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2616 Magpie Way 18-282; NEW SFH
COUNTY OF SEMINOLE AIMPACTFEESTATEMENT STATEMENT NUMBER: 18100000 DATE: January 02, 2018 BUILDING APPLICATION #: 18-10000007 $ p BUILDING PERMIT NUMBER: 18-10000007 T DUB UNIT ADDRESS: MAGPIE WAY 2616 17-20-31-502-0000-2480 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2616 MAGPIE WAY/ WYNDHAM PRESERVE LOT 248 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADSN/A g- COLLECTORS SingleCFamily Housing 00 1.000 dwl unit 00 FIRE R 00 LIBRARY CO -WIDE ORD Single Family HoC.. 54.00 1.000 dwl unit 54.00 SCH9OSingggle ORD Family HouWg 5,000.00 1.000 dwl unit 5,000.00 PARKS // 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORYAPPLICANT: 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** ySEMINOLEACOUNTYIROADTHFIRE/_RESCUE, LIBRARYNAND/OREEDUCATIONNAALL THE ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVEBUT NOT LATER THAN CERTIFICATE ERFE UIREMENTSOFTHECOUNTYLAND DEVELOPMENT OCCUPAY OR OCCUPANCY. REQUESTEC MUSTMEETTHODE COPIES OF RULES GOVERNINGAPPEALSMAYBE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407- 665-7356. I d P IE r ON0 o'r CITY OF SANFORD I BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 2 Documented Construction Value: S 3 `', a r 3•:` Job Address: a. 1 Lo l Yia Pit- l Historic District: Yes Not_o q (J G.,n Parcel ID: 17-20-31-502-0000-. ,410 Wyndham Preserve Lot 2-t9 Residential® Commercial Type of Work: New® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-046-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA - E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: Th 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 com • ce w• all applicable laws regulating construc ion and zoning. 5ci S re o wner/Agent Date Signature of Contractor/Agent Date John Reny Robert Willets Prin Owner/Agent's Name Signature of No -State of Florida 0 Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA i Co GG113111 V "0 Tres 612112021 Owner/Ag'i personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name 3 ame - --kn " k_ a 15/P- Signature of Note State of Florida Dale Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA C omrr # G113111 Contractor/ ' d e p"I't'3GVRN town to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [g Electrical @ Mechanical [R' PlumbingQ Gas[-] Roof Construction Type: V(?> Occupancy Use: 23 Flood Zone: k-SC;e ATThcHCD Total Sq Ft of Bldg: 2$g0 Min. Occupancy Load: 1 S # of Stories: 2 New Construction: Electric - # of Amps 150 Plumbing - # of Fixtures 1-7 Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING 5 I UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING:1N=c. 14-ZOIS FIRE: - BUILDING: x 2-t3•IS? COMMENTS: _ Revised: June 30, 2015 Ok to construct single family home 44. ( _Pt l IoQ , c with setbacks and impervious area > t2PA% t shown on plan. 04,3 ,j% o 12-3t- t'1. dc- —to co.ISr'R c-i 2,4oto S o(s'h'ce - U, C* To 201,4 fe-C/ 2ml i ..i 4Ec. 10 Permit Application 1'..tea _ O_ n s i :.`:. .i^r. •u.. +. ram•\-b CITY OF SAIdFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ^ 2 Documented Construction Value: S -1 3l , In `l O Job Address: a,Lc 1 Lo 1(Ylga Ili e. u-3c,.n .Historic District: Yes No Parcel ID: 17-20-31-502-0000- P,41 p Wyndham Preserve Lot 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: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fag: 407-647-0100 State License No.: Architect/Engineer Information Name: Mulhem & Kulp Phone: Street: .20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: NA 2 CGC1622347 215-646-8001 Fax: E-mail: sives@muihemkulp.com Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF to obtain a permit to do the work and installations as indicated. I certify that no work or installation has Dance of a permit and that all work will be performed to meet standards of ail laws regulating construction rstand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, tanks, and air conditioners, etc. with the date of application and the code in effect as of that date: 5ih Edition (2014) Florida Building Code Pemit 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 com ' ce w' B all applicable laws regulating construc 'on and zoning. S S o er/Agent Date Signature of Contractor/Agent Date John Reny Robert Willets Prin Ovmer/Agent's Name Signature of No -State of Florida 0 Date Shayne Mangel NOTARY PUBLIC c _STATE OFFLORIDA Co r(t# GG113111 s 0 tres 6121I2U2i Owner/Ag i 'personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name aSignatureofofNotarAStateofFlorida0Date Shayne Mangel VP.! NOTARY PUBLIC STATE OF FLORIDA CommixG113111 Contractor/WaRi IrPA?nVRNnown to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: .Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: 1- 9"12:5> WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application RI 1877= City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 2616 Magpie Way Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-2480 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O 'FILIAL USE ONL 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 M The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 18-282 Reviewed by: Michael Cash, CFM Date: January 8, 2017 A H o o Application for Paved Driveway, Sidewalk or 8A0 Walkway Including Right -of -Way Use & F 11, Landscaping in Right -of -Way r"iintordfl,Vw Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.e88.5140 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 issidewalkconstructionover100squarefeetofconcreteorothermaterialonthesubjectparceland / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat dearly Identifying the Koo..e,utibalo 1. size and location of the existing right of -way and use shall be provided of application could be delayed. call bdmrnlm do. 1. Project LocaffoniAddress: "too 2. Proposed Activity: Driveway LIMWalkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Descriptlon of Work: l S'C'v^tir c - an 6.1- Y1e IAJ —g-IZ. This application is submitted by: Property Owner. Slgneture: Print Name: --lb'. nr r, Address: p e an r Z) y i Phone: L}-6-1-"-[og_tplia1 Fax: f441-(S"[pQEmail: S1^)&,rv,r_.MpM.Llepate: I-7-8 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of tight -of -way adjacent thereto. Requestor may, with written City authorization. remove said instal atlontimprovement fully restoring the rightof-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 slated 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 Requestoes expense and, If necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend. Indemnify, and hold harmless the City. I coundlpersons, agents, servants, or employ- eesappointed, elected, or hired) from and against any and all IlablGties, dalms, 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 Chy's right-of-way. 1 have read and understand the above statement and by signing this application i agree to Its terms. Slgnature: r-T Date: Pre - pour Inspection by - Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: 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. Date: Official Use Only Fee: Date: Date: Date: Date: I - a 20 ( $ Date: 2016 Row Uso 0*4wh YpO LUMTED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 1 2.- a1-1'1 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name ofCompany) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: nkLatp -t-o d , 3a-n Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole St The foregoing ins1R8% ff&# knVVVV@@jvledgedbeforemethis ,-( day of 200 ' by who is rsonally known to me or o who has produced as identification and who did (did not) take an oath. Shayne Mangel NOTA Ye R BLICXPYLORIDA Comm# GG113111 Nce Expires &21/2021 Rev. 08.12) V_i; a ell Notary Public - State of Commission No. My Commission Expires: REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: VA - 1 I Project Name: Wyndham Preserve -Lot a4 q Project Address: M5!a a;e.,Wnanford FL 32773 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print Name of Owner/Tenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print N e of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # dt EasEe rbroyY Print Name of El. Contractor ignature of El. Contractor 5-C ooa304f El. Contractor License # CALLED INTO: Progress Energy o Florida Power and Light on _/ / Rev. 02/10/15) THIS INSTRUMENT PREPARED BY: htmj LKCQ./ Name: Stariight Homes Florida LLC / Address. 1054 Greenwood Blvd Suite 124 Lake Mary FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole i Iillil IIIII IIIiI IIIiI IIIII Itlll III! !It! GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER 8K 9048 Ps 1514 (1P9s) CLERK'S 4 2017131001 RECORDED 12/28/2017 12:13:50 PM RECORDING FEES $10.00 RECORDED BY tsmith Permit Number. Parcel ID Number. 