NOA No.: 16-0510.28 MIAMFD M9 COUNTY 11411 Expiration Date: Q8/16/21 Approval Date: 06/3U/16 Page 7 of 9 DETAm C MIAMI•UADE COUNTYJAPPROVEDI NOA No.:16-0910.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9. 4/28/2017 Florida Building Code Online YxtCl ' 1 'p' X . jam_ . • .-. `T .. i!Y.6g,L _ • • + --7i:Ib ` r" r MW SCIS Home I Lop In 1 User Registration Hot Topic Submit' Surcharge Stats !t Facts Publications FBC Staff { BCIS Site Map Links Search Product Approval USER: Public User Product Aporoval Menu > Product nr Application Sea rd> > Annllcation yig > Application Detail FL 0 Application Type 1 Code Version I Application Status Comments Archived Product Manufacturer Address/Phone/Email it a •. •. t.... . 1, Authorized Signature Technical Representative Address/Phone/Email M• .- ;- + i Quality Assurance Representative Address/Phone/Email Category I' •+ '.' u' •3 Subcategory Compliance Method Certification Agency Validated By C - r' Referenced Standard and Year (of Standard) Equivalence of Product Standards 4 Certified By FL158-R8 Revision 2014 Approved Approved by DBPR. Approvals by DBPR 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 cparrino@castcrete.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 Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI 318 2011 ACI530 2011 Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.orgtpr/pr ppp dtl.aspx?param=wGEVXOwtDquegl%2bT71p/p2Fl92gnRzHNulccj5pgLXkU6g°/p3d 1/2 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Sumina 'ofProducts FL # Model, Number or Name Description 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903.03.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03.Ddf 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 11 NOA 14-0903.03.Ddf FL158 R8 II NOA 16-0126.03.Ddf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road, Tallahassee Ft, 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.467.139S. *Pursuant to Section 455.275( 1), Florlda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4S5, F.S., please dick ham. Product Approval Accepts: tLhd Credit Safe accuritymE-rftics- littps://www.11oridabuilding.org/prlpr app oll.aspx?param=wGEVXQwIDquegl%2bT71%2(F192gnRzHNulcgJ5pgLXkUWlo3d 212 MIAM I•DADE AILAN-11-DADS COUNTY e PRODUCT CONTROL, SECTION DEPARTI•IENT OF REGULATORY AND ECONOLKIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADAIIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) %v%vtv.miamidade.eov/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 (Iri 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 put -poses. 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 Miatni-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) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Pan•itio, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets l 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 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 manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. If'any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the -manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Malcar, P.E., M.S. I I NOA No. 14-0903.03 MIAMIDADECOUNTY J fI 'L'"- Expit•alion Date: 09/11/2018 Approval Date: 10/09/2014 2° 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, titled "Precast and Prestressed Lintel Details" street 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmving Alo. L774612, titled Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 ql*3, prepared 61, Craig Parrino, P.E., dated Xforch 24, 2003, last revision #1 dated April 28, 2003 both dra rings signer/ and serried by Craig Parrino, AE. B, TESTS 1. Test report on,lexural testing on 4 ", 6" & 12 " Precast Concrete Lnrtels Filled and Unfilled kfodels, total of (13) concrete lintel specimens, per AST11 E-529-94, prepared by Applled Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by Chi-istopher A. Hamon, P. E. C. CALCULATIONS 1. Calcudations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System kfamual for Coast -Crete rllachine rllade Precast Lintels revised on r11al, 1, 2002. 2. Cast -Crete Quality S),stem rllanual.for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated ,/larch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated rlfarch 24, 2003, lost revision dated Mcn-ch I1, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. B), H is nl-Dade Courrtl, Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. Hihity A. Maim-, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Presiressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 mrd Drawing No. LT4612, titled "Cast -Crete d ", 6" & 12" Lintel Sa/e Load Tirbles", sheets l through 3 0/ 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision doled Harch 1l, 2008, all signed and sealed by Craig Parrino, P.F,., on Adarch 22, 2012. B. TEST'S 1. !Vane. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Xtiami-Dade Coma), Department of Pernritring, Finpironment, and Regrrlatmy Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cost -Crete Corporation, dated February 03, 2012, signed and sealed by Cralg Parrino, P.E., certifying compliance with the Florlda Building Code, 2010 Edition. d. 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 ATi uni-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. UWny A. ivlaicar, P.E., M.S. Product Control Unit Supervisor NOA No. I4-0903.03 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. Draining Alb. FD4612, titled "Precast curd Pt•estressed Lintel Details'; sheet 1 of 1, prepared by Craig Parrino, P. E., dated r1 larch 24, 2003 and Drawing Aro. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I 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. B. TESTS 1. None. C. CALCULATIONS 1. Calculations. for Cast -Crete Lintels, elated 0811912014, pages 14.201 11u•ough 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D, QUALITY ASSURANCE 1. By Miarrri-Dade Count), Deparlrnent of Regularmy cmd Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, hrc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., ce lifyiug compliance with the Florida Building Code, 201-1 Edition. He[ . Malinr,11.E., M.S. Product Control Unii Supervisor NOr1 No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 3 N AST- RET6 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE .1. TYPE 'A'_ S_71RF Zal l le• I Ie_I i I ivaeKwtmvt, iimW-100r al a % moms 4" SOLID LINTEL DATA TABLE f1L111[FI If rrl.>f yi Q lr I>. r.;ns.tQ'y 3i 6" PRECAST U-LINTEL DATA TABLE a r l aa r ., ,11• R ma v r o©va ZLc=I fL.,r,•r El L'7r,iivnO r$vr:*:a rur1,,, r'd19T71'1.LTrza©clta if QSr r'9 0 fSILE m7 L7fi*1S1 i1T Pd9O rr•.nrri•rzmra rL: rravrra r rrarvrv. rta a tn rrvravo n rr rs>. rFil rrxrvau r,r r>• r amri.r rrff, rr>avcz o eRF1aETc tLa:.t uim rsus=ulAmrueyo LBSIi ECMC/OO EVE& ta7iaria1f iclCltav©EnTEcom 1®[LLellEx LLFQI E= KZUr urlsls:.+r vmE V mVtS t[! rmr rlarLLu y®KMM ao r rz*ncuaraesmrv®tea o. rdaE QtatiL'1rL1ii J Onmll i r•® rEa.s m F ma L+ rslmL r LarLa..._arrmri fOC]iE]Cio rE yp{IS7 tFli^.lmmrr T 61Q]iE1CiO r•_sC7 a9a rtllsJ Rl" a,a+ut rLUL a,arass::l lalaacyo12ULUM"r An griodou:arLlrMnrr>• arf+Erso 12' PRECAST 1w/ 2" RECESS DOOR U-LINTEL DATA TABLE rlR3 IIDIRLL7ARf DOOLND M FROMHO FUR I""I A/ W,05 r al, n CD,L n U AND CA 07 sr areco ID DR R[nR.IALD IDIIIDIlr W MW WX"EW CWW C -CLUr L'SA. DID. 1. R1MrOSLRM "UU f/U W A= AS1s1 /.l 04 AM RR RR1q • R®rIO fODM1Y1 . us .R 0- —tu . 000 m ssuR IR un ... • IMr6 TU MI& AR,11MR W R>rmrA ftl D A" iLM11D RtY cORttlt[ —M r.. R000 m NR ALL R m no 11: aKM r— fA[Y no s/ 1# ROURmIM cAm Me uAunR - Y. w rl 4 =.a; r.. 2000 M MR . re. uRau mRan . 4 iX111 m R1R00t[LM a rARR m 110RL1 R110Ra a RDnOs [I[R Rwu R[ an RAQ oRR RF11 W a rYiA .1 [Rn s sn"s rxu MCtl O10. MI R WR it MCK YSIrLs ALTO IIWrR01 im rDR1l V'• GEN • O'; rRonucrldSwsRn tl mDDI Ih. FlDt;dR 0.4 x a. 1111 BwId;NClce W t#- -oG, pLDlrmZA1& S G //'/Pr,••;- CRAIGPARRWO r, OR%Q.Gt 6324CR579 p IaCa . SEFFNErr'AS;FL 33570NALSA`4' fl P E LIC. O aa7+ 56 PRECAST AND PRESTRESSED LINTEL DETAILS Fxr xu¢1 Wf01-1R 1" 011, M ACIAOR SAIL, AS sw" AAi4 3/=vm 0tat0 rr: CMA rAWA i W3= IDUI! &am 1 0/ I GENERAL NOTES I) Y.Uridc I'e 4' premtl lild . ]OGo p rc pt Ixboo Geld - rr prod = 4'000 e r. ntral. rtMa.nry mA. per O90 dN net rm e.rrpr.rain .Ire 190U pd t per NIS 1, r. Mar I.,ASIr ASIYQ709'D• Y w S 2) N Oda Mad todn basil m mrkrm 4 Ut21 rdmM I.r6q r= ec!km Sefo Mw. for Gid NJ. IT3/ .rw 19t0i al b r.A,.d 67 St a M.* Lnplh U le" 9- a 1/2 irlra 3) h—id. UI Hades bd cod hood W.U. 4) P. amber b p.entMsb WIDdO U. p.nmd re*XGW tW prcd: 40 G.Y added I.W. }_ I1S L ./ 14% rd.atbn 1423 tf a1) 1222 of 14LLq 5) AS Gdeb r:•d r erred V350 dell.dion i—! 1- Utd ry 6 A we it-4' Y I.AW me' 13 or eaeel L/160 da11«Ikq Iles b Seil.d 1. mnQ— map1+q IIe R dda MXM Coda Sedbn 160411 m .ppFntle. 5) a.. Tercel fntab an 7) 4' ..Gel k4b t. b. iwtdld ./ 4' rm i m wb td .d a' d m—:- .Ural e) I.Ia1a9r /dt«hmed d fmtd wt rrapy t 0i Ua —Q.W d aril/. W tww 6 . c,& e) o by mwkutowgNmmi- r crdim des dd-abod . q imN fan .1 - Pest 10) RR - Nat Rated 11) adt- rdd added robw to b Mcdd ei Ow bottom d le. rmW cocIL7. n?F D CI .NATIl7N rr-mm. m,on.t/o-, rwamr.s mw u 1 crlpu or um 12F16-28/ 21 T mrtevYJ J ` awmf. ir !•e'` t•:t _ ever m aro. a ,Y 1Rm3 1 5 ' ACTIIAI anlr .vatoo pi,LWm 12' NOMINAL % 71M 12) 1' A 12' Udds — ra.•ud—d ah 5-I/I' Un1 tot h. d IM enw 1. wermd.0 verlied «l reidurng end W..Wa 13) 71. adenr arlera d frdds imtd'sd n extent rnuel. rtp ty Aro .Im IM 4 e. wq .1 sW— q*l d b «aordrre .Oh ASN e-m u oAn .plr.r.a emWp 14) Unlds bodes simN4r - l/ xh 1.r0cd S= r u.Ell) rM h,r4aotol (W-* 1 .b da7d 1. dretd f.r IM 6 a'1 . Ua f.oa.ing egwlre Appid fUd bad + NWd brb.nld Ud 5 IA 52..rlkdbdSof. W..rW bod 15) Fr = p>dU uiel hybb cd dw. % — .ok 1 .0 from eel I— Mitt A- 16) Fr field %V). „d sh m, bs..M boil fnm (nd WW 1.4th dr.n. I7) SoM laab .n spin p—A a 11*.. lows 1e) S. M boft b.d an n9ond dedpn napes pff An 53W AO 31e 19) nidartdAddlimol bwnveU .... uy or la (RCLN .bon the dt1e b I SuddebS.eddiionl 1/2' CLR a 4S8 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATNG FOR EACH ADDITIONAL RENFDRCFO CNU (RCHU) FULL COURSE 15 RFBAR FOR 8- LINTELS IS REBAR. FOR 12' LINTELS or GPM 6U8 6F8 6F12 GF24 CA:ST- R TE n. SAFE LOADS FOR 4" SOLID LINTELS 14.1— GRAVITY TYPE LENGTH 4S8 Y- 6- (421 PRECAST 1180 4'-0- (48' PRECAST 959 4'-6- (541 PRECAST 789 5'-10-(70-) PRECAST 460 6'-6- (781 PRECAST 360 7'-6- (901 PRECAST 260 9'-4- (112j PRECAST 156 10'-6'(126j PRECAST 116 12U B mLE.- CAST-CRETE FILL ROL• CM15- 14 4war c-am UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'-6- (42-) PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 T-10-(70') PRECAST 407 148 8'-C (781 PRECAST 356 118 7'-6- (901 PRECAST 280 87 9'-4' (112') PRECAST 187 55 10'-67(1261 PRECAST 152 43 12F8 12F12 12F16 0 i84 mv- 4756 4", 6" & 12" WYre Art Jow AI w CREQLo In c" FARM I.F. 121`24 12F20 PROW-TRRvislin ee mmpt74rr tith the Ft. i, b uWidi tL_ Araptenca Nd/ o of o apinfiw Urfa l BY LINTEL SAFE LOAD TABLES NJ1 1tf, a0, WSp 01G1RtG:M L14612 SHM 1 0f 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS Cware wn SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-IB 6F12-18 61`15-19 00-18 6F24-18 6F26-18 6F32-1B S-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 1554 1807 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1B31 2850 4328 6737 8297 9357 7--6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (112' PRECAST 5B4 660 1056 1523 2084 2795 3731 5017 10'-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 425 477 744 1042 1377 1769 2238 2808 IS-4-(1601 PRECAST 373 417 646 595 1170 1485 1852 2285 14'-O'(1661 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4•(2081 PRECAST NR 299 455 620 794 985 1198 1437 A) 1HE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS FAR R- PRFCA.RT IIJ [WTI:[ C C 1wn SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-6' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6- (54' PRECAST 416 609 344 5'-10-(701 PRECAST 300 350 198 6'-S' (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 58 11'-4-(136-) PRECAST 139 311 49 12'-O'1(1447 PRECAST 131 277 44 13'-4'(1601 PRECAST 117 223 35 14'-0-(16n PRECAST 111 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE CENTRAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS C"W-4-m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6f6-11 6F12-1T 6F16-IT 6F2D-11 6F24-IT 61728-1T 6F32-IT 3'-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0- (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (547 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10-(701 PRECAST 831 1222 1600 1979 1 2357 2736 3114 6'-B' (78') PRECAST 723 1097 1437 1777 2117 2457 2797 i-6- (901 PRECAST 648 86304 1249 1544w 1840a 213510 2431 9'-4' (112') PRECAST 575 571M 980 1252 1492 1732 1972 10'-6'(126' PRECAST 514 462(o 787 m 1121 1336„ 1551 1766 1f-4-(1361 PRECAST 474 404tol 685 m 985 0, 1213 1442 1645 12'-0'(1441 PRECAST 454 3671n1 619 888 1093 1299 19 1506 13'-4'(1501 PRECAST 402 3011 516 736 906 1076J 1247 14'-O'(168-)PRECAST 368 285 475 677 832 989 1145- 4-(208-1 PRECAST 253 208 33B 476 585 693 803 f) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 PA G' ENS O% 44 1•RODUCr1UlVi8g, BWWI N'Vi Mii6 iLc nur{y, I•JOt -an x. - ° t T. 07 T•. < R1 ••\: CRIUGPARRINOFS• ..