17-20-31-502-0000-a4t0 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 CommencemenL DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wyndham Preserve PB 81 Pas 93 102 Lot Q,4-9 Address: GENERAL DESCRIPTION OF IMPROVEMENT: v Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200. Roswell, GA 30076 _ Fee Simple Title Holder (of 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 of Section 713.13(1)(b), Florida Statutes. To receive a copy of the Lienors Notice as Provided In Expiration Data 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 OFCOMMENCEMENTARECONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713. PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. ANOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTENO TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEYBEFORECOMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. Und pe 61*011refityry, I declare that 1 have read the foregoing and that the facts stated to It are truetotheestykndgeandbelief. iG Ovmefs Signaeae - Florida SIaMe 713.13(1xg). 'The owner must sign the notke Of cammenoement and no one else may be pamhted to don In his or her stead.- G State Of County of The foregoing Instrument was acknowledged before me this ^i ` day of 20201 0 by f> 1 PfX LP Who Is personally known to me" ONerveofPersonmakingstaterneiq •, :.- as OR who has produced Identification type of Identification produced: 3hayne Mengel U NOTARY PUBLICV510OFFLORIDA '" 0,L` o 0 Comrtiaal.GG113111 ' Notary sipr_ae Uj zWrExpires6/21/2021 cu Q h m LLJ Q REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # Of - Z$ Z BUILDING PERMIT Min Max Ins ection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Address: Zrc.N(,= AkC--P%5' cJArI ELEc TRICA:PERMIT, -- _' _ _ _- ' "• . • _ _ _ _ .."._" Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rough 1000 Electric Final Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final IVIIECHA+LAICAL PERMIT T_ _ : (-_ i .• =c Min Max inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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 248 - 2406 UR Builder Name: Starlight Homes LLA t k- Permit Office: Seminole CounCity, 2 82State, Zip: Sanford, FL , 32773 Permit Number:# g - D1401Street: kOwner. Urv,,} }-ryb,,y Jurisdiction: pDesignLocation: FL, Sanford' County:: Seminole (Florida Climate Zone 21 1. New construction or existing New (From Plans) 9. Wall Types (2724.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1419.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1419.00 ft= 6. Conditioned floor area above grade (ft2) 2402 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. WA 11. Ducts R= ft' R ft' 7. Windows(191.0 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 a. U-Factor. Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 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: WA 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 S. Floor Types (1419.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.080 Total Proposed Modified Loads: 66.11 PASSSSTotalBaselineLoads: 68.93 i I hereby certify that the plans and specifications covered by Review of the plans and ivHE STgl, this calculation are in compliance with the Florida Energy specifications covered by this y0, Code. / calculation indicates compliance l n/ t" with the Florida Energy Code. u,r, ..•••. 4.::'a, ,, O PREPARED BY: Before construction is completed DATE: this building will be inspected for 1 compliance with Section 553.908 4 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ Code. OD YV7r• OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: t r S • r8 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 an envelope leakage test report in accordance with 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. 6/17/2017 10:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 248 - 2406 UR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2402 Lot # 248 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Cass: 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, Sanford FL_ORLANDO SANFOR 2 39 93 70 75 677 44 Medium 13LOCKS Number Name Area Volume 1 Blockl 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 11080,8 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 1 116.7 ft 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 _- — 385 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1587 ft° 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC: V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1419 ft' N N 6/17/2017 10:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1419 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space A.Vallep Ft in at In Aran R 1 E Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft2 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft2 0 0 0.6 0 3 S Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 112 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft2 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft2 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft2 0 0 0.6 0 7 N Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft2 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft2 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 ft2 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 ft2 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft2 WINDOWS Orientation shown is the entered. Proposed orientation. Wall OverhangJr: Omt 10 Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 3 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 3 ft 0 in None None 3 S 4 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 14 ft 0 in None None 4 W 5 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 5 N 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 It 0 in None None 6 N 8 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 7 N 8 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 12 ft 0 in None None a N 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 12 It 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 385 ft2 385 ft2 64 ft 9.3 ft 0 6/17/2017 10:41 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 c r FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000383 2414.6 132.56 249.3 .3444 7 HEATING SYSTEM i 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 I Split SEER: 14 36 kBtu/hr 1080 drn 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 i # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft= DUCTS Supply — Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 It Floor 2 120.1 It Prop. Leak Free Floor 2 — cfm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling(]Jan ((]]Feb [[ ]jMar Heatin[X] Jan IX] Feb [X] Mar Ventin [[ ]Jan [[ ]i Feb [[X]] Mar Ceiling Fans: Apr [ May (Xj Jun [X Jul riAu [X] SepE ] Apr[iMay [ i Jun [ Jul Aug [ ]Sep X] A r [ Ma [ 1 Jun [ Jul Au [ 1 Sep Oct Nov Oct Nov Oct Nov Dec Oec Dec 6/17/2017 10:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) I AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) I AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 Heating (WEH) i AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 MECHANICAL VENTILATION Type I Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pump 1 - Central Unit 6/17/2017 10:41 AM I EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft= b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft2 4. Number of Bedrooms 4 d. WA R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1419.00 ft= 6. Conditioned floor area (W) 2402 b. N/A R= ft' 7. Windows- Description Area c. N/A R= ft? a. U-Factor: Dbl, U=0.34 150.00 ft' 11. Ducts a. Sup: Attic, Ret: Floor 2, AH: Floor 2 R ft 6 480.4 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft' SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft' a. Central Unit 36.0 SEERA4.00 SHGC: d. U-Factor: N/A ft' 13. Heating systems kBtuRu Efficiency SHGC: Area Weighted Average Overhang Depth: a. Electric Heat Pump 36.0 1.000 ft. HSPF:8.20 Area Weighted Average SHGC: 0.258 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' a. Electric EF: 0.95 b. Floor over Garage R=19.0 385.00 ft' c. N/A I R= ft' b. Conservation features None 15. Credits Pstat 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: -JV- Q.Date: jai (& 11 ---T Address of New Home: s2zLQ1Lk V l-!? L ity/FL Zip: &_ ,-:p,9 d FL 1 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. 6/17/2017 10:41 AM EnergyGauge® USA - FlaRes2014 - 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 248 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. 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 includo 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 6/17/2017 10:41 AM EnergyGauge® USA - FlaRes2014 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 248 - 2406 UR Builder Name: Starlight Homes Street: I Permit Office: Seminole County City, State, Zip: Sanford, FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2402 sq.ft. Cond. Volume: 20697 cuff. Envelope Leakage Test Results Regression Data: C: I n: R: I Single or Multi Point Test Data I I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by 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 dosed 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 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: I 6/17/2017 10:41 AM Where required by the code official, testing shall be conducted by 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: EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 0FTHE srgTF DWV V14, Page 1 of 1 t -- - - — 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 248 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage total Conditioned Floor Area) 601,10 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 OItTr1 14EST4testing to Section 803 of the RESNET Standards by an energy rater certified in h If/ff :•::;• Q accordancewithSection553.99, q Florida Statutes. COD yVL'J BUILDING OFFICIAL: DATE: 6/ 17/2017 10:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 wrightsoft° Project Summary Entire House Energy Air Inct 01 Energy I Cl. Orlando, FL 32810 Phone: 407-066-3729 Email: GRenner@energyair.com Web: wwv.energyair.com For: Lot 248 - 2406 UR, Starlight Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Job: Starlight - Wyndham Date: 10/10/2016 By: Plan: 2406 S Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L I Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 17444 Btuh Ducts 2741 Btuh Central vent (70 cfm) 1985 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22170 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Cooling Area (ft') 2447 2447 Volume (ft3) 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Make Carrier Trade Model CH14NBO360000A AHRI ref 0 Efficiency 8.2 HSPF Heating Input Heating output 33800 Btuh @ 470F Temperature rise 28 OF Actual air flow 1105 cfm Air flow factor 0.055 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16260 Btuh Ducts 3792 Btuh Central vent (70 cfm) 1354 Stuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21406 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 603 Btuh Central vent (70 cfm) Equipment latent load 2079 5241 Btuh Btuh Equipment total load 26647 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.055 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Capacity balance point = 34 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right -Suite® PageUniversal201717.0.08 RSU17013 2017-Jun 17 10 ge I1 Speciric%Wyndham Preserve\Lot 248 - 2406 UR.rup Calc = MJ6 Front Door faces: S wrightsoft• Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone. 407-886.3729 Email: GRenner®energyair.com Web: www.energyair.com For: Lot 248 - 2406 UR, Starlight Homes Sanford, FL 32773 Design Conditions Job: Statilght - Wyndham Date: 1011012016 By: Plan: 2406 S Outdoor design DB: 92.6°F Sensible gain: 21406 Btuh Entering coil DB: 76.8°F Outdoor design WB: 75.9°F Latent gain: 5241 Btuh Entering coil WB: 63.8°F Indoor design DB: 75.0°F Total gain: 26647 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 112% of load Latent capacity: 6713 Btuh 128% of load Total capacity: 30674 Btuh 115% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 22170 Btuh Entering coil DB: 68.2°F Indoor design DB: 70.0°F Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 149% of load Capacity balance: 34 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 86% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Jun-17 10 38.09 wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 page 1 ACCA ...SpecdicMyndham PreserA%Lot 248 - 2406 UR.rup Calc - WS Front Door faces: S Job: Starlight - Wyndham ftwrightso• Duct System Summary Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.enerpyair.com Project• • For: Lot 248 - 2406 UR, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.116 in/100ft 1105 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.116 in/100ft 1105 cfm 241 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 c 300 14 17 0.334 4.0 Ox 0 VIFx 8.7 75.0 bed.3 c 995 46 55 0.190 5.0 Ox0 VIFx 22.3 125.0 stl bed.4 c 1357 71 75 0.196 6.0 Ox 0 VIFx 17.6 125.0 stl bed2 c 1522 73 84 0.282 6.0 Ox 0 VIFx 24.1 75.0 cl.4-A h 234 13 12 0.200 4.0 Ox0 VIFx 19.8 120.0 stl farn-kit-din h 2355 129 127 0.155 7.0 Ox 0 VIFx 35.3 145.0 st3 fam-kit-din-A h 2355 129 127 0.157 7.0 Ox 0 VIFx 33.8 145.0 st3 fam-kitdinfB h 2355 129 127 0.174 7.0 Ox 0 VIFx 26.3 135.0 st3 fle*A h 2093 115 69 0.116 7.0 Ox 0 VIFx 51.1 190.0 st4 flews h 2093 115 69 0.119 7.0 Ox 0 VIFx 46.1 190.0 st4 lain I c 711 3 39 0.344 4.0 Ox 0 VIFx 6.3 75.0 loft c 1777 47 98 0.318 6.0 Ox 0 VIFx 13.0 75.0 m be C 427 19 24 0.363 4.0 Ox 0 VIFx 7.1 70.0 m bed c 1881 88 104 0.340 6.0 Ox 0 VIFx 7.4 75.0 pdr-A I h 1228 67 31 0.149 5.0 Ox 0 VIFx 48.3 140.0 st3 v"b-A c 877 46 48 0.312 5.0 Ox 0 VIFx 14.6 75.0 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk SO Peak AVF 130 142 0.190 531 7.0 0 x 0 VinlFlx st4 Peak AVF 229 138 0.116 519 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 683 550 0.116 639 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 683 550 0.116 639 14.0 0 x 0 VinlFlx Bold/Italic values have been manually overridden 2017-Jun-17 10:38:09 w ,I wrightSOft' Right -Suite® Universal 2017 17.0 08 RSU17013 Page 1 ACCK ...Speck\Wyndham Preserve\Lot 248 - 2406 UR.rup Celc = MJ8 Front Door faces, S Return Branch Detail Table Grill Htg clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rb1 I Ox0 951 929 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 176 0 0 0 0 Ox 0 VIFx 2017-Jun-17 10:38:09 At wrightsoft• Right -Suite® Unhersal 2017 17.0.08 RSU17013 Pape 2 AC K ...Specific\Wyndham Preserve\Lot 248 - 2406 UR.rup Calc = W8 Front Door faces: S QQD Job M Starlight - Wyndham Performed for: Lot 248 - 2406 UR Sanford, FL 32773 Level 1 3VTW Energy Air, Inc Scale: 1/8" = 1'0" Page 1 5401 Energy Air, Ct RightSuite®Universal 2017 Orlando, FL 32810 17.0.08 RSU17013 2017Jun-17 10:39.00 Phone: 407-886-3729 ...m PreservekLot 248 - 2406 UR.rup www.energyair.com GRenner@energyair.com r• Job M Starlight - Wyndham Performed for. Lot 248 - 2406 UR Sanford, FL 32773 level2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 vmwenergyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 RightSuiteO Universal 2017 17.0.08 RSU17013 2017Jun-17 10:39:00 m Preserve\Lot 248 - 2406 UR.rup 1-1/2" VTR ." VTR 1-1/2- VTR 1-1/2" VTR it it A SH TUB 2° WM LAV we weIT2" at& LAV We LAV 3rr Is 2" Is 3n n 3" 3" n 3" n n AUTO VENT KS O n UP O v C a e if A DO < v O c o 2 3, r co N PLAN 2406 u C/ o PLUMBING RISER DIAGRAM W o WYNDHAM PRESERVE - LOT 248 610 N 3 0 II PLOT PLAN m o DEVIENSION NOTE: c \ v W WYNDHAM PRESERVE Proposed building dimensions 0 LOT 248 shown hereon are of the exterior. v c c c_ Building Setbacks Proposed) pU Z 'o CA Setbacks: Per construction plans for WYNDHAMm PRESERVE% City of Sanford, v m 0 Seminole county, Florida. al '• CURVE DATA TABLEMFront = 25' c o O Rear = 20' mC 04 Side = 7.5' NO. RADIUS DELTA ARC CHORD BEARING r- Side Street = 25' C1 25.00' 090*00*00" 39.27' 35.36' S 45'16'57" E LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the Northeast 1/4 of said Section 17, N.89°52'08"E., a distance of 877.36 feet; thence N.00016'57"E., a distance of 553.81 feet to the POINT OF BEGINNING; thence N.89°43'03"W., a distance of 52.50 feet; thence Westerly 39.27 feet along the arc of a non -tangent curve to 9°00'00" (chord bearing S.45016'57"E., 35.36 feet) thence N.00°16'57"W., a distance of 90.00 feet; thence N.89043'03"E., a distance of 77.50 feet; thence S.89"43'03"E., a distance of 115.00 feet to to the POINT OF BEGINNING. Containing 8,779 Square feet, more or less. 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. LOT AREA CALCULATIONS LOT = 8.779 SQ.FT. LIVING AREA= 1.034 SQ.FT. GARAGE 385 SQ.FT. PORCH = 24 SQ.FT. DRIVEWAY = 469 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 42 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 23.5 X SOD = 6,716 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 5.572 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 928 SQ.FT. SOD = 1.072 SQ.FT. TOTAL AREA AREA DRIVEWAY = 14351 SQ.FT. 583 SQ.FT. SIDEWALK = 970 SQ.FT. SOD = 7.788 SQ.FT. A Be 10 - 2S2m ZONIN DAB 2 I LOT 239 1 77.50' N89043'03 "E 11 A' X9 I I 1 F_f- I coitl1 1 cn LOT 248 I AREA = 8,779 S.F. t O 010.00 Z 128.5' o. 26.0 11.0' o Cnn 00 --a x N , w rnm z o 7CI v 2 o C 28.5' 2.0' JIJ.V PROPOSED 2 STORY RESIDENCE 2406 SOLSTICE ELEVATION - U GARAGE - RIGHT FFE= 22.9 PORCH-;;,25.3 12.7 a 16.0 c} in Q PROPOSED a' N N CONC WALK a c,+ Ok to construct single family home with setbacks and impervious area shown on plan. a?j,rj% iA. 589'431031W r l PROPOSED 5' 210a So S It•Ge - l CONC SIDEWALK rcr, -roof cqw menc iLEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed usiness BFP- Licensed Preventer Si ht Distance Easement9 S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light P -Plat FFE -Finish Floor Elevation 0. . -Deed Book Water Meter O.R. -Official Records Book D4 -Water Valve P.B. -Plot Book V-Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk EI-Electric Box FFE-Finished Floor Elevation 0-Utility Pole CI -Curb Inlet Guy Pole GTI -Grote Top Inlet Light Pole P.U.E.