•. G 6324OR579 SEE GENERAL NOTES - SHEET 1 OF 3 ,,S;ONA; .• FNERFL 335w nCbnvol No RY REVISION —DATE- Siam CAST 4", 6" & 12" LINTEL SAFE LOAD TABLES cENERAL REVISIONe . ' r nu um. c3sm-14 I mourn er. low 4euw reV.If. n.0 cam. n/: 1/01 cucem Itteat mm P.E. cm. n0. u1s4 aan¢c lm. 1ua: L¢4 t or a SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FOSAFE LATERAL LOADSRSYPRECASTI1.LINRFES SAFE UPLIFT LOADS FOR 12' PRECAST U.LINTELS 4CMT-4^m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 12FD-28 12F12-26 12F16-28 12F2o-26 12R4-2B 1325-28 1IF32-28 S-6- (421 PRECAST 3428 5000 5838 7619 9352 TIM 12755 14438 4'-0' (481 PRECAST 2923 4232 583B 7619 052 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 14434 6'-6- (781 PRECAST 1353 198E 2579 4196 6421 10032 12755 144 7'-6- (901 PRECAST 1138 1626 2131 3218 4675 6756 2763 1352!} 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 43M 5632 11'-4-(136' PRECAST 518 145 1112 1149 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206 C. 13'-4-(160' PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-0'(1681 PRECAST 321 720 855 1204 1584 2017 2451 3106 cu 17'-4'(20n PRECAST N.R. 451 531 881 1141 1428 17501 210 19'-4'(2321 PRECAST NA 3431, 477 700 925,4 1152,j 1380 1609 III 11E KWNEIS N4 FANEAl IUM ARE PERCD1r I®UCMMS FOIt Q7ME 40 MD ADDED MAX SEE MONA NOTE M 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U.LINT61 S 4 -aT-4a n SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE M 12fF8-2812fft0 12RFI4- 12ff16 12Rf22- 12RR6 Itff36 4'-4- (521 PRECAST 2538 M2 1 5468 7594 9640 11669 13679 ISM 4'-6- (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-B' (631 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567EW 5'-10'(70' PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-B' (801 PRECAST 924 1430 2833 4415 6894 1034 12574 14E101) 7-67 (90-) PRECAST 703 1203 2157 3494 5259 7922,j 9623 1132q 9'-8- (116) PRECAST 389 843 1451 2157 3203 4421P 5417 6380( II) THE WOE15 N PAFTA M66 ARE FU MO MDll MMG MR MDF AD FIELD ADDED AMAIL SEE CIENDIAL NOTE M 4 Cam/ SAFE LOAD PLF LENGTH TYPE 12UB 12F8 RCMU S-6- (4n PRECAST 1295 4841 393 4'-0' (4n PRECAST 1295 4841 299 4'-6- (541 PRECAST 1049 3922 2417,1 5'- TO- (70o PRECAST 681 2547 155 6'-6' (7n PRECAST 579 2167 123$, 7'-6- (9n PRECAST 474 1771 914 9'-4- (1121 PRECAST 355 1326 580, 10'-6'(1261 PRECAST 306 1143 4540,1 11'-4'(1361 PRECAST 278 1041 38 12'-0-(144' PRECAST 260 971 34 IS-4-(1501 PRECAST 229 857 278 14'-0-(1681 PRECAST 216 809 251 0. 17'-4- (2051 PRESTRESSED N.R. 6 16 19'-4'(2321 PRESTRESSED N.R. 534J 130 V nVIC 10 SAFE LATERAL LOADS FOR ar o.... or...r"-oa:ra:en nnne a "-.m c M/ SAFE LOAD PLF LENGTH TMPE 12RU 12RF6 RCM U 4'-4- (521 PRECAST 1295 3692 258 4'-6-, (541 PRECAST 1213 3458 2417 5-8' (6n PRECAST 784 2236 165 5'-10'(70' PRECAST 747 2129 155 6'-8' (801 PRECAST 602 1716 117 T-6' (901 PRECAST 504 1438 914 V-8- (I IS-) PRECAST 355 1011 5 911 SEE GENERAL NOTES - SHEET 1 OF 3 CMw+_ SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TMPE 12F8-21 12FI2-it 12FI6-21 12FM-2112F24-IT 12F26-2112F32-2T 3'-6' (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (481 PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(70' PRECAST 1623 2527 331D 4092 4875 565B 6441 6'-6' (78') PRECAST 1444 2269 2972 m 3675 4378 5081 5794 i-6- (901 PRECAST 1267 1767 ,. 2583,3194J 3806 4417 5028 9'-4' (1121 PRECAST 1028, 1171 n 2006 2590 3087 3583 4019 10'-6'(126) PRECAST 920 9-47 1612 2281 2764 3204 3653 1Oil1'-4*(1361 PRECAST 85B 829 I4D4 1982 2441 2902 3364 12'-0-(1441 PRECAST 814 713, 1269p 1788 2201 2616 3032 IS-4-(160-) PRECAST 678 633 1057 1485E 1926 2169 2513 14'-0-(168') PRECAST 622 0 5851.1974 1365 1679 1993 2309 17-4'(2081 PRECAST 434 427 695 0 964 1182 1402 1623 19'-4'(232-) PRECAST 366 j 370 593 817 1DD2 1187 13720 I) n¢ w9m IN FAUKH SS ARE RP,CfM FSDUC1f11S FOR CMK 40 FIELD MOED IEWL SEE MERA. NDIE la 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS OnnR im [nrToi Q 4 iwn SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 12WS-21 I2RF10-2112RF14-2 12A - 12RF22-2 IM6-2 LMSO-21 4'-4- (521 PRECAST 1626 2685 3746 4806 5867 6928 7989 4'-6' (541 PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-B' (681 PRECAST 1210 2042 2850 3658 4466 5273 6031 5'-10'(70-) PRECAST 1113 1984 2769 3553 4338 5123 5908 6'-8- (80) PRECAST 10201 15M 2426 3114 1 3802 4489 5177 V-6- (901 PRECAST 904 4 1226 2163 2776 M90 4003 4617 11(I') PRECAST 703 0 771 1472A 2181,j 2663 3145 3628 1ANSERS W NAIRFRMRETIJ SANEFLWWCDDI6Fall! ENO** 40 FIELD ADDED RCNA0. SEE GDVA1 rant NO. 4 447 Q Efl P / CRAIG PARRINO 4, C'-RISM CR579 OfVAtE.`, SEfFN6R. PL3358/ A,Sol 4Al A4A443 FI. REILTCa3F0. 44M KODUCE ILF. VISM n'MPIT" E w Ul IN Plulfda 9uldin3 C.& Awlpan¢ Mo 0 0 0 3 P Ip'nrbn Dale J2 1 8 1 Nda r. uel ,,, I CAST-CRETE 4", 611 & 12" LINTEL SAFE LOAD TABLES FILE NAIL• LMII-11 411 MU m: AdURWO Sr.l r. N.TS 09. 3/24/ 03 CNECAEO RI CRW PA mo, P.E.- RED. a M56 N0. M. [F[FI 3 OF 3 M IAM I-DADE MIAMI-DADE COUNTY 1WWA" PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Streel, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miuni, 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 AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and scaled 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 manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA 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 Hglmy A. Makar, P.E., M.S. NOA No. 16-0126.03 ontMiaruneweeunr Expiration Date: OS/21/2017 4/2 $ 12 2017 Approval Date: 04/28/2016 0 0/ 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 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet I ojl, 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 I& 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. 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 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 #20-834S dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for 04 rebar by Birmingham Steel Corp. 7. 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 94 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for 94 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. ProducrControl 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 M-M20749 dated 04105196 for #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 401-0209.03 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 42 dated January 28, 2003, and Drawing I& LTB, 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. wz_ iy 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-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 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, P.E. 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 # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (WC). 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. W 01 H 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 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., 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 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 (PER). 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. 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. n. 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. Lz::= / az H 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 - 5 AST-CRET HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS RO1DUCTRLNEWED n wmpy! V with the Florid, BmldlnR Cod: Amrqw— No1DD II n TYPE "A" STIRRUPS 7/32"/ BAR M STIRRUPS 6 U ELS STIR UP DETAILS saw Iva. 8" PRESTRESSED U L7/ 32"0 BARPS STIRRUPS Yn INTEL STIRRUP DETAILS saw c— DATABLE ILJ Lrt llvvJ w llf 9 77 77!!{{siRt_illfi'7iit M mEMWERVti3'11f1 liVEt3 iILSS>i 0 LEI= mVt3?aGi V i1 5G3iCiI16 0 m r®v®umiv m.o vtx,.1:.OQi VLT I fD Ti li0 IiY OrNa:K r®m 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE i i YtE-T'li.:su:L•ICE EI:frre rI7Ki7iT.;Z"Ei"a T4*•.iolfbeimd MLLEf adfTr V ESQi7r©QO r< lmiE iIW3" a i'ar2iL':iff V VtYi f 1MOULIN F7Q•11[iE©C]i[Eit! falR.4!!II mmT'Tt' mm©Lft>t rOCN® WVffi ro RUN URX"J1!!!4"M MM E990© W" me 1 mun AU—1 lm NC •S• sS.Lus YL mu uw Nt i' S1Yml sul ! • r .rrns LL . a L mu . n 37 • s imn un.0 e • ia. rau m X arson m[ •/ rl rl , TI 8" PRECAST U—LINTEL DATA TALE 1 6793Wm.i;%I11.Fnisl W, IM&A 1" Y[: LLC:11:1 1'1T I s 3I t7®i 7' al9I m[ bDl rtl'rgiDm:lmm1.a 4ulll>; 1.>lu Acm a vL•o my-71, rMlE: iErL i 1 liD[Y SiCfQt> Qtm Q7 rLl Fl l17 D*l SCEM IM r r uc nRnr.r»mr II>ot o 900 il lrm®IIl7m MEN ME ire ono mQ57I7 rx*-iuwa=ta%LW IMMO THIS PROMETARY WFDRMTIOH 6 PiMMED FOR PRODUCT APPADVAL. IT O PROTECTED IT CORRICNT LAWS Alm CANNOT IL RI ROD CLO DR OIITSLSMED CFOROM 191 rem YTRtTTts CONSENT OF tAST-CatE LSA. INC. 1. KROMIXQ STEEL 7/37 RAN ASIY 0I91 A E4. S. WOTEI THE TOTAL $"Ul TY SIMMS AND FS SLOAR 010L m ASW A615; 7/1S INCH DIAMC2 17oRL 1o11-ERARATgN PEMK=W REUSED O COUNTED STARIIRO FtM EACH Ism, Of Tll[ mPot= cm roE Caw" SRTARD ASTY A4lL L CXCSLTC STRUMNS: f.. mOS PM MR A• M. of STORMS . 4. THOI THE RDNfDLLt" Cut YODEL SHMM 7 ST11MS tl MMES MOS, f.. 4WD PM TOR ALL mcal S DUAI LOFTUS. FRON EACH om. L Es FOUNDS of m"l9rnm FIRERS RH L INITIAL fRES1R[SS folCl . 0.T0 S IR My*, or CDN"GIF IU7 IS UUO IN LIM Of MSUU= UNTIL RESWSCLW CADE L STRIffU10 sT fR[S ns m To SLSOT UrtDU AND H.MDUM FORCM EMS PAOU L,I1CTILCVISM) n CDD'Y•YI1R H'eh Ua Flualda Cod: 1k '. IADC: 1t;4KFlp!¢-o 03.02 A=pf 1i61Ulu• 2olL L, C W24 CR 579 O Iny S .........\ C N SEFFNER.FL 3Y64 10 FL. P.E M. NO.44756 a( JH O a t a:1/1.yy1l.1: lil'1:14 is711 fIL11:1 ;7v • • • L iG7IH y: I tTA769[.R`U1SI lam:[.1_IIrJ:rLlxf J,d sl'. ,MR: I t rl[A 'r1:ld ll lidrlYrli:!tIL 13!:1usu c 7;IfrI 1 l i9 mat«E 71!1l:L1 Lal{.Yh12 FIiYI c ' 1' '$a`'i ns7lnLS1.T N SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4-1-01 dre SAFE LOAD • POUNDS PER LINEAR FOOT TYPE LENGTH 8RUS 60-C3 9610-06 OU14-CO 616'1e-68 6a "2 W3D-N MG-1e MIO-15 apFl4-10 8*15-1e Un-ta MU-18 BR:3o-u 4'-4' (52' PRECAST 1635 1749 L. L. 321D 454{ 5421 6423 7557 ta91 520{ 6539 am 94n 1Da93 4'-8' S4 PRECAST 1494 IS9{ 3063 2992 3266 4946 5924 6904 1755 3619 520{ 6539 BOW 94n 10593 5'-8' (6E' PRECAST 865 920 1770 1716 2277 2a39 3402 3966 11a7 24al 4567 Mill e06 7917 9311 5'-IO'(70) PRECAST 810 am 1$53 1600 2124 2649 3174 3700 f1U 2342 4242 W9 7402 8706 6 -8' (807 PRECAST 97 901 1825 3120 5046 7747 1446 73W 9DI 1525 3120 5048 7915 6479 106 6" (9D7 PRECAST 66'9 755 1490 2459 3776 5743 7239 5023 75S 1490 2459 3n{ 5743 699a I l0W 9-4- (I18' PRECAST 411 466 999 15% 2253 3129 4091 3148152699156a22533129141505691 1) THE HUMEAS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBA)t SEE GENERAL NOTE NO. 4 GENERAL NOTES 0 udeddc f. a' pra..l Add . 4wo pal f. prutr.n., 6w1 WW pd fa Ond - 3000 ed o'p mo1r..1 IecO e44ryabr",V mn.vp ..h (tln -. l79 n ruAm.n od wW A501 A615 ed W prnlms.nq elr nd ASDI A411 GW I70 In rWLcdlwmrl.r per ASW Moo by R . s 2) Al .e% I" W14n W.4 .. MkiM- 4 halt nefWA be l* ES.t9996 Sd. I.I. IrMi Im 1 A.h Iona th . b 6` 1 2 ,d7rs . 3) h." td aad.f b6 W hed *h 4) TU 6. 1, d= zbf.An Dan e9d1rdad;. 