-Public Utility Easement F--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS-No Comer Set (Falls in Water) m-Sanitary Sewer Manhole SF -Square Feet ENNo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK XVD4-Irrigation Control Valve P.K. -Parker Kolon Nail p -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 I- -Existing Grade FlP -Found 1/2' Iron Pipe L87768 a -Blow-off Valve FPKD-Found P.K. Nail &Disk LB7768 ----Drainage Flow Direction FCM -Found 4'x4' Concrete Q Proposed Design Grade Monument PRM L87778 1L0.21-As-Built/Existing Grod4 Note: Some items in above leaend mov not be aao icable 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. MAGPIE WAY 50' RIGHT-OF-WAY POINT OF PCP ( PRIVATE ROAD) COMMENCEMENT S 89'43'03 W 391.64' SOUTHWEST CORNER OF CENTER THE NORTHEAST 1/4 OF LINE SECTION 17-20-31 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 VYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) 11111 7.0' Nt0 52.50" 1 c LOT 240 O h LOT 247 t O y CONC CURB103I N cn SOUTH LINE OF i0 e. PCP o THE NORTHEAST 1/4: '0 1=1 - OF SEC 17-20-31 p u v BASIS OF BEARING) Z N89'52'08"E 877.36' 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 "A" DESCRIPTION: PROPOSED LOT 248, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint SUI'Ve/ing, Inc. Ja s D. Leviner LS691FLORIDAPROFESSIONALSURVEYOR & MAPPER NO. ..............55 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: MTP I Checked: JDL I P.C.: Data File:eriswnEad-Plat Date:7/05/17 Dwg:&Isw aA-L*I248 Order No.: - SEC. 17 - TWN. 20 S. - RNG. 31 E. I Feld Bk: - RECORD COPY PAl-wileve EL'ECTRIC Ashton Woods Homes Seminole 2406 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS INEC 2011 - 220.82(CI(31- (411 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 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR COMPRESOR (a 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER aQ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 12.19 KVA 11. GENERAL LOADS )NEC 2011 - 220.82(81(I1- (40 2 V 2 LIGHTING 2401 Sq Ft ® 3VA/Sq. Ft 7.20 KVA QTY VALUE TOTAL KVA J\ING2SMALLAPPLIANCECIRCUITS1.50 3.00 KVA I LAUNDRY CIRCUIT 150 1.50 KVA I DRYER CIRCUIT 5.00 5.00 KVA SANFORD 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA PAWL'-& 0 WATER HEATER (2) 4.50 I DISHWASHER 1.20 1.20 KVA I DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHENQENAIR GAS 1.50 1 MICROWAVE CIRCUIT 250 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) 37.70 KVA 1 ST 10 KVA (GENERAL LOADS) Qa 100% 10.00 KVA REMAINDER (GENERAL LOADS) ® 40% 11.08 KVA SUBTOTAL (GENERAL LOADS) )NEC 2011 - 220.82(Bll 21.08 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 21.08 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(Al) 33.27 KVA MINIMUM SERVICE SIZE 138.61 AMPS RECOMMENDED SERVICE SIZE 150 AI11PS Typical 150 Amp Electrical Diagram 150 Amp Meter Main 150 Amp Main 120V / 240V Typical 150 Amp Interior Panel 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 1R-282 EASTERN SPECIFIEH' 'U for products manufactured in Alexandria [Lena], Louisiana 4-j r T 2 4 ' w 4V - d J 1 yY 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 SYSTEMI` 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 BCI11' 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. hat Makes the SIMPLE FRAMING SYSTEM' So Simple? J 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, BC16 Architectural Specifications ......... 3 About Floor Performance, BCI1 Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 BCI' Floor Framing Details .......................... 5-6 BCI0 Joist Hole Location 8 Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8-9 BCI8 Floor Load Tables ........................... 10 - 12 BCI® Roof Framing Details ........................ 13 - 14 BCI' Roof Span Tables ........................... 15 - 18 BCl° Roof Load Tables ........................... 19 - 23 BCI1' Design Properties, BCI'I Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 Z 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. O 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. O Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARDs'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-LAMI- 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 -LAMS' 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 CALCI............. 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover Eastern Product Profiles 19 BCII l Joists VERSA -LAM® VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.7 2650 1.8 2150 2.0 31 u0 1 Y2' I — 1'/' T — I 9'/2' 9'/2' 91/2" 11 %11 117/a" I I 3'/z' 9/i 1 /" 11'/s" % 1,4,E % 14" 3'/z" 3'/z" to 1e/' 11 " 14„ /e 14, to l g" to 7Ys" 24 6" 16" 1 6 Il 1 !I 1/ i' Z" 25I16" 29I16' 25/4' 31/2 11/2', 1'/.", 3'/z' 3'/V to 5'/." 1'Y2" V/," Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/s", 5'W BCI1' and VERSA -LAM products shall be installed in dry -use applications only, per their respective IC(-' ESR evaluation reports BCI° Joist Architectural Specifications 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. Mat, , - I, 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 BCII 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. Dr -: wing: 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 BCIO Joists and the entire system until the sheathing material has been applied. The BCI® Joists shall be evalu- ated by a model code evaluation service. Residential Floor Span Tables About Floor Performance Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subtloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. THREE STAR * * * FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION BCI® Live Load deflection limited to 1_/480: The common industry and design community standard for residential floorjoists, 33% stiffer than L1360 code minimum. However, floor performance may still be an issue in certain applications, especially with 91/2' and 117/a" 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 L1360: 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. Joist Depth Joist Series 12" O.C. 16. o.c. I 19.2" o.c. 24" O.C. 32" o.c. 12" o.c. 16" O.C. 19.2" O.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" 15'-6" 14'4" 13'-7" 11'-9" 1l'-6" ll'-6" 10'-0" 1014" 9'-7" 16'-9" 16'-8" 15'-3" 13'-7" 11'-91, WWI 5000s 1.8 17'-6" 164" 15-2" 14'-l" 12'-0" 1V-6" 1V-6" 10'-0" 10'-0" 9'-11" 19'-4" IT-9" 16-4" 14'-7" 12'-5" 6000s 1.8 18'-2" 161-81, 151-8" 14'-8" 13'-4" ll'-V 11'-0" 1U__W 101-0" 101-0" 20'-2" 16-5" 1T-5, 15'-9" 131-8" 6500s 1.8 18'-B" 17'-l" 16-1" 151-01 13-91 11'-0" 11'4" 10'-0" 10'-0" 10'-0" 20'-8" 16-11" 17'-10" 16-7" 14'-3" 4500s i.8 20'-0" 18'4" 17'-3" 15'-5" 13'4" 16-6" 14'-3" IT-5" 12'-6" 11-4" 21'-10" 18'-11" 17,-3" 16-5" 13'-4" 5000s i.8 2U-9" 19-0" 17'-11" 16-7" 13'-4" 16-6" 14'-9" 13'-11" 12'-11" 11'-9" 23'-U" 20'-4" 18'-6" 16-7" 13'-4" 6000s 1.8 21'-7" 194$ 18'-7" 17'-4" 14'-10" 15-6" 15-4" 14-5" 13'-9" 12,-l" 23'-10" 21'-10" 20,-0" 1T-11, 14,-10„ 6500s 1.8 22'-2" 201-T 19-2" 17'-10" 14'-10" 16-0" 15-10" 14'-11" 13'-10" 12'-7" 24'4" 22'-5" 2l'-l" 18'-10" 14'-lV 60s 2.0 23' 7" 21'-6" 20'-4" 18'-11" 19-4" 18'-0' 16-9" IS.-Y. 14'-0" IS-3" 26'-l" 23'-10" 2Z-6„ 21'-0„ 16,,-4" 90s 2.0 26' T' 24'-0" 27-10" 21'-0" 19'-4" 19'-0" 19-10" 1T-8" 16-5" 14,-10, 29-5" 26-10" 26-3„ 23'-0„ 19,-4„ 4500s 1.8 22'-9" 20'-7" 18'-9" 16'-9" 13'-11" 17'-10" 16'-3" 15'4" 14'-3" 13'-0" 23,-10" 20'-7" 18'-91, 16-9" 13'-11" 5000s 1.8 2T-7" 21'-7" 2a-2" 18'-0" IT-11" 18'-6" 16-10" 15'-11" 14'-9" IT-5" 26-7" 22'-1" 20-2" 18'-0" 13'-11" 6000s 1.8 24'-S" 22S21"-2" 0' 19'" 16-5" 19'-2" IT-&' 16-0" 16-4" I T-11" 27'-l" 2T-11" 21'-10" 19'-6" 15'-5" 14" 6500s 1.8 26-2" 23'-0" 21'-0" 20,-2„ 15-5, 19'-8" 17,-11" 16-11" 15-0„ 14'-W 27,-9" 26-2" 22'-11„ 20,-0" 16-5" 60s 2.0 26'-9" 24'-0" 2T-O" 21'-5" 16-4" 20-11" 19'-0„ 17-11" 16-7, 16-l„ 29-T' 27'-0" 26-6" 21'-10„ 16-4" 90s2. 0 30'-l" 27,-5" 26-10" 24'-0" 19'-0" 2S-6" 21'-A" 20'-0" 18,-6" 16-9" 33-3" 30'-4" 28-T' 26'-0" 19'-0" 4500s 1.8 25'-2" 22'-01' 20'-l" 17'-11" 14'-V 19'4" 18'-0" 17'-0" 16-10" 14'-1" 25'-5" 22'-0" 20'-l" 17'-11" 14'-V 6000s 1.8 27'4" 24'-9" 2T-4" 20'-10" 16-9" 21'-2" 19'-.4" 18-2" 16-11" 16-4" 29'-0" 25-0" 2T-4" 20'-10" 15-9" 16" 6500s 1.8 27'-W 26-4" 23'-11" 21'-1" IS-9" 21'-V 19-9' 18'- ' 174" 151-8" 39-8" 26-11" 24'-0" 21' 1" 15'-9" 60s 2.0 29-T 27'-0" 251-6" 21'-10" 16'-4" 2T-2" 21'-l" 19'-10" 18'-5" 16-4" 37-0" 29'-10" 27'-4" 21'-10" 16-4" 90s 2.0 33'-4" 30'-4" 28'-T' 26-2" 19'-7" 1 26-0" 23,-7" 22'-2" 20'-6" 19-7" 36'-10" 3T-7" 31,-0„ 26-2" 19'-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/0SB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing -'/e' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALCI 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 CALCe sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) One - Hour Fire Resistive Assembly 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. ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. =3/V' 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 %" 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 Add 3%z" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum %" sheathing STC=61 IIC=50 and 9'/i' glass fiber insulation to fire assembly: 5 F06 F09 Vora 1p:11 I INS WV P F07 = V F27A ... . For load bearing cantilever details, see page BCI` Joists VERSO -LAM acd 4LLJOIST' must re 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 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. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. Endwall blocking as required per governing building code. BCIa Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment tnat is free from mosture from any source or any pest organ,sm 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 G.lfde 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. I Floor Framing Details Additional floor framing details available with BC FRAMER® software END BEARING DETAILS G +' 0 BCI° BCI°'Joist rim Joist. blocking. DimensionIfor560 is not suita1- Nail Boise BoIsuse as rimyCascade withBCI• JRimboard toBCIJoists with Dimension lumber Is not Blocking mred8d nail intosuitableforuseasrimPerpendic"consult deionaleachflange. board with BCI Joists. of record and or local buildin official. Use of BCI" rimjoist requires 2x6 g wall for minimum joist bearing. 1 1® BOISE CASCADE' Top Flange or Face ]b ne Sd nail Rimboard Mount Joist Hanger ach side at earing Solid block Note: BCI° floor all posts joist must be from above designed to carry I —J.%' minimum bearing to bearing wall above when length (13/ 4" required for below. not stacked over 18" and deeper joists) wall below. VERSA -LAM' To limit splitting flange, start nails at least 1%" 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 Detail below restores original allowable I . For load bearing wall above Blocking may be required at intermediate bearings for Double Squash Block Vertical Load shear/reaction value to cut end of BCI°joist. BCI* stacked over wall below). floor diaphragm per IRC in high seismic areas, consult Plan Joist shall not be used as a collar or rafter tension tie. loVaffidal. Joist Spacing [in] 2 x b nun, art:-r. R,11!-, sur,il Size 12I6 19.2 24 Ile >uppork I by, nenm or 2x4 4463 3347 2T89 2231 thei upper besn.. upport Load bearing 2x6 7013 5259 4383 3506 6 t 1f' wall above ' taut(stacked over 1. Squash blocksaretobeinfullcontact _ acewall below) withupperfloorandlowerwallplate. HeraBCI°Joist IS, 2. Capacitiesshownareforadoubleblocking. . squash blocksateachjoist, SPFor iat a. better. GeLo 2x blocking required at bearing (not shown forclanty). 0Backer block Double BCI® Joist 2112 min. plywood/OSB rated sheathingas reinforcement minimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. install on wide). Nall with rimboard both sides of the joist, tight to bottom flange. Leave Joist 10- iOd nails. Filler Block closure minimum ;,,'gap between reinforcement and bottom of Hanger (see chart below) top flange. Apply construction adhesive to contact r BCI® Joist surfaces and fasten with 3 rows of min.l0d box nails at blocking 6' o.c. Alternate nailing from each side and clinch. required for Flllerblock Nail with 10- 10d nails. Backer block required where top flange joist hanger load exceeds 25D lbs IncfAll fiats} n }nn }iAnaA Web -Filler it Nailing 1 2" ' on -center Connection valid for all applications. Contact Boise Cascade FWD Fnainaorina fnr cnarifir rnndifinnc cantilever. For load bearing cantilever, see pages 8 and considered in all cantilever designs. End Wall Bearing Minimum Heel Depth Roof Pitch 6112 7112 8112 9112 10112 12/12 2 x 4 4'/e" 41/e" 41A" 41/." 1 4'/." 1 4'/." 2.6 3/e" 1 3/es 2/,a" 2%" e" 2/ 12/. LATERALSUPPORT BCI*Joists shall be laterally supported at the ends with hangers, rimboard, BCI* rim joist or blocking panels. BCI blocking panels orrimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCIII JOISTS Minimum end bearing: life" 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 BCI* rimjoist, rim board or closure panel to BCI*joist: Rims or closure panel 1%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 thetop 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 topflangge to rim Jloist with 2- 10d box nails, one each side of ffange. BCi* rim joist, 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. BCI joisttosupport: 2- d nails, one on each side of the web, placed 11h inches minimum from the end of the BClQ Joist to limit splitting. Sheathing toBCI8Joist: Prescriptive residential floor sheathing nailing requires 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 ppage 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum bracing spacingforfull lateral stabilit y. 18" for BCI* 4500s & 5000s, 24" for larger BCI® 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 I Backer Block Thickness Filler Block Thickness 4500s or i4" Two %" w od panels or 1.8 wood panels x_ 5000s 3/4" or %" Two 3/4" wood panels or 1.8 wood panels 2 x 6000s if%"or two %" 2x_+'/' or 1.8 wood panels W wood anal 6500s 13/." or two b" 2 x + s%" or 1.8 wood ones a/a" good 2 x +' is" or 60s 2.01t%" or two 'h" wood Panels 1/." wo0 pane, Double2x_lumber 90s2. 0 2x_Iumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4° to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI JOISTS FROM THE WEATHER BCI I .Co? i it tr -ii U t irir should fel effofth_ or,lan,l rn sti,1-, BCI'' RIM JOISTS AND BLOCKING Vertical La apa ty plfl Depth jin] Series No W. S.011 W.S.m 9'fi" 4500s 1. 8, 5000s 1.8, 2300 N/ A 6000s 1.8 6500s1.8 4500s 1.8, 5000s 1.8, 2150 N/A 117/8" 6000s 1. 8L6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6511 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 BCI° Joist Hole Location & Sizing BCI9 Joists are manufactured with 1%" round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension p I of largest hole (knockouts exempt) _ see table below) (see table below) cut or notch f? flange N INT ] A 1 a" round hole may be No holes (except knockouts) Y j allowed in bearing zones cut anywhere in the web. J.) , cut holes Provide at least 3" of larger than V/a" clearance from other holes. round in cantilevers. IVI IIIIIIIUIII UlDIaI IL.t; II UIII JUplaul L, IIJLgU III Lc1Ulty Ut71UVV, IJ I1--qull CU IUI c711 IIUIt7b Yl t:%1LCI Ll lcil1 1/2 Round Hole Diameter [in] 2 3 4 5 6 6%: 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in] 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" T-1" T-5" Any 91%11 Span 12 1'-0" 1'-2" 2'-2" T-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'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in] 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" T-4" T-9" Any 12 Span 1'-0" 1'-4" 2'-1" 2'-10" T-7" T-11" 4'-3" 5-0" 5'-8" 117/e" ft] Joist 16 1'-0" 1'-10" 2'-10" 3'_9" 4'_9" 5'-3" 5.9" 6_9" T-7" 20 1'-1" 2'-3" T-6" 4'-9" 5'-11" 6'-7" T-2" 8'-5" 9'-6" Round Hole Diameter [in] 2 3 4 5 6 6Y2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 3 5 6 6 8 9in] 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" 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" T-1" T-9" 4'_3" 4'_4" 5'-0" 5'-7" Any 14" Spann 16 1'-0" 1'-1" 1'-8" 2'-6" T-4" T-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" T-5" Joist 20 1'-0" 1'-1" 2'-1" 3'_2" 4'_2" 4'-8" 5'-2" 6'-3" T_2" T-3" 8'-4" 9. -4,. 24 1'-0" 1'-4" 2'-6" 3'-9" 5'-0" 5'-8" 6-3" T-6" 8'-7" 8'-9" 10'-0" 11'-2" Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8%a 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_21, 31-7" 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" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" T-3" T-11" 4'-0" 4'-10" 5'-7" 6'-4" T-2" Joist 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" T-1" 4'-1" 4'-11" 5'-1" 6'-0" 7'-0" 8'-0" 8'-11" 24 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" T-9" 4'-11" 5'-11" 6'-1" T-3" 8'-5" 9'-7" 10'-9" po_ DO cut in web area as specified 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. 1'W 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 1%" knockout holes turned either up ordown. 