1« a 413 j® 3k T-C I1dd a32-I6 ..b net bw - 647x o6 153 r.6xf n 4 $172 ) . Fidl pa 5) Y Fd I t Y eaerd L 2 ddkdloF -b FlfaWeap1e.4uf feW 17p 6F6 f7-f W a _ 6 V100 icum Dn is 6r3d I. ordA•rd a; Ur rwwa "an Dre S-s IW411 a g90m61. 5) Shm SId Lt9i a tW d. 7) 4b. 17 rek, may be s*s5M.6 Iv ar. /3 ntm il% w.Inrh.d Qd G6dmulaopb .23 0u rNUd.nl by mMkWw --b ve h`" m 4m'-w-b- d n.1i19I- tb. Ia. d .yp.L 10) NA - lad Itld 11) IlAl- SM .dial fdoa b h bald d Dr b0.a .1 t1w idd SAFE LATERAL LOADS FOR 11" D2F/:A41T ud 0" DFf:F-C471 nnn 11.1 DITFI A 4- 4_ r SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'- 4• (52") 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 V- 8- (8n PRECAST 595 788 464 7'- 6- (901 PRECAST 509 674 363 9'- 8- (1161 PRECAST 370 490 214 SEE GENERAL NOTE 18 11) u t b . 1 cI r w 1 6-1/1• ley rids d O. ud. 1. .[eaaod.1. n0a1ededtru7yrttl1ra6.y. SAFE UPLIFT LOADS FOR S" PRECAST w/ 2" RECESS DOOR U-LINTELS 4_ an SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH lOIF6- 11 UF5- 2T 6Rft0- 1 aMO- 2T 6affal 6RF14- 211RFIa- 8Rrl6- 1 eatxx-11 W22- 21 6Rn{- 1 61 25-x eAf3o- N diF30- n 4'- 4' (SZ% PRECAST sm 1665 x3a 3051 3751 4445 5140 9z 1665 23W 30s6 3751 4445 514D 4'- 6- (54' PRECAST 667 1404 x27x 2933 3607 4275 4243 857 1W4 2272 M 3W7 4275 4943 5'- 6' (6B') PRECAST 6n 12 1797 23211 r 21154 3352 3911 675 1269 1797 2326 2854 33ax 3211 T- 10-(701 PRECAST am 1207 1141 f 201 1111 32a6 A 2799 rz 6% 1233 1745 2259 2773 1 3256 2799 6 - 8' (80' PRECAST 570 979 1530 1960 3329s70 10W153019WM33296" ( 9D') PRECAST 5" 742 : 1354 1765 57?!W5OB 6fa1364Ins42429287'2 57 2966 9'- 8' (116`) PRECAST 3% 46a aa4 1222 M 21W— 510 10n Ins 16 L131 13) TI..d.W Ada .4 bid. fW Wt7h =W. aencb .cS .h.6 h- rn." f .4m •IFOr a .rt.e..rc l.aASi11 4Y1I{ •94+nr 14) Whh brd .f9f .erOnl r g91Q ..1 eodtii (MI.nQ b.4 .f1AY b.dredd Iw Oe anlirei A6 lE. 61 1q gwtlfae DEB AMW ... EW 1r1lrl A W Wd dd gM. 9d.. r&d br + S.I. K- In nWbr S IA 15) Fore "all. W belwa ad am, W d. low Awn -1 bur I.I9N Cam 16) In Wd kyL4 60 9-.. uU ..f. ka, I.o and brVd Ynpm m.a 17) s k b.d..1. npu(mp.d .1.4h Yee In Sal. k.6 bad m Aim of .dp wl k Nr AO 530.W AO 39 1/) Ada wl IQYwd ed. rtr caeq.b marry u1. QIOIU) .6a. Ur Wd. sm doW 6de r. r1r1SODpai j RSEE SAFE LQER3L LOAD US ES FOR LOAD RA11NG Z BF28 . TOR EAD4 AODIIIONAL REINFORCED 07EU (RCIM FULL COURSE PRODI) CT RENEWED Lb- 67aiJa I/ Z' qR T7P 2 5 REBAR 0-1 i.yO ydmGR,O d GR60 Aeeep.mee7bLi Eeplim W4 [ 2/7j 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR SEE GENERAL NOTE NO. 4 c G•' E N • ,O 0. 44 a: ! * 1 TYPE DESIGNATION 1-- f-61LLEDIM mn/U. Ncan OF UMa CM1IT U16- 1 B/IT WIM low i L aANm o1 R lammM1 RQGD J @34{ AT MP FS KUR AI lop 1A14 ( 1) ItWb 1- 1/t' QNf CILLL 6• f1l0UI O9W FM7-0 r AD10AL DT70L Kmaq , W PRWDFD N DIa1L C MIWL IaON 11) tIt1L)IJLT IIIIYfSfy od 1riW the Nh'rlQa DudliAa gldaAenrpbrue /N 74 13r h1dlooUak- CRW PARRINO • 76 6324 CR 579 SEFFNER R s3584 t1 i0r eT.'1 6 1 Gi1T 7if7 (`1 f r. rt4rlf• IIt=1fi.: ; •T:r4T: ;FABRICATION n ,(14 t;l>f:11 1av19(a: r`nm 4. 4 2 :iffm"(', J , SC;" ilk° r.[T] r.+•ly:>r 71an; Y`zrt1T>t I'•i` Ia,l>•e 11.11.I:iYYfC e M IAM 1•DADE t1IIANII-DADS COUNTY PRODUCT CONTROL SECTION DRPARTNIENT OF REGULATORY AND ECONONUC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADnIrMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OI' ACCEPTANCE (NOA) tivw_iv.mlamlQade.aov/economv 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 ([n'Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Par•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 llu•ough 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision starrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. 1VIISSILE 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 manufacWre 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.. Ifany 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 #113-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Hetmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIA DADE COUNTY '`v'f f, ( 'Gf' - Expiration Date: 09/11/2018 Approval Date: 10/09/20141t. Z ° ¢. 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", street I of 1, prepared by Craig Parrino, P.E., dated lllarch 24, 2003 and Drenving No. LT4612, titled Cast -Crete d ", 6" & l2"Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared bl, Craig Parrino, P.E., dated March 24, 2003. last revision #1 dated April 28, 2003 both drmvings .signed rnrd serried by Craig Parrino, P.E. B. TESTS 1. Test reporl on flexural testing on 4", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Models, lotal of (13) concrete lintel specimens, per ASTAd E-529-94, prepared by Applled Research Laboratories, Report rVo. 30404A, dated 04110103, signed and sealed by Christopher A. Ramon, P. E. C. CALCULATIONS 1. Calcrdalions for Cast -Crete Lintels, doled 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2, Calculalions for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrhro, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualin) System Manual for Cast -Crete Alachine Blade Precast Lintels revised on Air(v 1, 2002. 2. Cast -Crete Qualltl, S)jstenr Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmvirrg No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet / of 1, prepared by Craig Parrlrro, P.E., dated Alarch 24, 2003 and Dr-mving A10. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Afarch 24, 2003, last revision dated March 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Bp Miami -Dade County Building Code Compliance Ogce. E. MATERIAL CERTIFICATIONS 1. Arorre. HkWjy- A. Makin-, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated klarch 24, 2003 and Drawing Aro. LT4612, titled "Cast -Crete 4 ", 6" d 12 " Lintel Safe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated 4111arch 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P.E., on Alarch 22, 2012. B. TESTS 1. Naze. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Xllami-Dade County Department of Permitting, Envlronment, and Regulatory.4ffairs. E. MATERIAL CERTIFICATIONS 1. Norre. F. OTHER 1. Letter from Cast -Crete Corporation, dated Febrrta y 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBIVIITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By Miami -Dade County Departrnerrt of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. r W ny A. Makar, P.E., M.S. Product Control Unit Supervisor NQA 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 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 Sctfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dieted March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Patritlo, P. E.. on August 19, 2014. B, TESTS 1. None. C. CALCULATIONS 1. Calculationsfir 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 Mianti-Dade Como, Department of Regulator- y rn d Economic Resources (RER). E. MATERIAL CERTII'ICATIONS 1. None. C. OTHER 1. Letter fi•otu Cast -Crete USA, file., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel Tal(ar, P.E., M.S. Product Coutrol Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E- 3 RE,W HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE 'I" TYPE 'A' S;IRF asp+—ts E _ €;Q7i 1 / 1 4" SOLID LINTEL DATA TABLE cam® El6F.lt F]12a?.L'!. rtD6'yi nCY/Sm mil Munn 6" PRECAST U-LINTEL DATA TABLE 1M1rurrvao r omumffm Iraarrivr+.nrlmmluz2 frrercwrml,. trm31r11ST17r RTS7tiS7rlilLli'dR7iliS i7.lr'E:7mrw.27O rrav rr• n a r:a:s^art.rfl o arramr rtxrta era rr. rs r o', rriv m r u rr riasalt vr rn c+n®r a rsv>am.1 r ra.9 ro evrxmmi.rta,alarrrea.tL mmaaeya 12' PRECAST U-LINTEL DATA TABLE Llimf+r Willi AFNI EIIM m® ll,'4mml:aria:s_m ve t3m maatioi®D2 7ES®CEO o 1Cltta mDAIFaT IUS"MVA W ua Ignm orml l=X aMMIZUR. UMMLrno E3"ff.nl7KUM ornmylif Cfeli rtu cimacmaur rom,areus::oe•o rra rRrra©rolr_.trr r:rr r o iI®[.4i7 WS2S r kPLl IDS, r!L! mrtt.nam r aw mcyoe:tn a M+tmzsuar»®EucAr omttu mcyu aerareus:varyr HEoc-,o sneamararra,t=umnDa:±: amoat cytta Y+'!'/.,[illfi i Y t ceii i.t'i ru Ce , :1..i tloe gO/eRTM• ---IN 6 m""o roe ItotllCl urto14. n n r &cno et COPYMMr ulre um CMXV to ev",= of owim m mom n. ruse •anal cow a -teat ueL e.w umo EU" )ryt W aav LS,fa eL eL ". of t[W a0/nl..az ft ..5 ,t no, WELL. — - We M tl "I* L WM, o,t tnr e.Melt d .ott" tt a: Co " futn. L .meats .aootno, r...ru M w = . = NO ,e .ICM teal raa no w ME me Wxw GZ rurDuou - ,o. or Itt. fr Watae r.. l.D. rr ,ra ..rM lnn6s aYl— .. boll to e —E I..Wa -MR .Iwn 1 IW1oM enR V= to art t.al 01, to. tt"tk rma naa a tLalrt rw un, Ww M . ab ,t a WORE aru MOM FM MOM EN, a' ATEYFCRAIG PARRWD D R % .GEC ` 6324 CR 579 NAL N.•` SEFFN-MFL 3358/ pxanucr xN i'ii Roaaa tlmnplrin¢ AIUPL- QMI*/ 4- o o .03 qv : aGP 1 L, sdD raf PRECAST AND PRESTRESSED LINTEL DETAILS Ixc xua: oesoN-,. On1YlI er. Axu rsuuo SGIL• AS SM I." w ..fS' rw,. D.l1L• 3/el/n5 CtrC® n: ME run., It O1A eC tool:_ GENERAL NOTES I) Yoltr4la: rc4'W4 dfold.zoord rc r e Ir moot Ild . W7o pj rc Inid 7 pd i 'man /0 k h .glr.9d. aurnh anKtaf una.f]nl) prr AASSiffYl p0 .ilh mrinm nd eree c a AS NA615nI I Pi oar Grad. WmrMpASf1MISPerASIYOnfl'P• Y n S 2) M wh bW bhlo bard m friM1 4 Wh mVdid •KM} FJno-, wd b. W h 20I Amin knplh 6 Ina Unr1 a 1/2 w..- 3) RAN. fd norm hrd w Caw pit4. 4) Th. m.W In PnoAge ieaam thotenPt rcWiw Ia redo 40 Ge1NamoddWrebr. 4U tM 14u 1`V1xr&.tim23 1229 of 5) M Irdd4 c•i r .wed 3W Idbea.n. AeQt -d. ., —, d VIW dbolo lb. I.KW" to —66am n=Mg ar R.M. ama2 C.d. SKlba 1604AI m gp0cad4 1) Shn. Yld r kh m r.gihd 7) r toad ed.b b b ieda0:d ./ 4' &rt i. hLMW eat 8) Insl440w/ l r role mud —pV .IOt t. vub'bekni a) tr Tfr// detgm wtemiv:. nr..dw d born I— th. rd. bad wid. by oolebliep ms m. i..rm reislbl m t arN th4w ci d-cw7 dram I1r race al s. PPorL 10) NJ. - U RaW 11) b.U- r.d1 addd mbn to b. bald al the blt m of N. Ed4 .k. 1YPF DFSI9NA710N rr- t amwAlo- won FI 1 12F116- 2B/ 2T wiw4 e01J J L4nYSr613 mm rma IW Af Idr d nYao u1 tm.ro rr rt t4Cdi fr) moo a .• tama 5 Yir d] R W moo ry c tam. L0 mr® ra .• tratu 4m01 wma I1 5 ACTUAL 12' NWXk MOTM I* a' t 1r Ud:b rn ,.-dodw d .D 5-1/! leM .rda. nt the ends b uca.od.t. 1.dk.1 cd r.kt dhV d W" 13) 1h' A iw 4arfcc..f Fdda intofed n c6tl.r a I. mowiryy "b ad Mee W .W— op, W it amrd.— .3h ASM tra26 r .2..Ipr.,W cedln} 14) fide. lace . iadaacmy .2h = (mMr v uc11U ad h"ttl (IMa4 Y.1..ha41 M clydal l.r th. wrtW ry .51Y W, f.dniol W.— Appr.d v. fw bad Ap d b.rtraa! hoe Sd..nkW bW + Sf. lertr•.1.1 God S I31 15) for =padh Iwa hdlbb not d*.& to wk bW I,— wd bm toff ab.a la) Fr hdd kMfA+ rat dc.N I- d. bad Inn and hgat Icnplh 4b.m 11) Sd. barn . n KpuW*.W ataaatl. bW& 18) See bob buW .a mlianl daW 4h*.b p.r Aa 530 nd AD 314 12) Adda.wl bW41 bad c4pentj ten/p1. bbteiwd y , do' r y Pr..lI .a/ii.•d reirdareel 4..a.•J r.w.rif Uri2.:•r..r .hn Uu C hI Sea dakb htiYC Ctn=1500{ts t... SEE SAFE IATETUL LOAD TABLET FOR LOAD RATING FOR EACH ADOMWAI RCED CMU () F FCOU r.• 1) / 5 REBAR FOR C LINTELS 1/2' f] R TIP J2) 15 REBAR FOR 12• LIITELS GR40 or GR60 SAFE LOADS FOR 4" SOLID LINTELS Cwa 4_cm GRAVITY TYPE LENGTH 4S8 S- 6- (421 PRECAST 1180 4'-0, (48' PRECAST 959 4'-8' (541 PRECAST 789 5'-10-(70' PRECAST 460 6'-6' (78") PRECAST 360 Y-6' (901 PRECAST 260 9'-4' (112' PRECAST 156 10'-6-(1261 PRECAST 116 12UB 4--4- UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y-6' (421 PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10-(701 PRECAST 407 148 6'-6- (781 PRECAST 366 118 7'-6- (901 PRECAST 280 87 V-4- (112' PRECAST 187 55 10'-6'0261 PRECAST 152 43 121`8 12F12 12F16 6U8 6FB 61` 12 6F16 • • _ ``; I }{ • ` T.• y4•' aiR1.%fe as 4S6G. g • 12F28 12F24 12F20 A ; PROMCrTYIVISM, J i` memalytyiap.;mYt,rFraera, F Bulldini Cld: jFll pr'EJ CRAIG PILRAINO Aro'9hnco rta !Q• 579 6324 6F32 6F286F24 GF20 ',5^''bR10•,G.V SEPFNE 3i58a fiD l. 4i"t... Al 4aaa FL P.E UC. NQ44756 MlCh ° 1 CUR.: CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES a.