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'I 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 CALCs''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 Multiple Span Joist See Max Hole Size on thole Chart for Joist Depth 6 Joist Span - Minimum 2x diameter/ width of largest hole Simple Span Joist 6'-0' Min - - Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above nr as allnwpd usinn RC (.Al Ce s17inn cnftwarp hole _ See Max Hole Size on t hole rh Joist Chart for Joist Depth %Joist —+• Span San 7--Mukiple Span Joist 12'-0' Min Multiple Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists, use BC CALCs sizing software for specific analvsis. Reinforced Load Bearing Cantilever Table BCI° Joists N _ Roof Total Load sf o E rn c 35 45 55 Joist S acin inb ° f m 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 0 0 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 cq 30 0 0 X 0 X X X X X y 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 X X X X X X X X 42 0 X X 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 m 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 6 32 0 0 X 0 X X X X X 34 0 0 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' X X X X X X X 24 0 0 0 0 0 0 0 X X 26 0 0 0 0 0 X 0 X X m 28 0 0 0 0 0 X X X X 30 0 0 0 0 0 X X X X 6 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 0 X X X X X X X 24 0 0 0 0 0 0 0 0 X 26 0 0 0 0 0 0 0 X X 28 0 0 0 0 0 0 0 X X ro 30 0 0 0 0 0 X 0 X X 6 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 0 0 X 26 0 0 0 0 0 WS 0 0 X 28 0 0 0 0 0 X 0 WS X eq 30 0 0 0 0 0 X 0 WS X y 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 0 0 WS 0 0 1 26 0 0 0 0 0 WS 0 0 1 m 28 0 0 0 0 0 WS 0 0 X 30 0 0 WS 0 0 1 0 0 X 0 32 0 0 WS 0 0 1 0 1 X oLO 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 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 w Roof Total Load sf o C% c 35 45 55 Joist S acin in of rn 16 19.2 24 16 19.2 24 16 119.21 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 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 0 0 0 X 0 1 X 40 0 0 1 0 0 X 0 X X 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X m 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 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 ON 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0oy 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 co 30 0 0 0 0 0 WS 0 WS X w 32 0 0 0 0 0 WS 0 WS X 0 34 0 0 WS 0 0 1 0 VAS X v 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 0 0 WS 0 WS X WS X X 42 0 0 WS 0 WS X WS X X 24 0 0 0 0 0 WS 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 WS 0 0 WS 0 WS 10 o `r 32 0 0 WS 0 0 WS 0 WS 2 r' 34 0 0 WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 0 WS 0 WS 1 WS 1 X 401 0 0 WS 0 WS 2 WS 1 X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS co 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 0 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 0 WS 0 WS 1 0 1 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS m 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 Zo 34 0 0 0 0 0 WS 0 WS 2 0 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 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" plywood/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 c Roof Total Load sf 35 45 55onFc Joist Spacing inZi0 ° 16 119.21 24 16 119.2124 1 16 119.2124 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 0 0 WS q 30 0 0 0 0 0 WS 0 0 1 N 32 0 0 0 0 0 WS 0 0 1 0 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 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 2810 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 H 32 0 0 0 0 0 0 0 0 0 0 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 0 0 1 40 0 0 0 0 0 0 0 0 1 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 VJS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 WS WS 32 0 0 0 0 0 WS 0 WS 1 0 34 0 0 WS 0 0 WS 0 WS X v 36 0 0 WS 0 0 WS 0 VdS X 38 0 0 WS 0 WS 1 0 WS X 40 0 0 WS 0 WS 1 WS WS X 42 0 0 WS 0 WS X WS 1 X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS m 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 0 WS 0 WS WS 0 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 WS 0 WS 2 40 0 0 WS 0 WS WS 0 WS 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 0 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 0 WS 0 WS 1 o 34 0 0 0 0 0 WS 0 WS 1 co 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 WS 0 WS 2 40 0 0 WS 0 WS WS 0 WS 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 0 0 WS 0 30 0 0 0 0 0 WS 0 0 WS w 32 0 0 0 0 0 WS 0 0 WS m 34 0 0 0 0 0 WS 0 WS WS 36 0 0 0 0 0 WS 0 WS 1 38 0 0 0 0 0 WS 0 WS 1 40 0 0 WS 0 0 WS 0 WS 1 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 cD 30 0 0 0 0 0 0 0 0 0 m 32 0 0 0 0 0 0 0 0 0 M 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 WS 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 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 Reinforced Load Bearing Cantilever Detail PLYWOOD/ OSB REINFORCEMENT If Required per Table on page 8) 23/32" min. plywood/OSB 23/32" Min. x 48" long plywood / OSB or rimboard closure. Nail rated sheathing must match the full with 8d nail into each flange. depth of the BCI Joist. Nail to the 2'-6" BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. Structural Panel When reinforcing both sides, stagger reinforcement nails to limit splitting. Install with horizontal face grain. 2'-0" The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with a BCI® Joist blocking required for cantilever The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load- loading that exceeds the loads shown shall be analyzed with BC CALC® Backer block bearing cantilevers up to a maximum length of 2'-0". software. Cantilevers longer than 2'-0" cannot be reinforced. These requirements assume a T-0" However, longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, i Uplift on back span shall be specific applications with the BC CALC" software. see BC CALCO software. considered in all cantilever designs Non -Load Bearing Wall Cantilever Details BCI Joists are intended only for applications that Fasten the 2x8 minimum to the BCle Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCIe 90s 2.0 joists. Clinch all nails. BCI•Joist blocking0 Wood Structural Wood backer block 2x Closure r Panel Closure See page 6 of Eastern 2x8 minimum Specifier Guide BCI6JOIst f \ /blocking Section Drywall Ceiling or Wood Structural View Back Span Maximum - Panel Soffit Minimum I%Times- 1/s Back Span Cantilever Length Not to exceed 4'-0" Back Span Maximum 3'h" min.. These details apply to cantilevers with uniform loads only. bearing '/a Back Span It may be possible to exceed the limitations of these details by analyzing not to exceed 4,-0„ a specific application with the BC CALC® software. Web Stiffener Requirements See Web Small Gap: 2" max. 2" min. 4" max.. Stiffener NailingSchedule Web 0chart StSIbs r4 ap Clinch Nails2"min. 4" . requconcaxceWeb right Fit Web stiffeners applie sides of the joist web Sfiffener Specifications For Structural Lateral BCI Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 3W, 25/16" 4500s 1.8 W. 5000s 1.8 Y" s/i' 2 11fi' 6000s 1.8 OhG" 6500s 1.8 11 1" or 1%a" 25/sfi" 60s 2.0 W. Y" 0/16" 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 BCI3 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'/2" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI® Design Properties on page 24 or the BC CALC® software. Stiffener Nailing Schedule BCI® Joist Bearing Location Joist Series Depth End Intermediate 9'/" 2-8d 2-8d 11'/e' 2-8d 3-8d 4500s 1.8 14" 2-8d 5-8d 16" 2-8d 6-8d 9%2' 2-8d 2-8d 5000s 1.8 11'/e' 2-8d 3-8d 14" 2-8d 5-8d 9'/2 2-8d 2-8d 11%ll 2-8d 3-8d 6000s 1.8 14" 2-8d 5-8d 16" 2-8d 6-8d 9'/z' 2-8d 2-8d 11'/e' 2-8d 3-8d 6500s 1.8 14" 2-8d 5-8d 16" 2-8d 6-8d 11'/d' 2-8d 3-8d 6Os 2.0 14" 2-8d 5-8d 16" 2-8d 6-8d 11%11 3-16d 3-16d 90s 2.0 14" 5-16d 5-16d 16" 6-16d 6-16d Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series M' Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 11' a BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCIO 4500s 1.8 9'/2' BCI® 5000s 1.8 11'/d' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Total Load 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 CALC® 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. Floor Load Tables Span 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI® 6000s 1.8 Series 2'/16'' Flange Width 117/1, 14" 16" BCI® 6000s BCI® 6000s BCI® 6000s BCI® 6000s 1.8 1.8 1.8 1.8 Live Load Total Load Live Load Total Load Live Total Load Load 346 Live Total Load Load 320 333 285 250 222 353 302 265 235 274 297 240 260 213 231 183 192 200 208 212 141 174 181 189 192 112 160 166 173 176 89 147 144 153 160 163 73 129 117 142 148 151 60 112 97 133 138 50 98 81 125 117 130 132 42 84 68 112 99 122 124 58 100 84 115 112 117 50 89 72 106 96 111 43 81 62 96 83 106 54 87 72 99 47 79 63 90 42 72 56 83 49 76 44 70 91/„ BCI® 6500s 1.8 Live Total 320 274 240 213 192 153 174 121 160 97 147 79 137 65 124 54 109 46 92 BCI® 6500s 1.8 Series 2'/16'' Flange Width 11'/" 14" 16" BCI® 6500s BCI® 6500s BCI® 6500s 1.8 1.8 1.8 Live Total Live Total Live Total Load Load Load Load Load Load 333 346 353 285 297 302 250 260 265 