- - Y„ • ru Mlle o151a5-14 01A1111 tT: "Ad $JW= YYL• luS V b4TL s/: l/Ol tlStlro /f: tW0 POW, rl. - M, la 44M 0.WNC:M Un1258RT 10I 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FAR 6PCRRPT AqTERAL0.1 MWLs SAFE UPLIFT LOADS FOR 6' PRECAST U-LINTELS mm-owm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE 6U8 6F8-18 6F12-18 6F18-IB 6F20-18 6F24-I9 6FI6-18 6F32-18 S-6- (421 PRECAST 2332 2675 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 23t3 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 50M 6148 7227 8297 9357 5'-IT(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 In 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 5297 9357 Y-6- (90' PRECAST 779 883 1459 218E 3151 4524 6654 9357 ty 9'-4- (1121 PRECAST 584 660 1056 1523 2064 2795 3731 5017 10'-6'(126' PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136-) PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1042 1377 1769 22M 2808 13'-4-(I60j PRECAST 373 417 646 895 1170 1485 1B52 2285 14'-0'(1651 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(208' PRECAST N.R 799 455 620 794 985 1198 1437 e) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REWL SEE GENERAL NOTE NO. 4 Offv+," SAFE LOAD PLF LENGTH TYPE 6U8 I 6F8 RCMU S-6' (42' PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (54' PRECAST 416 609 344 5-10'(70' PRECAST 300 350 198 6'-6- (781 PRECAST 263 496 157 7'-6- (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6'(126-) PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-D-(1441 PRECAST 131 277 44 IS-4-(16n PRECAST 117 223 35 14'-0' (16n PRECAST 111 202 32 17'-4'(20n PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 CwalnCwn SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPe 6F8-11 6F12-IT 6FIB-11 W20-IT 61`24-1T 6F26-11 6F32-IT S-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(701 PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6' (78' PRECAST 723 1097 1437 m 1777 2117 2457 2797 7'-6- (90 PRECAST 648 38314 1249 1544 N 1840 w 2135 ro 2431 9'-4' (1127 PRECAST 575 571 98D to 1252 1492 1732 1912 10'-6'(1267 PRECAST 514 462 787 1121 1336p 1551 1766 11'-4'(136') PRECAST 474 404 685 985 1213 1442 1645 12'-O'(144' PRECAST 454 367m1 619 IN 888 1093 1299 1506 13'-4-(160') PRECAST 402 306 516 735 9D6 1076 1247 14'-O'(1681 PRECAST 368 285 475 677 832 289 1145 17'-4'(208' PRECAST 253 2D8 33B 475 585 693 903 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUC110NS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 PA Eros 0. 44 PR0DUCER8viSrD UWIans cw. 4O, 11y Florida T ' F / maprmlu, ux CRAIGPARRINO 4Zo/P NA` . jG•• 6324 CR 579 SEE GENERAL NOTES - SHEET 1 OF 3 '`" L11 L"` • FL.P.E.Ur N0.40756 NO] RYI REVISION 1 140MIMNERAL HE ION M M E —CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES RE mm. mu-14 1 OLL7N ., Al U A01" SG1L• KIA OAIG 3/II/03 [ILCQD IY: CLAC PLUM M - RL6 W 44M I OR MMI). LUS11 MI 1' Of 3 SAFE GRAVITY LOADS FOR 12" PRECAST U.LINTELS 4-4_" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US I36-2B IV12-M 12116-28 12720-26 IN2t-26 IN20-28 12F72-28 S-6- (421 PRECAST 3428 S000 5838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10-(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 14434 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 10032 12755 144 Y-6- (901 PRECAST 1138 1628 2131 3218 4678 6756 9763 1352t1 9'-4- (112' PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6'(1267 PRECAST 614 1043 1295 1853 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 M33 4206 13'-4-(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409r 14'-0-(168-) PRECAST 321 720 865 1204 ISM 2017 2451 31061 17'-4"(2081 PRECAST N.R. 451p 631p 881p MI 14280 1750 2102 I9'-4- (232' PRECAST N.R. 343, 477 p 700 p 925 1152 1380 1609 U) THE MNKM P1 PMUMIESIS APE KRWIT RI)LCt1016 Fat OWE 40 rIELO ADOED VERY. SEE MXM HOLE 80. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U•LINTELS 410-n-40M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RUS 1211642E ItflF10 IN14- M-21 12 n- 12M 12W30- 4'-4- (521 PRECAST 25M 2942 5468 7584 9540 11669 13679 15679 4'-6- (54') PRECAST 2319 2740 5466 7584 9640 11669 13679 15679 5'-8' (6n PRECAST 1347 1841 3555 6395 9640 11669 13679 1567SW 5-10' (701 PRECAST 1259 1758 3361 5954 93M 11669 13679 1567 6'-8- (801 PRECAST 924 1430 2633 W5 6884 1035q,1257 1480T( 7'-6' (901 PRECAST 703 1203 2157 3494 5259 7922 9623 11 T-8- (118' PRECAST US 843 1451 2157 3203 J 4427p 5417 6380 FOR 11' PRFCAQT III INTFI A SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU 3'-6- (421 PRECAST 1295 4841 393 4'-0- (46 PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(7n PRECAST 681 2547 155 8'-6- (781 PRECAST 579 2167 1234P4 7'-6- (9n PRECAST 474 1771 914l 9'-4- (1121 PRECAST 355 1326 58 10'-6'(1261 PRECAST 306 1143 454, 11'-4' (1361 PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 13'-4-(1501 PRECAST 229 857 278 14'-O'(1681 PRECAST 216 809 251 17'-4- (2081 PRESTRESSED N.R. 633 162p,1 19'-4-(2321 PRESTRESSED N.R. 534 130 XL ULIYLIVY. nIUIC 10 SAFE LATERAL LOADS FOR 11' PRFCART.19' RFCFR4 nnnR 11.1 MTF1 A SAFELOAD PLF LENGTH TMPE 12RUE 4'-4- (521 PRECAST 1295 4'-6-.(541 PRECAST 1213 t2236i5'-8- (681 PRECAST 784 5'-10-(701 PRECAST 747 C-8' (8n PRECAST 602 1716 117 7'-6' (901 PRECAST 504 1438 914p,1 9'-B' (1161 PRECAST 355 1011 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 40__ SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 12FO-21 12T12-2T 12F16-21 12F20-21 12F24-1T 120-2112F32-2T 3'-6- (421 PRECAST 2752 4287 5613 6938 6264 9589 10915 4'-0- (48') PRECAST 2309 3721 4872 6023 7174 B325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269 2912 3675 4378 5081 5784 7'-6- (90') PRECAST 1267,4 1767 25 3194,1 3906,14417 5028 9'-4' (1121 PRECAST 1171 2006 2590 3087 3553 4079 10'-6'(126) PRECAST 947 1612 2281 2764 3209 3653 JE 11'-4-(1361 PRECAST E678 829 1404 1982 2441 2902 3354 12'-O'(1441 PRECAST 153j j1269p 1788 2201 2616 J032 13'-4'(160') PRECAST 633 1057 1485 1826 2169 2513 14'-O'(16B') PRECAST 622 5B6,j 974 1365,1 1679,j 1993 2309 1'-4'(2081 PRECAST 434 427 695 , 964 1182 1402 1623kW-4123f)PRECAST 366 370 593 817 p ID02 1187 1372p U) 111E "BUTS IN PMEHIIIESIS ME rUV IJ fE000TM r014 6RAOE 40 FI LD AMM RMA SEE CENMk NOTE Q 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 4 11 CINN SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 120-3 12UW7112RF14-2 12RF16-2 12tAS2-2 6-21128F30-2 4'-4- (521 PRECAST 1626 2685 3746 4806 5857 6928 7989 4'-6' (541 PRECAST 1558 2582 3602 4523 5643 6654 7684 5'-8' (68-) PRECAST 1210 2042 2850 3656 4466 5273 6081 5'- TO- (70' PRECAST 1173 1984 2769 3553 43M 5123 5908 6'-8' (80' PRECAST 1020k15 2426 3114 UO2 4489 5177 7'-G (W) PRECAST 904 2163 2776 3390 4003 461U(1161 PRECAST 703 1472. 21 BIJ 26634 3145 3628 U) TIE HNOER IN FARUCI,ASIS ME I MIT RAIQIONS FOR « vrnuva nv,L Iv MINIM tH rAREN1HE56 AK rr1CQd fEWJCIRIb r0A CIG(E 40 FIELD AMIDYL sFE aRwE NOTE No. 4 :` CJ .• • •ENS ' 40 FIELD ADOM KNX SEE CM& NDTE N4 4 44 7 FRODUCr RT:visc0 N V=// •+mooyfnR wflh the Ilmid. T E F t. Aan411s,a h'n c o 3 r !J CRAM PARRINO I k " Y• l B I•• tC R1 PG J 6324CR679 g / S'S/ C1 SffFNER,F1 ai594 e41m.1rlodc vn " „11r` SEE GENERAL NOTES - SHEET 1 OF 3 '44,N 1,4•'FL. P.EQTE.NQ).p)i756 No syl REVISION DATE I wEMU1A 41F -CAST-CRETE 4" 6" & 12" LINTEL SAFE LOAD TABLES CPIGrNERAL ism`= LLl aT" MEnsut IMS1117-14 pR1101 IT: AMwuw sr.,.. xrs LTI:.:,.:,.f Mir! 5/24/OS CHEtlRO 4T, MW raM .E. - LEA a 4O5t OMHMC.a U44U MET 3 a 3 MIAM 4DADE MIAMI-DAME COUNTY 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.miamldade.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 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 Lone 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 Pan•itio, 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 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 put -poses 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 fi 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 Imy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMWADECOUNIYA Expiratton 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 Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet I 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. Ramon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 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 06/20195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13195 for pre -stressing st•and 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 02/29196 for 95 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 458-A66332 dated 01/28/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05196 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 foy- #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03196 for #5 rebar by Birmingham Steel Corp. w &Zd Ff!jJny'A. Makar, P.E., M.S. ProciticrControl 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 #5 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 42 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 95 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 ASTMF,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. ny 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-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 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By 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 # 11-0121.04 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. H&6 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 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., 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, filled "Cast -Crete 8"Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by 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. Makar, P.B., M.S. Product Conteol 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. Hql5ff 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 - 5 AST-RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS s" r ' SEC•' '.> ,f .:F .S PR000CI'RLNHWFD AS c0mP17W •vId1,Lc Flmde 8W1dW3 CLde Alt lmlAt E''( ff// liDn ONtD Bmlimi1n1C7m1aD1A 7/32-0 BATIRRUPS L7SJTt'R'RUPS PS Y E "B" STIRRUPS Y In M sn• LIMED STIRRUP DETAISTIRRUP DETAILS LS - s. u• ,Are. PRESTRESSED U-LINTEL DATA TABLE YOi Vwl I SPA& o N v"n0.13AU273373xl-f 3 O 3•- I O. I LD eel 2 3 7 E 00 I3- 1 0 - 0. 131 130 7 ]x 3 7 sx RM t 7 -2 A 0 3•-e'32 e 1 -3'1A e 4 -: r17'-C O. IN 7e7 7 2 0A1 1 _' 7/32 RAA R1•-2' S 0 3'-R 3/A' f0 to- o 0. 2DD RIt 3 7/32 RAR RI'-IO' e 0 3'-10 3/e to Fr0. 2U lea RNt 7/ 32 20 23'-10' 1 O 4'-3 1/r 10 1- _ 10 1241.'11141 MUM EmIi Q?i i IlY)!f F::d!R^F,.•lF7lfLSl 1E©Q O aR' YO r[fCli[•Si[[Llar211LIJ1!!I'P..,,Y/ QQ iF3 I10GGli eLJ12ii:L^i1N1"7VFY[: SJF]3i©QO E1G• i1 C3irjm1l[3F:![}la[L1:i!`'JI!ASPTI I 'rl' OQ©L t! nm+ r,srnma II7•::f7).ln+,rrrr izi o 3[ Nfa>f;r.1;I%If3U7: Rlil`:Iay;a<E701>•IiILIR/la 1 f1'1TIT m[ •.• Nfm. ut Ispl LEND, me •.' An.DR ,u NNA UIeIN nN ' A' NHAYA_ R3 — I' b uDru fRff- lfNin RnNfbRC1N0 CAC[ fA1tlG_TION LODEL .• .INN IotPtT 0' 7 nn •r NNN,NR v m - A• n.•.n Ar 0.A mrrl II rl 7rr P1rsTRRCEO um E1 INrmCINo CACC PALRfCAnON uDOfl 8" PRECAST U-LINTEL DATA TABLE 1 7 eT R/YZ FiiTi R11t7(•T 7' ULI nmmimm I ns v r arrao r[ 1CTTl® fF'1L1 Elair R Ai[]GSl1®R EQ f 1R1 C10 mQr lt yIFl=.11IIGIiEm" r® ii r>3 i Cal IES""ei FSC3i O T1u PIOPRLLGR7 IlroRIUTTDN 11 1101I1ED I" MOW" AAADIAL 11 e P1DTO.' IEC 4 CaPM=T IATIS AIM CANNOT RE RE110010[O OR OCITAINNED Bnmm THE room HEnEN CONSENT OF CAST-CRETE USA. 10- 1. REWDRCOO sl CEL 7/32 RAR ASTR Alto, A RL e. IOTII IRE TOTAL NUNIEO Or 1TIRRVPE ARD H WAR GRADE 10 ASIR A113, 7/19 ur.,l tECKILA D 11 COUNTED 1TARIOO PRDR EACH awock ITORN ION-" ^°° PRMRCMM END Of THE 1E4E02[9O CAOL: POO CX"M SETAIO ASIR 41R. - N01 OE SVXWM .., THEN TK R, CONCR[R EIRENEIItl: M1 . IOOD nl IW R' R[ OUDRCRIO UK R0o6 ENIM E 111MMS msIRESSU UNfELSI P. • AoOo nl ran ALL rR04 [ACN [re. PRECAST R am 1W,Os. L xs fo0RD3 or PDuP10PE1EwL now PER L Dal" ERESTRnf (ONCE . O]0 N Try. Cu• YD` or comurTE RAT K USED 01 NCU n Of PRE1v[tSID UNTIL 11TREORCUlO CASE N0 A. SIAOV 11 K. PRLSIR6S(D TO REST" UFtOW AND MAWL00% fQ=S. 1E; V• E NS PRODUL?!tL'v191;v u Iwtylyi0e,.xh U. FW& ITWIAID, Cede Attsyllnee / o Oi.o2 p; E0 7'.•• J%' / H:: Q CRRIG PARRINO A' R10.