222 231 235 200 208 212 181 189 192 166 173 176 153 160 163 129 142 148 151 106 133 138 141 89 125 127 130 132 75 117 107 122 124 64 110 91 115 117 54 99 78 109 104 111 47 89 68 104 90 106 41 81 59 96 78 100 51 88 69 96 45 80 60 92 40 74 53 84 47 77 42 72 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'/z' Flange Width 11 %11 14" 16" 11'/e" 14" 16" BCI® 60s 2.0 BCI@ 60s 2.0 BCI® 60s 2.0 BCI® 90s 2.0 BCI® 90s 2.0 BCI® 90s 2.0 Span Live Total Live Total Live Total Live Total Live Total Live Total Length Load Load Load Load Load Load Load Load 450 Load _Load 453 Load Load 6 366 366 366 456 7 314 314 314 385 388 391 8 275 244 220 200 183 275 244 220 200 183 275 244 220 200 183 337 300 270 245 225 340 302 272 247 226 342 304 274 249 228 9 10 11 12 13 169 169 169 207 209 210 14 155 128 157 146 157 146 157 146 192 180 194 181 195 18215 16 107 90 137 129 137 129 137 129 152 168 129 158 170 160 171 16117 18 77 122 110 122 122 110 150 151 152 19 66 57 50 43 115 110 100 87 95 115 82 110 72 104 63 100 55 95 115 109 110 95 104 84 100 74 95 95 142 83 135 72 128 63 122 56 112 134 143 117 136 102 129 90 123 79 118 144 137 130 119 124 105 119 20 21 22 23 24 49 91 43 87 65 91 58 88 52 84 47 81 49 99 44 88 70 113 63 108 56 104 50 100 94 114 83 109 75 105 67 101 25 26 27 28 42 78 45 91 61 97 29 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to Table values do not consider composite action from gluing and nailing L/240. floor sheathing (composite action is considered in floor span tables on page 4). 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 Total Load values assume minimum bearing lengths without web respectively. stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a For assistance with floor design, consult the section About Floor Live Load value is not shown, the Total Load value will control. Performance on page 4. Table values apply to either simple or multiple span joists. Span is This table was designed to apply to a broad range of applications. It measured center to center of the minimum required bearing length. may be possible to exceed the limitations of this table by analyzing a Analyze multiple span joists with the BC CALC® software if the length of specific application with the BC CALC® software. any span is less than half the length of an adjacent span. FOR INSTALLATION STABILITY. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. i I Blocking not shownforclarity. R03 SAFETY WARNING Roof Framing BCI° Rafters Structural ridge VERSA -LAM' or load -bearing wall required. BCI' Rafter Header Multiple BCI' Rafters may be required. Blocking or other lateral support required at end supports. DO NOT ALLOW WORKERS ON BCI' JOISTS UNTIL ALL fiAPNGcKS. BCISERIOUS 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 ix4 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. BCI"' Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCII 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 ix4 Nailer ® Max. 4'-0" o.c. 2'- 6" o.c, or BCI"' 4500s) 3'- 0" o.c- or BCI"' 5000s) Minimum Heel Depth See table at right) 12 Min. Rafter SO%", IVA" or 14" Web BCI- 4500s/5000s/6000s/6500s Filler Ceiling Joist ® 24" o.c. Maximum Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking 311" Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads 91/ 2" BCIe 4500s 1.8 15000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 1134" BCIe 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCIe 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 9w, 21/," 21/ 2" ill/V 31,6" 14" 41/i' 3111V 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) BCI'e ceiling 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 BCIe Joist per building code requirements for ceiling joist to roof rafter connection. Roof Framing Details Additional roof framing details available with BC FRAMER`' software 2x beveled plate for slope i Rimboard / VERSA -LAM° blocking. V' greater than 1/4/12. Ventilation cut: 3 of length,'/2 of depth* fitFlange VERSA-LAM* blocking. ntilation "V" cut: length,'/2 of depth blocking TiFlange of BCI• Joists may for soffitt fobe birdsmouth cut only at support. 2'f" max sthe 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 atange must bear fully onwebstiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthe ]gist Birdsmouth cut BCI° Joistplate, required each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. r , 10d r Simpson USP LSTA24 strap, nailing per r , Simpson or USP LSTA24 strap where slope nails at 6" o.c. 2x4 one side for 135 PLF max. 2x6 one side for 240 PLF max. governing building code. b exceeds T/12 (straps maybe required for lower slopes In high -wind areas). Nailing per governingi gCl° blocking VERSA -LAM• LVL Holes cut1 building code. I/ support beam. for ventilation. VERSA -LAM° LVL support beam. Backer block.- Thickness per corresponding 7eachBCI• series. 2x block BCI° blocking Holes cut 4'-0• horiz. for ventilation. ouble-beveled wood plate. stiffener on side. Blocking on both sides of ridge may be required for 2'-6" horfzL shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. r^ L Double joist may be ock L required when L exceeds 12" wide). 21-0" rafter spacing. I Joi-10d nails. max Ha glockin as required. g o Nail i with outrigger i through BCI° web. DO NOT bevel -cut joist ck. Nail beyond inside face of wall, except 10d nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers,rimboard, or blocking (VERSA -LAM*, BOISE CASCADE* Rimboard or BCI® Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI* Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI'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 reportorthe BC CALC* software. NAILING REQUIREMENTS BCI* rim joist, rim board or closure panel to BCI*joist: Rims or closure panel 1% 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. BCI* 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI*6500s/90srim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side offlange. BCI* rim joist, 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. BCI* joist to support: 2- 8d nails, one on each side of the web, placed 1% inches minimum from the end of the BCI* Joist to limit splitting. Sheathing toBCl*joist: Prescriptive residential floor sheathing nailing requires 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. Maximum nail spacingfor minimum lateral stability: 18" for BCI* 4500s and 5000s, 24" for larger BCI* 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 BackerBlock Thickne Filler Block Thickness Two fib" wood panels or 2 x - 4500s1.8 wood panels ppanels5000s 1.8 3/4" Or 'IS" wood anels Two 3'4" wood panels or2 x_ 6000s 1.8 1'%" or two % woodanells 2 x_+'/,6" orW wood panel 6500s1. 8 1 oodpanes11A" or two 1h" wood panels 2z_+%" orY'1'woodpanel 60s 2.O 2 x _ + 1/,s" or 1h" wood panel 90s2. O 2x_lumber Double 2 x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI` JOISTS FROM THE WEATHER BCI' 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 specialistfor specific ventilation requirements. BIRDSMOUTH CUTS BCI* Joists maybe birdsmouth cut only at the low end support. BCI* Joists with birdsmouth cuts may cantilever up to 2'-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. Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9'/2' 11Ma" 14" 16" 91/2 11'/e' 14" BCI® 45OOs 1.8 BCI® 45OOs 1.8 BCI® 45OOs 1.8 BCI® 45OOs 1.8 BCI® 5OOOs 1.8 BCI® 5OOOs 1.8 BCI® 5OOOs 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 psq psq Less 8/12 12/12 Less 8/12 12112 Less 8/12 12112 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12112 Non- 20 10 23 1C 22 20'-10 2, -- 21)'-' 24-10' 32' 3" 30'-5 26- J -3 4'-10" 23'-5" 121'-9" 29-7" 27'-11"25'-11' 33-8" 31'-9" 29'_5" Snow 20 15 122-1" 21' 3' 1 - 2.= 25-3" 234" 30' 7" 28-9 23--_: a-?' 