•' C rG` G124CR579SEFMt Ud a LEDd AA SRO • • • • • NG,` FL P.ENLIICC. O.4175i S FL 3Z m. CAST- CRETE 8" LINTEL FABRICATION DETAILS f1E null 015011-I< I OEM IT. Cum A m rt. - IV. @ w5a I mm ROT TO vw Nlf• e— f— r0— 7 everin In rtuO PAEIDIO. P.0 - UCL W 44156 1 ORWM W M Wt 1 Or 3 SAFE GRAVTTY LOADS FOR 8" PRECAST 6 PRESTRESSED U-INTELS 40AS7-4IRRw SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U6 vt Eal OFT: oe eF20-09 U24-M OF18-4w 8F.L-09 M6-le es12- 1 OF20-10 ef14-f8 8F7e-18 OF32-10 3'-6' (42 PRECAST 2231 3069 3719 aw mx not 10251 099 4905 7547 074 ID391 II109 4'-0' (48 PRECAST 1966 2591 2751 r3-820 4M 5501 7034 8107 x03 4605 7547 U74 10 24 11w7V-6- 54' • PRECAST 1599 1f89 2If0 373] 4578 stop en4 2119 4375 7547 U72 10294 1199 5'-4' (6M1`) PRECAST 1217 1349 143e 1sw 3123 3688 4249 1593 30A0 536 I 7547pd 7342M 87]] 101x7 S'-10'(70 PRECAST 1062 1t05 1173 l01 2Ow 7S19 3009 34M 1451 26n 4350 7165. w31 71810. e329 r. 6'-6' (78' PRECAST 908 1238 2177 34w 3031 3707 436] 5081 1739 2177 3430 Sal L360 I lga940, 8175 Va 7'-6' (90' PRECAST 743 1011 1721 2852 2205 2tm8 3111 3967 1011 1721 2661 3898 6681 9497 6472 9'-4' (112% PRECAST 554 6" 11w 1575 2SH 34U 2516 3302 762 1245 1 IOU 25u 34U 4705 I390 , 10'-6`(126' PRECAST 475 sm 90 1247 2093 2777 2103 25a 943 1052 15M 2093 2781 3843 4754 I1'-4'(136') PRECAST 362 82 945 1366 1941 2423 3127 4006 592 945 1368 1646 2423 3127 400e 12'-0'(1N) PRECAST 337 540 873 1254 1694 2123 nM 355x 540 873 1254 1684 2193 2505 1 = IY-4'(160' PRECAST 296 471 755 1075 142e 1638 2311 2D63 171 755 1075 1428 lea 2315 teat 14'-0'(168' PRECAST 279 474 706 1002 Un 1697 2127 1Fia 706 IOPl 1326 1697 2127 x6w14'-8'(I76') PRESiRESSE N.Rtm NR w NR NR NR 753 1370 1902 2245 M17 2712PRESTRESSEDN.R. MNR NR M M RRR442710125017332058232D 211317'-4'(2Dg') PRESTRESSED N.R. NIRRNRRRm M 548 040 132a 1509 1649 204719'-4'(232') PRESTRESSED N.R. NI M MR NA RR M 235 420 750 1037 1282 1515 1716 21'-4'(258' PRESTRESSED N.R. M K4 RR MR MR M M ISO 40 5" M 1114 1111 1418 22'-0"(2641 PRESTRESSED N.R. M RR MR NR M NR NA 16S 15 550 F. 1047 1187 139! 24'-O'(288I PRESTRESSED NR R M M M M tut 1G 129 25 4450 954 eu 1099 J) TIDE NUNHERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR SEE GENERAL NOTE NO. 4 ON S11EE1 3 OF 3. SHEET 3 OF 3 OF SAFE LATERALLOADS FOR V. oocra cT R 00c CTOCQCCn I1.11UTc1 P SAFE LOAD PLF LENGTH TYPE 8U8 I 8F8 RCIAU 3'- 6' (421' PRECAST 1025 1024 1598 4'- 0' (401 PRECAST 765 763 1309 4'- 6' ,(541 PRECAST 592 591 1073 5'- 4- (64') PRECAST 411 411 745 5'- 10' (701 PRECAST 340 339 616 6'- 6' (781 PRECAST 507 721 490 7'- 6' (90' PRECAST 424 534 363 9'- 4- (112') PRECAST 326. 512[23010'- 6-(126' PRECAST 284 40111'- 4'(1361 PRECAST 260 45212'- 0"(1441 PRECAST 244 40213'- 4-(160I PRECAST 217 324 14'- O'(I6n PRECAST 205 293 100 14'- 8' (176-) PRESTRESSED N.R. 284 91 15'- 4-(1841 PRESTRESSED N.R. 259 83 17'- 4-(20n PRESTRESSED N.R. 194 64 19'- 4'(232)PRESTRESSED N.R. 148 52 21'- 4"(2561 PRESTRESSED N.R. 125 42 22'- 0'(2641 PRESTRESSED N.R. 116 40 24'- 0'(288') PRESTRESSED N.R. 91 1 33 SAFE UPLIFT LOADS FOR 8" PRECAST 8 PRESTRESSED U-INTELS Cgsi44: a' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6F8- 11 6F8- 21 aF12- 17 912- 21 OF14- lT IFIS- 71 WW- IT IF20- 21 eF24- It 924- 21 621- IT EF4- 2T SF32- 11 U32- 21 3'- 6' (42' PRECAST 156f 1655 524 4394 5263 6132 700) 1569 2655 3524 4394 S263 6132 7001 4'- 0- (481 PRECAST 130 2305 30w Sets 4570 S]77 W79 1. 19] 23M 3010 3315 4570 5325 6079 4'- 6- (541 PRECAST 1207 2040 2707 3575 4043 4711 5379 1207 2040 2707 3375 4043 4711 5379 5'- 4' (641 PRECAST loll 171 2276 1W M" 3961 4522 1010 1715 m6 2835 3399 3161 4522 5- 1D•(70•) PRECAST 909V5, 75 2593 3107 3620 4111 al 9" 200 2593 3107 3620 41.13 C- 6. (MI PRECAST ess1 Wil 2n 3251 3712 835 lade 23H 27f0 3251 3717 1'- 6' (90' PRECAST 777I6M 2075 2/25 2627 St18 727 1624 2015 2/1e 7371 776 9'- 4' (1127 PRECAST 5fl 1136 1474 1815 2157 M 591 1315 1643 1959 2294 2619 10'- 6-(1261 PRECAST 915 1118 1411 I7J6 2011 695 1160 1472 1783 2055 2346 11'- 4-(136' PRECAST SO4 ' w0 1037 1274 151J 1753 w7 1042 U72 19u 1915n 2U712'- O'(144' PRECAST N474 456 n n4 SID 10 13M 156 550 940 1302 p ISW 1811 i0 2075 13'- 4'(I607 PRECAST 356 w7 785 964 1143 1323 4w 7w 1159 1419 15 151714'- O'(168' PRECOST 356 5w 724 U9 1054 1n0 410 425 717 1D81 me 15e2 Iw7 14'- 8'(176 PRESTRESSED 239 334 STD 67x ro 973 1131 DA 24l 39S 50 930 U0 151e 1134 no 15'- 4`(184' PRESTRESSED 224 3U 486 m 759 911 1054 2a 311 116 106 124 1460 1665 17'- 4'(206' PRESTRESSED fez 261 405 521 8a 756 573 lw al 506 740 1 1271 1473 19'- 4' (232' PRESTRESSED Ill 222 348 447 547 47 747 165 263 429 623 541 1059 1277 21'- 4'(256') PRESTRESSED 142 2D4 . D7 393 4w 56e . 655 142 232 373 537 721 905 1043 22'- O'(2641 PRESTRESSED 137 197 215 379 462 546 63D 137 223 me 513 658 66d 999 24'- D'(2881 PRESIRESSED 124 170 267 342 416 492 597 124 xot 319 455 6w 757 876 SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) R PRODUCTREIIWED Cj omuwkA11>c C d A adoMib. aduq 1' 0 CA mam- S644 our. 03/ 07 3 .. 1P THESIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. EN '•, n/ PRODUCT RfiV7SDD ImOd 77^ I ..id.ta9llaada T TE F [tgdmtba t7"•' ° 2 Q /' CRAIGPAFTW Z,7 g $Py' ; 6324 CR 679 37yf SEFFNER. FL 335M M7Li oJ` FLP.ELIC. NO. 447U T 16CRETE 8" LINTEL FABRICATION DETAILS 14 1 UUI 1n 0tW rMU. rt - EM M 4036 1 SAM ROi l0 SALE I SAFE GRAVITY LOADS FOR 8" PRECAST w! 2" RECESS DOOR U-LINTELS 1) THE NUMBERS N PARENTHESIS ARE PERCENT REOUCiIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE N0. 4 GENERAL NDTES fe prtdr.ad Old - 1000 pa re 4r•d - o r 3 lnm ./ue5.te nrcrd. urrl •sh GM Oo rT mYino nl rn rmiprarin = 1900 rd smuEdng rtiar ru AS01 Crr-U, W , T r PSI Nor 5 270 1n rek.do. 2) N W. kd b%la b.d h .id...• 4 Tom o.r33d bwkq. Fics6x e k I•r ob dqkMIb U I- U1 e. lt2 %,anti 3) R.dd. k0 •m br kE da led )a.th 4) ITMru'o/OWOdk. P 0001 r , ee P—A rd.d%r W Tumlc 7'-C u ld BSZ-t9 p.yy. •ar 1.0• - un W r/ ASS rtbc4. 14T1 63) - mic PO 3) Id WW.m..l . e.:a 113tn60. 611a9oa. F1tt?tCx nm 4. Vl{011-1.8111 1' W UnCsOkm Da l 0. Fl.k. 'A 0 SWr. 00 Cobb a «4WM 7) or 17 nk. wr a•kaw 1. 1.015 fd-- a) / dkrNwM d Gad mal c n7lr .ao a• .dil-brd alrW.ckrd d.a1 1) 1" dn,Wr re7 ab.b aarrl+Wd 6.6 1rtn U. W. W low. y I,- q * mmirur raider r.und oW J.a d d-anr k.. Or 10) 9A. - U fad I I) WW r.W •ddW tO- k %. kwW d U. k.lbm N W Old cr21. SAFE LATERAL LOADBFOR 8" PRECAST 9rT 2" RECESS DOOR U•LDITELS SAFE LOAD PLF LENGTH TYPE BRU6 8RF6 RCMU 4'- 4- (52' PRECAST 758 757 1164 4'- 6- (541 PRECAST 694 693 1073 5'- 8' (68-) PRECAST 408 407 655 5'- 10'(701 PRECAST 382 381 516 6'- 8- (801 PRECAST 595 788 464 7'- 6' (901 PRECAST 509 1 674 1 363 9'- 8- (1161 PRECAST 1 370 1 490 1 214 WASE311: IL-L-1T• 11) Udd, .. muil.cl.d +ie 5-I/Y kM rdd•..1 0r .6 b —d b rr6w cd oH.dq . a q..9a4. 13) Il..d.M NAM W F" Imlaw k cud. Web. to %@ b .nd 11•r ca6, p d *, .Kid 6 .awb. alk AST 1 a .Or .pv-d ..e0* 14) U.W. bNd ina0o.wd7 r•N .vlk_ {Soil r .n411 •d hN.nkl _(blud) Gab d-m b. dead M Or o iueo.6 .Of Or la>o.f.l gw0uc Amw wfQw kd4.1 } AW W ae6wd bd S IA Sd. , * d kd 5d. wlmr l b.4 IS) r. m•Wwb O{d ke.)tA. m1 .bog m W. Wit tr.m rot km YIgN uro. IIJ fm f11d k•SN+ •d anti .L .d. k" Um .w w4w k.P u.-. 17) S.k kd... w1•.Q..d dkskb W6 la) SW b.C, We• .. m6nd drip. aWli. M, ACI 510 ad AC1 311 1/) A"T..r Mod hod c.p.dlr .a V Wlid y M d k..r by 1•M•9 4M.4 ri• rued a atm COMM 641 Da37N .%w. Ur 41d. So doW td x. SAFE UPLIFT LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS C^ Wr-<, Ram SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH a1Fa- 17 a1F3- 21 W10- 1 IFFIO- 27 W14- 1 an4- 21 BRF13- 11Wn-il WA— D2a54 5W76- I 6F026- 27 8RF30- 11 6FF30- 21 4'- 4' (52' PRECAST 905 16a6 2352 1055 4445 5140 105 1663 2382 X58 4445 5140 4'- 6' (54') PRECAST 557 1604 2277 29D 4275 4943 ae7 1604 2272 23n 4275 4943 5'- 8' (6E) PRECAST 875 1 1797 2326 33a2 39H a75 1269 1707 2326 3362 391I 5'- 10-(701 PRECAST a55 1207 174{ 2259 32116 656 1233 1745 2259 2773 32aa LggAq 2799 6'- 8' (80' PRECAST 570 929 ISM 19a0. 2429 2a71 9 5] 0 logo 15M 1980 2429 2879 3329 7'- 6` (90') PRECAST 506 742 1354 1715 2166 2567 2269 5' 0569a 1364 1765 2116 2557 2158 9'- 8- (116) PRECAST 395 468 a64 IUZp 154DII 1059 2160 39S 5f0 1072 1386 1701 2016 2ml THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCEONS FOR ONE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 TYPE DESIGNATION ELCL t rF- MLm%mv=/U-1R61m I " Sm or a0= W llllEL GCmT1 8F16- 1B/1T xmmuL Ulm L.QLMW or Is wEauArmIs mw AT T07 SEE SAFE LATERAL LOAD 1A8lES FOR LOAD MI NG a BF28 FOINDLDDIADONALFDFURCED = ( RCIM FULL COURSE PRODUCTIU]7MED 6, ;. I, acmp..tyim ,uh t5. 67mi6 2 5 REBAR D• ldk g Code I/2CLRIYPCR40of GR60 Ar•.yr ceN.[e 2 ExP UaM D Y/ e Belt OF 0 A'agammp A4 IOL 0) REdD 1-th' CiG1 CFW 15 126A1 Al 3011061 OF L94EL CAVITY E.., p AYy- 0 80Tm9 lEaa011U52 p{DV o N Um 7- ACKb.44 of L f CRAIGPARRNO 9 Ct R1bP'[.` M24CR579 1ROOUCf 1EDYlSt'. 0 a e• r.WYL•{,riU, the Amid. Umldna CuJ: nccrPb+,co 1ioilon E7a4, p f6 ONAL E . 4`, SEFFNER.FL 33686 R. P. E LIC NO 4475R r elgoer. 101T CAST- CRETE 8" LINTEL FABRICATION DETAILS W RWL• OISM-14 I DKW M CUM slum, rr. - W. 00. 44731 1 SCALE WI 10 SCAIE Lcyr ;-ao Revision Response to Comments Permit # Project Address: LxHa n Contact: City of Sanford Building & Fire Prevention Division Ph: 407.688.SiS0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Submittal Date 31 It-1 l IF 1 ',, v Q v Ph: `-fy O 01 0-1 Fax: Email: . rY,Q,r e.l @ S-.rl gh- -ti,e . c a ,, Traddesencompassed in revision: L Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: IROUTING INFORMATION Department Utilities Waste Water Planning Engineering Fire Prevention Building Approvals keno 5 '5_v() k J- CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: n I I_i L) Documented Construction Value: S oZ Job Address:. 1 J\I , I I G/Dn Q Parcel ID: Historic District: Yes No El Type of Work: Residential Commercial El Nei Addition.__Alter-ation-—Repair-O--Demo-O—C-hange-of Use"El—DemoEI- Description of Work: 140 f ..) n trv, /) . , , n Plan Review Contact Person: Phone: Fax: Email: Title: l Property Owner Information , I // n NameTl `i 1 + rn-e Phone: ( - '-1- -3 !L CJ Street: { L l dLi Resident of ro e City, State Zip: L 302 P P ''' Contractor Information Name - C Phone: Street: < C,C. n .,QJ Fax: (ny- `t Q1 City, State Zip: — 1 State License No.:C,aLJ_W__6jArchitect/ Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. 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 commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application tw 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 Owner/Agent's Name Signature of Notary -State of Flonda Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Srtgnsture of Contractor/Agent Date Pnnt'Contractor/Agent's Namc Signature of Notary -State of Florida Date 0 ! o 4c PAMELASTERNUS Commission # GG 110622 dl Expires August 7, 2021 411of ft. BonkilTiruBudgctNouryServka Contractor/Agent i1a, Personally Known to Me or Produced 1D 4eoflD- BELOW IS FOR OFFICE USE ONLY Permits Required: Building Construction Type: Total Sq Ft of Bldg: Electrical Mechanical Plumbing[] Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Flood Zone: of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application r CITY OF SANFOR BUILDING & FIRE PREVENTIO PERMIT APPLICATIO Application No: C-J Documented Construction Value: $ Job Address: 3891 I\lt4l 5- Historic District: Yes No Parcel ID: Residential ©' Commercial Type of Work: New ©' Addition Alteration Repair Demo Change of Use Move Description of Work: S-2 Plan Review Contact Person: P(ce,ns SSFr,f loy, b-xj(cC-Qr— Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name 1? .s Phone: -42_ — 2-q 3 " 3 c' 3-3 Street: 4 c Q c c.Ct VY' c—n F d Fax: City, State Zip: State License No.: FC 02-03Q Z 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 YO1 R 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 OBTAI N 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. 1 certify that no work or installation I as commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construct' n in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, poc Is, 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: 51b 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 found in the public records of this county, and there may be additional permits required from other governmental entities such as wt 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 d in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submiti 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 be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/A 7t' same Signature of Not ry-State of Florida Date Contractor/Agent is t/ Per'sa Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY PAT SUSI AY CMAISSION 2 F 120w, EXPIRES: August 5, 2018 Bratded Ttw tiptaty pu UtldEM&I 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: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application 9507 State Road 52 123 Miller Road r 9701 Bachman Road Established 1973 Hudson, FL34669 Valdco, FL33594 ,., • Orlando, FL32824 www.RJKlelty.com 727-863-5486 813-661-0707 E407-855-2636 I State License # CF-0O2a r R.J. KIELTY r Page:101 Proposal No: 717-13527 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model:-€adeavetw- - 1605 j -e o- c. Gt,. Lake Mary FL 32746 We Propose hereby to furnish material and labor • complete In accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration or deviation from specifications below involving extra costs-will-be-e cuted only upon written orders, and will become an extra charge over and above the estimate. At agreements contingent upon strike' S Owner to c{rY fire, tornado, and other necessary Insurance. Our workers are f covered by worker's cc pensatton (._!itU AUTHORIZED SIGNATURE:l/_ THIS PPRRROrPtrOkS` L MAY BE WIT DRAWN IF NOT ACCEPTED IN 30 DA We hereby submit specifications and estimates for: Master Bath Up I 1 Tub Slating 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 84925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 Lav Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 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 1 Water Heater 50 Gallon Electric NOTE. Backfilling Included For Sevier & Water Only (Slab Backfilling By Others) Backilow Preventers Included EKCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sevier Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot 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 1 112% will be added after 30 days. Any sewer taps deeper than 4 1/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED: L—, ak/ Y 0 DATE OF ACCEPTANCE & PAGE 2: T Branch: Hudson east Edit By: Last Edit Date: 7/27/2017 Revision ® APR 18 'I'"03 City of Sanford Response to Comments ji, -, Building &Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.SlS2 Email: building@sanfordfl.gov Permit # 18-288 LOT 200 Submittal Date 4/18/2018 Project Address: 3897 Night Heron Drive Contact: Sarah Woolwine Ph: 407-730-1311 Fax: Email: sarah.woolwine2D-starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: Specifies (3) 16" LVL In Lieu Of (2) 18" ROUTING INFORMATION Approvals Fr 5 • 2- t Z, r• f CITY OF SkNFORD FIRE DEPARTMENT Building & Fire Prevention Division PERMIT APPLICATION Application No: - - ;' r V Documented Construction Value: $ 45,000 Job Address: 3897 Night Heron Drive Historic District: Yes No Parcel]]): 17-20-31-502-0000-2000 Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move[] Description of Work: Electrical wiring, 150 amps, underground slab, rough, and trim Plan Review Contact Person: Brandon Gibbs Phone:407-630-0119 Fax: Name Starlight Homes FL LLC Title: Director Email: brandon.gibbs@reedcm.com Property Owner Information Street: 1064 Greenwood Blvd., Ste. 124 City, State Zip: Lake Mary, FL 32746 Name Brandon Gibbs Phone: 407-708-0163 Resident of property? : n/a Contractor Information Street: 146 West Plant Street, Ste. 240 City, State zip: Winter Garden, FL 34787 Name: n/a Street: City, St, Zip: Bonding Company: Address: n/a Phone: 407-630-0119 Fax: n/a State License No.: EC13008106 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: n/a Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: 61 Edition (2017) Florida Building Code Revised: January 1, 2018 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the: actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate ,and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name k " q b, Signature of Contractor/Agent at! I(Eky'A OA 03% bb5 Print Contractor/Agent's Name Signawre of Notary -State of Florida Date Signature of Not6*-St-H& of Florida t AShic- tateoRRISotaryR+Clic •State or tlorida Commnsion s GG 1V6665 y Comm. Expires Jun 5. ZOU I ed tiva nh Wtlotil Notary Assn. Owner/Agent is Personally Known to Me or Contractor/Agent is ersonall to Me or Produced 1D Type of ID I Produced ID Type o BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps I Plumbing - it of Fixtures Fire Sprinkler Permit: Yes No # of Heads I Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: January 1, 2018 Permit Application 4 CITY OF SkNFORD FIRE DEPART&iE1\1T Building & Fire Prevention Division PERMIT APPLICATION Application No: Documented Construction Value: $ 51,000 Job Address: 3897 Night Heron Drive Historic District: Yes No 71 Parcel ID: 17-20-31-502-0000-2000 Residential Commercial Type of Work: New Addition[] Alteration Repair[] Demo Change of Use Move Description of Work: Electrical Wiring, 150 amps, underground slab, rough, and trim Plan Review Contact Person: Brandon Gibbs Title: Director Phone: 407-630-0119 Fax: n/a Email: brandon.gibbs@reedcm.com Property Owner Information Name Starlight Homes Fla LLC Street: 1064 Greenwood Blvd. Ste 24 City, State Zip: Lake Mary, FL 32746 Name Brandon Gibbs Street: 146 West Plant St. Ste 240 Phone: 407-708-0163 Resident of property? : No Contractor Information City, State zip: Winter Garden, FL 34787 Phone: 407-630-0119 Fax: n/a State License No.: EC13008106 Architect/Engineer Information Name: n/a Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: n/a Mortgage Lender: n/a 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: 6n Edition (2017) Florida Building Code Revised: January I, 2019 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. tk -", / a '2o) SigaaWm of Owner/Agent Date Signature of Contractor/Agent Date and.h Gr bhS Print Owner/Agent's Name Print Contractor/Agent's Name b AA- qav Signatum of Notary -State of Florida Date Si nature of No S of Flurida D e Ee-oKr- ASHLEY FARRIS Notary Public • State of FloridaCommission # GG 1966,65MyComm. Expires Jun t1, 2022edthroughNationalNotaryAssn. Owner/Agent is Personally Known too c o gent is Personally Known to a or Produced ID Type of ID Produced ID Type o 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: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUUMING: Revised: January 1, 2018 Pcnrdt Application SPECIFIC PURPOSE SURVEY FORMBOARD) CURVE DATA TABLE NO. I RADIUS DELTA ARC CHORD BEARING C1 75.00' 090'00'00" 117.81' 106.07' N 44'43'03" E C2 100.00' 090'00'00" 157.08' 141.42' N 44'43'03" E LOT 198 LOT 199 LOT 201 WYNDHAM PRESERVE LOT 200 P8 81, PG 93) 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. 46.8' o 0 I 36.2' I 32.0 o CO 2STORY 10.0 RESIDENCE o s.s n FORMBOARD 5.0 I l FFE= 23.06 l 1 N I w 0 46.8' 37.0 Z 01LOT200 AREA = 10,161 S.F.+/- Oil 10' UTILITY fS EASEMENT (P) S89'43'03W 40.00' uJ I o in 4c CURBNNIGHTHERONDRIVE PCP o 50' RIGHT—OF—WAY b40.00' ( PRIVATE ROAD) pCp N 89'43'03" E 40.00 CENTER UNE LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed ueineas BFP-Bockflow Preventer Si ght Distance Easement S Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L -Florida Power & Light P -Plot FFE -Finish Floor Elevation D.B.-Deed Book 10-Water Meter O.R.-Official Records Book DG-Water Valve P.B. -Plot Book Yf-Fire Hydrant Pg.-Page RC®-Recloimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver M -Telephone Box SW -Sidewalk E-Electric Box FFE-Finished Floor Elevation O—Utility Pole Cl -Curb Inlet Guy Pole GTI-Grote Top Inlet Light Pole P.U.E.-Public Utility Easement t--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride 0 -Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sonitory Sewer Manhole SF -Square Feet ENHo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL do DISK CVDLC-Irrigation Control Valve P.K.-Parker Kolon Nail r -Sign SIR -Set 1/2" Iron Rod LB7768 wDG-Gote Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod L87768 1r.R-Existing Grade FIP-Found 1/2" Iron Pipe L87768 C1-Blow-off Valve FPKD -Found P.K. Nail & Disk LB7768 `--Drainage Flow Direction FCM -Found 4"x4" Concrete 10.0 -Proposed Design Grade Monument PRM LB7778 As-Built/Existinq Grade Note: Some items in above leaen may not be aoolicable) Description I Date I Dwn.1 Ck'd I P.C. I Order No. I M SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, wolka, and other similar items shown hereon were token from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and ore referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY SURVEY) N cc U z U y W C C0 O N nV)NC Z 0 L C d W 0 0.. a> N o— 0 c m Z V1 v d M rnC I C o C 0 N va1 m Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side 10' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. PREPARED FOR: ASHTON WOODSNFLOODZONE:: 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: LOT 200, according to the plat of "WYNDHAM 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 was made under my supervision and meets the Standards of 555 Winderley Place, Suite 109 Maitland, FL 32751 Practice set forth by the norido Board of Professional Phone: (321) 270-0440 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Fax: (813) 248-2266 code, pursuant to r#7;.027, Florida Statutes. Licensed Business No. LB 7768 e'-""* GeoPointI tV..o 6g 5 Surveying, Inc. dames 13 eLiner OF ro : LS6915FLORIDAPR0551r%MAL C"Mc f R & P Drown: RCA Checked:JDL P.C.: Data FIe:9dwonEort-Plat MAP 110. .................. NOT VALID .THE 8 THE ORIGINAL Date:07/16/18 Dwg:BrhsonEost-1o1211p USED SEAL OFF (DA• NNS `S OR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Order No.: Field Bk: — TRI-COUNTY TESTINGG LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 I l ORDER NO: REPORT NO - REPORT OF IN -PLACE DENSITY TESTS PROJECT 1i I I rra, Q S vv' -4- Z Wyk PROCTOR CONTRACTOR s U ' `' i t cv S SPECIFfCATION: A51 L REPORTED TO: OPTIMM MOISTURE: / -7 % I LOCATION: I (cl ' Vc( j MAYIMUMIM DRY DLNSITY: G t MATERIAL: b els— 4 DATE TESTED: _b 7 -5 ( - `C' LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MOISTURE INCHES 16s. cu. fL 16s. cu. R. MAX. DENSITY PERCENT N'— 0-(1. 1 . . V.c6 9- u tj 103. 4 1 i- 3 5'- 7 G j /03.b W-5 93 5F— I l 0-19 1 fps- -7 1 S- S Revision City of Sanford Response to Comments Building & Fire Prevention Division OCT 2 4 2018 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov VL:> Permit # Submittal Date 16`14 1t Project Address: Contact: Ph: DI.Q- v ` Fax: Email: @ S. I 56I-IrowcS. Lo- Trades en mpassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: ROUTING INFORMATION Approvals 11 Building ll- tR •cs RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 200 - 2095 SL Builder Name: Starlight Homes 0v1LDi/V,0 Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: c, SANFORD Owner: 1CJurisdiction: D' b Design Location: FL, Orlando 0p4RTt`~ County:: Seminole (Florida Climate Zone 2) 0 1. New construction or existing New (From Plans) 9. Wall Types (2438.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft' b. Concrete Block - Int Insul, Exterior R=4.1 980.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 326.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1222.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1222.00 ftZ 6. Conditioned floor area above grade (ft) 2099 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 419.8 a. U-Factor: Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ftz 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted. Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1222.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 929.00 ft' b. Conservation features b. Floor over Garage R=19.0 293.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.091 Total Proposed Modified Loads: 61.33 PASSTotalBaselineLoads: 62.12 1 hereby certify that the plans and specifications covered by Review of the plans and ST,gl, this calculation are in compliance with the Florida Energy specifications covered by this 01n;NE Code. calculation indicates compliance OwiththeFloridaEnergyCode. rn,,,"••.; :::i4;;:. „ PREPARED BY: Before construction is completed d DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy de. OD yyg f OWNER/AGE T BUILDING OFFICIAL: DATE: 0 DATE: Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSIIRESNET/ICC 380, is not greater than 0.030 On for whole house. 2/13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Co • li r Pagel of 4 FORM R405-2017 PROJECT Title: Lot 200 - 2095 St. Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2099 Lot # 200 Owner Name: Total Stories: 2 Block/Subdivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2099 18116.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 929 8639.7 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1170 9477 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 105 ft 0 929 ft2 0.35 0 0.65 2 Floor over Garage Floor 2 — _— 293 ft' 19 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1324 ft' 0 ft° Medium 0.6 N 0.5 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1222 ft2 N N 2/13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 CEILING it Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 1 30 Blown 1222 ft' 0.1 Wood WALLS Adjacent CavCavity Width Height Sheathing Framing Solar Below Space 1 S Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 2 S Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 N Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft' 0 0.25 0.6 0 6 N Exterior Concrete Block - Int Insul Floor 1 4.1 32 0 9 4 298.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 35 0 9 4 326.7 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 10 20.5 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 S 1 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 e 3 None Low-E Double Yes 0.34 0.26 N 60.0 ft' 1 ft 0 in 1 ft 0 in None None 3 e 4 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 14 ft 0 in None None 4 w 7 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 1 ft 0 in None None 5 W 8 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 12 ft 0 in None None 6 W 8 Vinyl Low-E Double Yes 0.58 0.25 N 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 387 ft' 387 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2113.6 116.03 218.22 345 7 2/13/2018 9:20 AM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 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 Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft= DUCTS Supply — V # Location R-Value Area Return -- Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 419.8 ft Attic 104.95 Prop. Leak Free Floor 2 cfm 63.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan eb Mar Feb X MarHeatinlXJan JF Ventln [Jan Feb [X Mar X Ceiling Fans: A r Ma rl Jun X Jul rl Au APr May Jun f ]Jul Auri Apr [ May Jun ( Jul Aug Se SeP Sef i XOct Nov Oct f X Nov Oct [ X Nov Dec H Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 PM 80 Cooling ( WEH) AM 78 PM 78 Heating ( WD) AM 66 PM 68 Heating ( WEH) AM 66 PM 68 78 80 78 78 66 68 66 68 78 78 78 78 66 68 66 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 61 0 0 1 - Electric Heat Pump 1 - Central Unit 2/ 13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 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. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 2099 b. N/A Area c. N/A 150.00 ft= 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 41.00 ft2 12. Cooling systems ft2 a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.258 Area 14. Hot water systems 929.00 ft= a. Electric 293.00 ftz b. Conservation features ft2 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: e. Date:-3 D Address of New Homer City/FL Zip: Insulation Area R=13.0 1131.70 ft2 R=4.1 980.00 ft' R=13.0 326.67 ft2 R= ft2 Insulation Area R=30.0 1222.00 ft2 R= ft2 R= ft° R ft' 6 419.8 kBtu/hr Efficiency 36.0 SEER:14.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat p4 SHE STgT o. t+ Q` 'a 0 4LQ7 a WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 200 - 2095 SL Builder Name: Starlight Homes Street: Peril Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation In any dropped ceiling/soffit the insulation and anygaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spa s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind i)*D*no and wmrana, Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 2/13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Performance Method Project Name: Lot 200 - 2095 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL . 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Cond. Floor Area:: 2099 sq.ft. Cond. Volume: 18117 cu ft. Envelope Leakage Test Results Regression Data: C: n: Single or Multi Point Test Data R: HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Characteristics Required ACH(50) from FORM R405-2017 : Tested ACH(50)' : Tested leakage must be less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. 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, (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 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)(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: OV,VNE Sr41F Oe0WF 2/13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2017 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 200 - 2095 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Duct Test Time: Post Construction Required Duct Leakage from (Qn,out) FO RM R405-2017 Duct Leakage 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 System 5 CFM25(Out) Tested Sum lines 1-5 Total Divide by 2099 House Duct Total Conditioned Floor Area) System Qn,out)" Leakage Tested Qn (Out) must be less than or equal to the required Qn (Out). I certify the tested duct leakage to outside, Qn, is less than or equal to the proposed duct leakage Qn specified on FORM R405-2017. SIGNATURE: PRINTED NAME: DATE: 2/13/2018 Duct tightness shall be verified by testing to ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), g), or (i), Florida Statutes. BUILDING OFFICIAL: DATE: 2/13/2018 9:20 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant S Page 1 of 1 Pro ect Summa Job: Ashton- Starlight Homes wrightsoft° ry Date: 10/10/2016 Entire House Energy Air, Inc Plan: 2095 S 5401 Energy Ar, Cl, Orlando, FL 32810 Phone:407-886-3729 Email: GRenner@energyairoom V%bb:www.energyaiccom For. Lot 223 - 2095 S R, Ashton Woods Homes 3857 Loon LN, 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 15643 Btuh Duds 2692 Btuh Central vent (61 cfrn) 1737 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 20072 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Coolingg Area (ft 2140 2140 Volume (fl') 18438 18438 Airchanges/hour 0.28 0.15 Equiv. AVF (cfm) 86 46 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 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 16305 Btuh Ducts 4417 Btuh Central vent (61 cfm) 1185 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21907 Btuh Latent Cooling Equipment Load Sizing Structure 2365 Btuh Ducts 808 Btuh Central vent (61 din) 1820 Btuh Outside air Equipment latent load 4993 Btuh Equipment Total Load (Sen+Lat) 26900 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Carrier Trade CARRIERAIR CONDITIONING Cond CH14NBO360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 24750 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 8250 Btuh Temperature rise 28 OF Total cooling 33000 Btuh Actual airflow 1105 dm Actual airflow 1105 cfm Airflowfador 0.060 cfm/Btuh Airflowfactor 0.053 dmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 32 OF Backup: Input = 6 kW, Output =19028 Btuh,100 AFUE Bddrnallc values have been manua0yoverrfdden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-131023 50 wrightsoft' light-SuitaUniversal 2017 17.028 RSU17013 Page 1 ACC% ... Speafidwyndham Preseree\Lot 223 - 2095 SR rup Calc= MA Front Door faces: N Manual S Compliance Report Job: Ashton -Starlight Homes wri jhtsofts Data: 10/10/2016 Entire House Energy Air, Inc Plan: 2095 S 5401 EnergyAlr, CC Orlando, FL 32810 Phone:407-888-3729 Email: GRenner®energyaircom V ab:vmwenergyairoom For. Lot 223 - 2095 SR, Ashton Woods Homes 3857 Loon LN, Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 21907 Btuh Entering coil DB: 77.3°F Outdoor designWB: 75.9°F Latent gain: 4993 Btuh Entering coilWB: 64.0°F Indoor design DB: 75.0°F Total gain: 26900 Btuh Indoor RH: 50% Estimated airflow. 1105 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 109% of load Latent capacity: 6713 Btuh 134% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 20072 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 168% of load Capacity balance: 32 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer. Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 95% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. 2018-Feb-1310:23:50 wrightsoft' Right-Suite®Unhersal2017 17.028 RSU17013 Page 1 SpecifidWtmdhamPresene\Lot223-2095SRrup Cale =MJ8 Front Door faces: N Duct System Summary Job: Ashton -Starlight Homes wrightsoft• Date: 10/10/2016 Entire House By. Energy Air, Inc Plan: 2095 S 5401 Energy Air, CL Orlando, FL 32810 Phone:407-886-3729 Email: GRenner®energyairoom Web: vmw.energyairoom For. Lot 223 - 2095 SR, Ashton Woods Homes 3857 Loon LN, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 in/100ft 1105 dm 243 Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.115 i n/100ft 1105 dm Name Design Btuh) Htg dim) Clg dm) Design FIR Diam in) H x W in) Dud Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat c 473 25 25 0.217 4.0 Ox 0 VIFx 14.1 115.0 st1 bed.3 c 2068 90 110 0.208 6.0 Ox 0 VIFx 24.5 110.0 st1 bed.4 c 2007 44 107 0.344 6.0 Ox 0 VIFx 11.4 70.0 bed2 C 2002 79 107 0.216 6.0 Ox 0 VIFx 19.8 110.0 SO d.4-A h 152 9 9 0.313 4.0 Ox 0 VIFx 19.4 70.0 far -1 "in h 2016 121 115 0.161 7.0 Ox 0 VIFx 33.7 140.0 st3 farn-lki"ln-A h 2016 121 115 0.169 7.0 Ox 0 VIFx 26.1 140.0 st3 fan*bt"din-B h 2016 121 115 0.166 7.0 Ox 0 VIFx 28.2 140.0 SO flex -A h 1679 101 49 0.115 7.0 Ox 0 VIFx 48.1 195.0 st4 flex-B h 1679 101 49 0.127 7.0 Ox 0 VIFx 35.5 185.0 St4 lawn C 878 7 47 0.336 4.0 Ox 0 VIFx 8.4 75.0 mba C 618 30 33 0.344 4.0 Ox0 VIFx 6.4 75.0 mbed c 2560 101 137 0.347 6.0 Ox0 VIFx 5.8 75.0 panlry-A h 1341 81 29 0.158 6.0 Ox 0 VIFx 36.7 140.0 St3 pdr-A h 462 28 16 0.172 4.0 Ox 0 VIFx 32.3 130.0 SO o-A h 572 34 33 0.336 4.0 Ox 0 VIFx 13.4 70.0 WC2 c 195 10 10 0.209 4.0 Ox 0 VIFx 18.9 115.0 st1 BdrYrtallc values have been manuallyoverridden wrightsoft RighFSuite®Unieersal20l7l7.0.28RSU17013 ACC'A...SpecifidWyndhamPresenetLot223-2095SR.rup Calc=M18 FrontDoorfaces: N 2018-Feb-1310:23:50 Page 1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type dm) dm) FR fpm) in) in) Material Trunk st3 PeakAVF 675 488 0.115 632 14.0 0 x 0 VinlFlx st2 st1 PeakAVF 205 253 0.208 572 9.0 0 x 0 VinlFlx st4 PeakAVF 202 97 0.115 458 9.0 0 x 0 VinlFlx st3 st2 PeakAVF 675 488 0.115 632 14.0 0 x 0 VinlFlx Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Dud Name Size (in) dim) dm) ft) FR fpm) in) in) Opening (in) Mat Trunk rb1 Ox 0 832 807 0 0 0 0 Ox 0 VIFx rb2 Ox 0 273 298 0 0 0 0 Ox 0 VIFx wrightsoft• Right-Suite®Unieersal201717.0.28RSU17013 ACCA ..SpedfidWjndham PreseroelLot 223 - 2095 SRrup Calc= MJS Front Door faces: N 2018-Feb-1310.23 50 Page 2 Job # Ashton- Starlight Homes Performed for: Level 1 Energy Air, Inc Lot 223 -2095 SR 5401 Energy Air Ct 3857 Loon LN Orlando, FL 32810 Sanford, FL 32773 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom 3 VTW Scale: 1 /8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.28 RSU17013 2018-Feb13 10:24:31 m Presemlot 223 - 2095 SR.rup N m bed level2 In2 8x4 34 cfm 4 m ba cfm 3'VTR F 4pRiser 11 A 4" bed ac 6" V VTR 4„ la 10x6 107 ch 8x4 T 47 cfm 6 C'. 61CFM14 X6 107cfm tn 8x4 25 cfm 14x6 3'VTR 0 cl. 3 bed2 ba2 Job #: Ashton- Starlight Homes Performed for: Lot 223 - 2095 SR 3857 Loon LN Sanford, FL 32773 8x4 I9 cfm14x6 10x6 110 cfm bed. 3 AHU ON METAL STAND 3. 0 TON 240V/ 5KW HP Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-8863729 www. energyair.com GRenner@energyaircom Scale: 1/8"= 1'0" Page 2 RightSuit& Universal 2017 17. 0.28 RSU 17013 2018- Fel}1310:24:31 m PreserveUt 223 - 2095 SR.rup p Z88 gale insulation A Masco Company CERTIFICATE OF INSULATION Builder: STARLIGHT HOMES Job Address: 3897 NIGHT HERON DR Subdivision: WYNDHAM PRESERVE Lot: 200 STATEMENT OF COMPLIANCE: We, the undersigned, hereby certify that the thermal insulation has been installed in the above referenced building in accordance with good construction practice. The insulation furnished is of the type, thickness and R-value set forth below: EXTERIOR BLOCK WALL: TYPE: FOIL THICKNESS: --- R-VALUE: 4.1 EXTERIOR FRAME WALLS: TYPE: BATT THICKNESS: 3.5' R-VALUE: R-13 CEILING AREA: ATTIC AREA: TYPE- BATT TYPE: BLOW THICKNESS: 10.001, THICKNESS: 10.375" R-VALUE: R-30 R-VALUE: R-30 FED ID #: 59-3214406 ORANGE COUNTY LIC #: 5000005866 OSCEOLA COUNTY LIC #: 50010062753 KISSIMMEE LIC #: 46440 Tina Razzano Authorized Signature 01 /15/19 Date 6825 STAPOINT CT - WINTER PARK, FL 32792 - (407) 678 - 9451 - FAX (407 671 - 5482 EN • VIRONMENTS FOR r A) - Ror SITE ID: 3663W LOT: 200 BLOCK HOUSE 3897 STREET: NIGHT HERON OR CITY: SANFORD STATE FL 23P: 32T71 COUNTY: ACCOUNTS: 909 TAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/162017 PROGRAM: HERS1100% TESTER: EFL IECC: 20M CLIMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS: 3307 NIGHT HERON DR, SANFORD, FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revalle DATE 02RW2DlY TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5.1 Athc Access Panel (fUllY ga3keted and insulated x 5.2 Athc dm own Stair(fully esketed end insulated X 5.4 Recessed Lighbng Fixtures (ICAT labeled and sealed to dryalo X 5.5 Whole -house Fan insulated gasketed to the opening x 7.3 Fresh air ventilation installed par programs eta I I X Bbvw Door BD Ta BD AcWsl Room Pressure Test BUILDING ORIENTATION PROGRAM VOLUME CU. CODE VOLUME CU. PROGRAM SHELL CODE SHELL E BO' NIA 18,118 0 0 PROGRAM CFM 60 CODE CFM 60 PROGRAM ACH 60 CODE ACH 60 PROGRAM of Shd CODE of smi 0 12.114 7 1,775 588 Mater s Mel Bdrm 0 Bdm 2 0 Bdrm 3 0 sq! 6 0 Rm 1 0 Rm 3 0 06- 0 Bdrm 4 0 Rm 2 0 CO Dabdas EneW Star Ow011ad 7 Ellldard Uoft P 7 x 60 or> Of Mordahad Ugft Must Be CFL Or LID x Low Flow Fwwate, ToUds sW x ProwarnmaMe T1mm=tW x CarWed Green Program Land Rsgrdres Vteud bnpse0on sysbam Item LonOon Merudech m Nam Model s1 Model02 Modal A Model s4 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTSIDE CARRIER CH14NBO36 UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM HVAC AHU (HEAT INTERIOR CARRIER FB4CNP018 PUMP) SYSTEM FURNACE SYSTEM 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 FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS AS DESIGN - VALUES AS BUILT -VALUES COMMMENT a OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA 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: BLOWER DOOR RESULT: PASS TESTER: Om RmOb DATE 021042019 BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS AS DESIGN -VALUES ASBUILT-VALUES COMMMENT PROGRAMMABLE THERMOSTATS PRI YES WATER HEATER TYPE PRI CONVENTIONAL WATER HEATER FUEL TYPE PRI ELECTRIC WATER HEATER SIZE, EFFICIENCY & LOCATION PRI INFILTRATION HOUSE LKG ACH REM NA Ht . 5.8a CAg 5.88 ACH 50 Pascals FRESH AIR VENTILATION TYPE PRI AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL ar REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EOUIP. RATED CFM REM NA NA VENTILATION A OF FANS REM NA NA VENTILATION TIMER SETTING EACH FAN REM NA NA VENTILATION TIME - HRS/DAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRI FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S PRI INTERIOR % OF CFL'S PRI INTERIOR % OF LED'S RI INTERIOR % OF PIN -BASED PRI EXTERIOR FIXTURES % OF CFL'S PRI EXTERIOR FIXTURES % LEOS PRI GARAGE FIXTURES % CFUS PRI GARAGE FIXTURES % OF LED'S PRI DISHWASHER PRI REFRIGERATOR PRI FOUNDATION TYPE PRI SLAB TYPE PRI SLAB AREA PRI SLAB DEPTH PRI SLAB FULL PERIMETER RIF) SLAB GRADE PRI FLOW RING PRI HEATING REM NA NA COOLING REM NA NA AIR -SOURCE HP REM NA NA WATER HEATING REM NA NA Corn7rnb Camnrll Deb NO WEATHER STRIP INSTALLED AT TIME OF TEST 02/04/2019 TEST: DUCT BLASTER RESULT: PASS TESTER: Om RmOs DATE 0=42010 TOTAL CONDITIONED FLOOR AREA 1 0 1 2099 CFA 60 FT) DUCT LEAKAGE TO OUTSIDE % TARGET O.00X 8.00% TOTAL DUCT LEAKAGE % TARGET 0.00% 72.00% SYSTEM 1 60 FT. SERVED (CFA) 0 2,099 POST CONSTRUCTION SYSTEM / DUCT LEAKAGE TO OUTSIDE 0 168 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE + 9 SYSTEM / DUCT LEAKAGE TO OUTSIDE Infinity% 2.33% CFM25) TARGET (CFM26) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 252 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE (%OF NaN% 0.00% CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 60 FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM26) TARGET ° ° (CFV25) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM26) ACTUAL CFA) ACTUAL SYSTEM 3 60 FT. SERVED (CFA) 0 0 TEST: DUCT BLASTER RESULT: PASS TESTER: Dm ReveOe DATE 02104R010 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM26) TARGET SYSTEM 3 TOTAL DUCT LEAKAGE CFM26) TARGET SYSTEM 4 SO FT. SERVED (CFN SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM26) TARGET SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM26)ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE CFM25) ACTUAL SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM26) ACTUAL SYSTEM 3 DUCT LEAKAGE TO OUTSIDE OF CFN ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFA)ACTUAL SYSTEM 4 DUCT LEAKAGE TO OUTSIDE OF CFN ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE (% OF CFM26) TARGET 0 O (CFY26) ACTUAL CFN ACTUAL imimi BUILDING SPECIFICATIONS BUILTD ING.CNARACTERISTICB ASDESlGN%VALUES AS,BUIL•T-VALUES COMMMENT DUCT LEAKAGE TO OUTSIDE REM NA 0.027 CF,M25 /,CF,A TOTAL DUCT LEAKAGE REM NA ,, - 0.12 CFM25 TCFA FLOW RING PRI FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3897 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location 3897 Night Heron Dr (Lot 200) Jurisdiction Cond. Floor Area: 2099 Cond. Volume: 18116 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): 1775 Fiinnio nr Midti Pnint Tact nnfn HOUSE PRESSURE FLOW: 1 50 Pa 1775 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm ELA: 98 EgLA: 231 ACH: 588 SLA .05 ACH(50) ' : 588 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, 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. Digitally signed by Dave Revelle Date: 2019.02.05 12-53:58 EST me S e Revelle, O=TopBuild Home Services, OU, EMAI LAD DR ESS=dave.revelle Signature: ® topbuild.com, C=US Printed Name: Dave Revelle Date: 02/04/2019 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, (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 TopBuild the opportunity to provide the above services for you. Please feel free to contact me veth any questions. 10125/2017 386300EFL This certificate is presented to Dave ReveHe for having successfully completed all requirements established by the Residential Energy Services Network (RESNET) and as a Certified Home Energy Rater is authorized to issue Home Energy Ratings in accordance with RESNET guidelines. pB UIO Id Home Services RTIN # 4311088 Stephen P. Carr, Registration # QA Designee This form was generated from EFL Project Manager, property of TopBudd Home Services 04/05/2019 Certification Expires FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3897 Night Heron Dr Permit Office: City, Stale, Zip: Sanford, FL 32771 Permit Number. Design Location: Jurisdiction: Duct Test Time: Post Construction nl Irt I aakana Tact Racl Ilt-- CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 49 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Dud System Leakage Sum lines 1.4 49 Divide by 2099 Total Conditioned Floor Area) 0.0233 (Qn,Out) I hereby certify that the above dud testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Digitally si ned by Dave RevelleDate: SOlB 02 05 12,53 54 EST CN=Dave Revelle, 0-TopSuild Rater Of Record: Home Services, OU, Printed Name: ave Reli lftab°''d com, c=us RESNET: 4311088 Data: 02/04/2019 Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an Q-(HE STgT energy rater certified in accordance with Section 553.99, Florida Statutes. ce WE° Building ORidal: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 386300EFL ZTopBuild' TopBuild Home Services, Inc. — Performance Testing Certification TopBuild Home Services, Inc. has conducted BPI and/or RESNET/HERS testing on the following property. The information and results are outlined below. (Note: This document does not certify compliance with the entirety of the 2009 IECC. It certifies the results of the performance testing only). Builder. Starlight Homes Subdivlslon: Wyndham Preserve Property Owner: Total Conditioned Floor Area: 2,099 ft 2 Permit Date/No.: Conditioned Volume: 18,116 ft3 IECC Version: 2009 Property Address: 3897 Night Heron Dr, Sanford, FL 32771 Testing Performed 2009 IECC (Sec. 402.4.2.1 — Testing Air Leakage) Blower Door Test 02/04/2019 Measured Air Leakage: 1775 CFM @50Pa Result: PASS Air Infiltration: 5.88 Confirmed ACH ACH 50 Targets 7 2009 IECC (Sec. 403.2.2 — Testing Dud Leakage) Dud Blaster Test 02/04/2019 System 1 Duct Leakage: N/A Result: N/A Confirmed Leakage: 0.00% DL % Target <_ 12.00% Phase Post Construction CFA: 2,099 ft 2 System 2 Duct Leakage: N/A Result: N/A Confirmed Leakage: N/A DL % Targets N/A Phase N/A N/A System 3 Duct Leakage: N/A Result: N/A Confirmed Leakage: N/A DL % Target <_ N/A Phase N/A N/A Digitally signed by Dave Revelle Date: 2019.02.05 12,53:39 EST Rater Of Record: ri , yn ,, CN=Dave Revelle, O=TopBuild RESNET #: 4311088 I lrJluu u4/ Home Services, OU. E MAI LADDRESS=dave.revelle 02/04/2019 @topbuild com. C=US BPI Certification #: N/A Thank you for allowing TopBuild Home Services, Inc. the opportunity to provide the above services for you. Please feel free to contact me with any questions. y Mo. RTQQQ' Sincerely, ~O Dave Revelle Cell. (386) 681-7452 ! dave.revelle®topbuild.com L 475 N Williamson Blvd. Daytona Beach, FL 32114 (866) 912-7233 Na°1 98-089 This fain( was yerwnftd bom EFL Pro/ed Manger, property ofTopBU#d Home SWYAX14 !x 0 cgaorTwTLo RESNET Home Energy Rating Standard Disclosure For home looted at Lot 200 3897 Night Heron Dr, Sanford, FL 32771 City: Sanford State: FL 1. FX The Rater or Raters employer is receiving a fee for providing the rating on this home. 2. X In addition to the rating, the Rater or Raters employer has also provided the following consulting services for this home. A Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself X D. Training for sales or construction personnel E. Other (specify below) 3. The Rater or Raters employer is: A. The seller of this home or their agent B. The mortgagor for some portion of the financial payments on this home C. An employee, contractor or consultant of the electric and/or natural gas utility serving this home 4. FIThe Rater or Raters employer is a supplier or installer of products, which may include: Installed In this home by: OR is in the business of: HVAC Systems Rater Employer Rater Employer Thermal Insulation Systems Rater Employer Rater Employer Air sealing of envelope or duct systems Rater Employer Rater Employer Windows or window shading systems Rater Employer Rater Employer Energy efficient appliances Rater Employer Rater Employer Construction (builder, developer, construction contractor, etc.) Rater Employer Rater Employer Other (specify below): Rater Employer Rater Employer I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network RESNET). The national rating quality control provisions of the rating standard are contained in Chapter One 4.C.8. of the standard and are posted at http://resnet.us/standards/RESNET_Mortgage_Industry_National_HERS_Standards.pdf. The Home Energy Rating Standard Disclosure for this homeis available from the rating provider. Dave Revelle Rater's Printed Name ' 3 Rater's Signature EFL PM This information does not constitute any warranty of energy cost or savings. 1985-2014 Architectural Energy Corporation, Boulder, Colorado. RESNET #: 4311088 Certification # February 04, 2019 Date RESNET Form 0300-2 386300EFL