23'-6" 22'-1" 20'-5" 28'-0" 26-4" 24'-4" 27'-7" 125% 20 20 2'i - 1„ 29-2 - 25 10 22'-8" 21'-5" 19'-11" 26-11" 25-6" 23-8" 30'-2" 29'-0" 26-11" 32'-3" 31'-T' 29-10" 23'-7" 22' 4' 20'-9" 28'-l" 26-7" 24'4" 1'-11" 30'-2" 28'-l" 25 15 21' 7" 20'4" 18'-10" HAI" 242" 22'-5" 29-2" 27 5" 25'-6" 30' l" 294" 28' 3" 22'-6" 21'-2" 19'-7" 6-10" 25'-3" 23'4" 30'-3" 28'-8" 26'-7" 12' 30 10 21'-8" 20'-6" 19'4' 25-9" 24'-5" 22'-9" 28'-3" 27-9" 25-11" 30'-2" 29'-8" 26-8" 22'-7" 21'4" 19'-11 6-10" 25'-5" 23-9" 30'-4" 28'-11" 27'4. O.C. Snow 30 15 20'-9" 19'-7" 18' 2" 24' 5" 234" 21'-8" 26-7" 26-11" 24'-7" 28'-5" 2T-9" 26' 10" 21'-7" 20'-5" 18'-11' 25'-9" 24'4" 22'-7" 28'-6" 2T-8" 25'-8" 115% 40 10 19'-8" 16-11" 1T-10" 23-2" 22'-6" 21' 3" 253" 24' 11" 24' 2" 27-0" 26'-8" 26' l" 20'-6" 19'-8" 18'-7" 24'-5" 23'-5" 22'-2" 27'-2" 26'-8" 25'-2" 40 15 19'- 5" 184' 17-1" 22'-1" 21'-8" 29 4" 24'-1" 23-T 22'-11" 25-8" 26-2" 24'-6" 20'-2" 19A" 17'-10' 23'-8" 22%9" 21'-3" 5'-10" 264" 24'-l" 50 10 18'- 3" 17-6" 16-7 21'-2" 20A0" 19-9" 23'-1" 22'.10" 22'-5" 24-8" 24'4 24'-0" 19'-0" 18'-3" 17-3" 22'-8" 21'-9" 20'-7" 4'-10" 24'-0" 23-5" 50 15 17- 11" 174" 16'-3" 204' 20'-0" 194" 22'-2" 21'-9" 21'-3" 23-8" 23-3" 22'4" 19--0" 18'-l" 16-11' 21'-10" 21'-5" 20'-2" 23%9" 234" 22'-10' Non-o 20 10 2T- 7" 20'-5" 18'-11" 25' 9" 24'-3" 22'#" 29'-3" 2T-/ 4 -' 31'-5" 30'-T' 28`-4" 22'-6" 21'-3" 19'-8" 6'-10" 25'-4" 23'-6" 30'-6" 28'-9" 2ti-8" Snow 20 15 20'-6" 19'-3" 17-9" 24'4' 27-11" 21'-1" 27-2" 26'-0" 24'-u" 29'-0" 28'-2"25-7" 21'-4"20'-0" 18'-6" 25'-Y23'-10"22'-0" 8'-11"27'-1" 25-0" 125% 20 20 19'-6" 18'-3' 16'- 10" 23- 21'4' 20'-0" 25-4" 24 5- 22'-9" 2'-1" 20'-2" 24-11 20'-4" II 19'-0" 17'4' 24'-3" 22'.8" 20'-10' 272" 25'-10" 23' 9" 25 10 20'-6" 19'-5" 18'-1" 24'-0" 23'-1" 21'-0" 261" 25-7 24'-5" 27-11" 27 4" 267' 21'4" 20'-2" 18'-10' 25'-6" 24'-1" 22'-5" 28'-l" 27'4" 25-6" 25 15 19'-T 18'- 5" 17-1" 22'4" 21'-9" 20' 4' 24'4" 23-9" 27-11" 26'-0" 26 4" 24'-5" 20'-5" 19'-2" 17-9" 24'-0" 22'-10" 21'-2" 26-2" 25'-6" 24'-1" 16" 30 10 19'-7" 18'-7" 174" 22' 5" 22'-0" 20'-7" 24'-5" 24'-0" 23-5" 26-l" 26-8" 25-0" 20'-5" 19'4" 18'-l" 24'-l" 23'-1" 2l'-6" 26-3" 25'-9" 24'-5" o.c. Snow 30 15 18' 7" 17-9" 16'-6" 21'-1" 20' T, 19'-7" 23'-0" 22'-5" 21'-9" 24'-T' 24'-0" 23'-3" 19'-7" 18'-6" 17-2" 22'-8" 22'-0" 20'-5" 24' 8" 24'_1" 23,-3" 115% 40 10 17-8" 171" 16'-2" 20'-1" 19'.9" 19'-3" 21' 10" 21' T' 21' 1" 234" 23'-0" 22'-7" 18'-7" 17-10"16-10' 21'-7" 21'-3" 20'-l" 23'-6" 23'-2" 22'-8" 40 15 16-10" 16-6' 16-6" 19-1" 18'-8" 19-2" 20'-10" 20'-5" 19'-10" 22'-3" 21'-10" 21'-3" 18'-l" 17'4" 16'-l" 20'-6" 20'-l" 19'-3" 22'4" 21'-11" 2"-4" 50 10 16-2" 16-10" 15'-0" 164" 18' 1" 1T-9" 19'-11" 19-9" 19-5" 21' 4' 21'-1" 20'-9" 17-2" 16'-6" 15'-8" 19'-8" 19'-5" 18'-8" 21'-5" 21'-2" 20--10' 50 15 16-6" 16-T 14'-8" 17-7" 17-3" 1610" 19'-2" 18'-10" 18'-5" 20'-5" 20'-1" 19-8" 16'-8" 164" 15'4" 18'-10" 18'-6" 18'-l" 20'-7" 20'-2" 14'-9" Non- 20 10 20'-4' 19-2 17-9" 24'-2' j 13-'i; id-,; Snow 20 15 19'-3" 18'-1" 16-8" 22'-9" 21'-0" 19'-10" 24'-9" 24'-0" 22- 26'-5' 25-8" 24'-8" 20'-0" 18'-10" 17'4" 3'-10" 22' S' 20'-8' 26'-7" 25'-6" 23-1; 125% 20 20 8 4,. 172 7 . 2 i 22 -4' 21 4 i 2 ' 1:]' -2-! 19'-1" t T 10" 16' S" 22'-9" 21'-4" 19'-7" 4'-10 ',1 25 10 19'-3" 18'-3" 1T-0" 21'-10" 21'-5" 20'-2" 23'-10" 234" 22'-8" 25'-6" 24'-11" 24'-3" 20'-l" 19'-0" 17'-8" 23'-6" 22'-7" 21'-1" 25-7" 25'-1" 23'-11' 25 15 18'-0" 174" 16'-0" 20' 5" 19'-10" 19 1" 22'-3" 21'-8" 20'-10" 23-9" 231' 224' 19'_2" 18'-0" 16'-8" 21'-11" 21'4" 19'-11' 23A0" 23'-3" 22'-5" 19.2" 30 10 18'-0" 17'-5" 16- 3" 20'-5" 29-1" 19'-5" 22'-3" 21'-11" 21'4" 23-10" 23-5" 22'-10" 19'-2" 18'-2" 16-11" 22'-0" 21'-7" 20'-2" 3'-11" 23-6" 22'-11' O.C. Snow 30 15 16-11" 16-7" 15-0" 19'-3" 18' 9" 18'-2" 20'-11" 20'-5" 19'-10" 22' 5" 21'-10" 21'-2" 18'-3" 174" 16'-l" 20'-8" 20'-2" 19'-2" 27-6" 22'-0" 21'-3" 115% 40 10 16'-2" 16-11" 15-2" 18'-3" 18'-0" 17-8" 19'-11" 19'-8" 19'-3" 21'4" 21'-0" 20'-7" 17'4' 16'-9" 15'-10' 19'-8" 19'4" 18'-10' 21'-5" 21'-l" 20'-8" 40 15 164" 16-0" 14'-6" 1T-5" 17'1" 164" 18'-11" 18'-T' 18'-1" 20'-3" 19'-10" 19' 4' 16-6" 16-2" 15'-2" 18'-8" 18'4" 17'-10' 20'4" 20'-0" 19'-5" 50 10 14'-9" 14'-0" 14'-1" 16'- 8" 16'-0" 16-2" 18'-2" 19-0" 17-8" 19'-5" 19'-3" 18'-11" 15'-10" 15'-6" 14'4" 17'-11" 17-9" 1T-5" 19'-7" 19'4" 19'-0" 50 15 14'-1" 13-19' 13-7 16- 0" 16.9" 154" 17-5" 17-7 16-9" 19-13" 18'4" 1T-11" 15'-2" 14'-11" 14'-4" 17'-2" 16-11" 16'-6" 18'-9" 18'-5" 18'-0" Non- r 2 19'-7" 24.9" 23'-, 22' 41 '' 25-7" 25 0" 24 1 19'-7" 18'-6" 172" 23'4" 22'-0" 20'-5" 25'-9" 25'-0" 2 '-3" Snow 20 15 17'-10" 16'-9" 15' 5" V 20'-3' 19'-8" 184' 22'-1" 21' 5" 20' 7" 23'-8" 122'-11"22'-0" 18'-6" 17'-5" 16'-1" 1'-10" 20-4- 19'-2" 23'-9" 23'-1" 21'-9" 125% 20 20 10-8" 15'-11" 14'-7" 18'- 11" 18'-3" 1" 5" 20'-8" 14' 11" 15-0" 22' 1" 21 3" I 20'4" 178" 16' 7" 15' 3" 20'4" 19'4' 18' 2" 22'-2" 21'-5" 2G-5" 25 10 17-3" 16-10" 16-9" 19'-0" 19'- 2" 18'-T' 21'-3" 20'-10" 20'-3" 22' 9" 22'-3" 21'-8" 18'-6" 17'-7" 164" 21'-0" 20'J' 19'-6" 7-10" 22'-5" 21'-9" 25 15 16'-1" 15' 7" 14'-10" 18'-2" 17- 9" 1T-1" 19'-10" 19'4' 18'-8" 21'-3" 20'-8" 19-11" 17'-3" 16'-8" 15-5" 19'J' 19'-l" 18'-4" 21'-4" 20'-9" 20'-0" 24" 30 10 16'-1" 15.10" 15-l" 18'-3" 17- 11" 1T-6" 19'-11" 19'_T 19'-1" 21' 3" 20'-11" 20'-5" 174' 16-10" 16-8" 19'-7" 19'-3" 18'-9" 21'-5" 21'-0" 20'-6" o.c. Snow 30 15 15'-2" 14'-9" 144' 17- 2" 16- 9" 16'-3" 18'-9" 18'-3" 17'-8" 20'-0" 19'-6" 18'-11" 16-4- 15'-11"14'-11' 18'-5" 18'-0" 1T-5" 20'-l" 19'-8" 19'-0" 115%o 40 10 14' 5" 14'-2" 13-11" 164" 16-1" 16-9" 17'-10" 17-7" 17-2" 19'-0" 18'-9" 18'-5" 15'-6" 15'-3" 14'-7" 17'-7" 17'4' 16-11' 19'-2" 18'-10" 18'-6" 40 15 13-8" 13'-5" 13-1" 16-6" 15'- 2 14'-10" 1611" 16-T 16-2" 18'-1" 17-9" 17-3" 14'-9" 14'-5" 14'-0" 16'-8" 16'4" 15'-11' 18'-2" 17-10" 174" 50 10 13-2" 13-0" 12'-9" 14'-11" 14'4" 14'-6" 16-3" 164' 16-9" 174" 17-2" 16-10" 14'-2" 13'-11" 13'-7" 16'-0" 15'-10" 15'-7" 1T-5" 17-2" 16-7" 50 15 12'-T' 174" 17-1" 14'-3" 14'-0" 13'- 9" 15'-7" 15 4" 14'-11" 16-6" 164 15'-3" 13'-6" 134" 13-0" 164" 14'-11" 14'4" 16-2" 16-8" 14'-11' Table values are limited by shear, moment, total load deflection equal to L/18O and live load deflection equal to L/24O. 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. Roof Span Tables Maximum clear span in feet and Inches, based on horizontal spans. and 125% Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width i z11781, BCI® 6000s 1.8 BCI® 6000s 1.8 BCI® 6000s 1.8 BCI® 6000s 1.8 Live Dead 4112 4/12 8112 4/12 4/12 8/12 4/12 4/12 8112 4/12 4/12 8/12 Load Load orI to to or to to or to to or to to psq psf[ Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 2b - . T 29'-2" 2T-0" 35' 2" 33'-2" 30'-9" 38'-10" 36'-7 34' u" Snow 20 15 24'-7" 23'-1" 21'-4" 29'-3" 27'-6" 25'-4" 33-3" 31' 3" 28'-10" 36'-9" 34'-6" W-10" 125% 20 20 23'-6" 22' 0" 20'-2" 27-11" 26'-1" 24' T 31'-9" 29'-9" 27-4" 3.5'-1" 32'-10" 3 ' 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" 12" 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-l" 33'-5" 31'-2" O.C. Snow 30 15 22'-7" 21'4" 19'-9" 26-11" 25'4" 2T-6" 30'-T' 28'-10" 26'-9" 33-0" 31'-11" 29'-7" 115% 40 10 21'-5" 20'-7" 19'-5" 25-6" 24'-6" 2T-1" 29'-0" 27'-10" 26'-3" 31'4" 30'-9" 29'-0" 40 15 21'-1" 20'-0" 18'-7" 25'-l" 23'-9" 22'-2" 2T-11" 2T-l" 25'-2" 29'-10" 29-3" 2T-10" 50 10 19'-10" 19-1" 18'-l" 23'-T' 22'-8" 21'-6" 26'-9" 25-9" 24'-6" 26'-8" 28'-3" 2T-1" 50 15 19-10" 18'-11" 1T-8" 2T-7" 22'-6" 21'-0" 25'-8" 25'-3" 2T-11" 2T-5" 27'-0" 26'-5" Non- 20 10 23-6" 2 %' -2" 20'-7" 28'-0" 26 -5" 24'-5' 31'-10" 30'-0" 2T 10" 352" Ij -: J, i -1 U 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 2 ' 125% 20 20 21'-3" 19'-11" 18'-4" 25'-3" 23'-8" 21'-9" 28'-9" 26'-11" 24'-9" 31'-5" IT `," 25 10 22'-4" 21'-1" 19'-8" 26'-T' 25'-l" 23'-5" 3T-3" 26'-7" 26'-T' 32'-5" 31'-7" 29'-5" 25 15 21'4" 20'-l" 18'-7" 25'4" 2S-10" 22'-1" 28'-3" 27'-2" 26-2" 30'-3" 29-5" 27'-9" T. 30 10 21'4" 20'-3" 18'-10" 25'-S' 24'-l" 22-5" 28'-4" 27'-4" 25'-0" 30'4" 29'-9" 28'-3" O. C. Snow 30 15 20'-6" 194" 17'-11" 24'4" 23'-0" 21'4" 26-8" 2T-0" 24'-3" 28'-6" 27-10" 26-10" 115% u 40 10 1T-5" 18'-7" 1T-7" 23'-l" 22'-2" 20'-11" 25'-5" 25'-0" 23-10" 27-2" 26'-9" 26'-2" 40 15 19'-1" 18'-l" 16-10" 2T-2" 21'-6" 20'-1" 24'-2" 2S-8" 22'-10" 25'-10" 25'4" 24'-8" 50 10 18'-0" 17'-3" 16' 4" 21'-3" 20'4" 19'-6" 23'-2" 22'-11" 22'-2" 24'-9" 24'-6" 24'-1" 50 15 17'-11" 1T-1" 16-0" 20' 4' 20'-0" 19'-0" 22'-2" 21'-10" 21'-4" 23'-9" 23'4" 22'-10" Non- 20 10 22'-1" 20'-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33'-l" 31'-2" 28'-11" Snow 20 15 20'-11" 19'-8" 18'-2" 24'-11" 23' 5' 21'-7" 28'-4" 26'-7" 24'-T 30'-8" 29'-5' 27'-2" 125% 20 20 19'-11" 18'-8" IT-2" 23'-9" 22'-3" 20'-5" 26-10" 26 4" 23'-3" 28'-8" 27' .3' 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 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" 26-1" 23'-7" 27-7' 26-10" 26-11" 19. 2" 30 10 20'-l" 19'-0" 17'-9" 23'-9" 22'-7" 21'-l" 26-10" 25'-5" 24'-0" 2T-8" 27-2" 26'-6" O. C. 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'-7" 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" 2T-11" 40 15 1T-10" 1T-0" 15'-10" 20'-2" 19'-10" 18'-10" 22'-0" 21'-7" 21'-0" 23'-6" 23--1" 22'-0" 50 10 16-10" 16'-2" 15'-4" 19'-5" 19-2" 18'-3" 21'-1" 20'-10" 20'-6" 22'-T' 22'-4" 21'-11" 50 15 164" 16-1" 15'-0" 18'-7" 18'-3" 1T-10" 20'-3" 19'-11" 19'4- 21'-8" 21'-3" WAY' Non- 20 10 20'-6" 19' 4" IT-11" 24'-4" 23'-0" 21'-4" 27-9" 26-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19' 4" 18'-2" 16'-10" 23'-0" 21'-8" 20' 0" 25'-8" 24'-8" 22'-9" 27-5" 26'-T 25'-2" 125% 20 20 18'-6" 17'-3" 15-11" 22'-0" 20'-7" 18'-11" 23'-11" 23-1" 21'-T 25'-7" 24'-9" 23'-7" 25 10 19'-5" 18'4" 17-1" 22'-B" 21'-10" 20' 4' 24'-8" 24'-2" 23-2" 26'-5" 25'-10" 25'-2" 25 15 18'-6" 1 T-5" 16-2" 21'-2" 20'-T' 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24" 30 10 18'-7" 17'-7" 16'-5" 21'-2" 20'-10" 19'-0" 23'-l" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" O. C. Snow 30 15 1T-7" 16'-9" 15'-7" 19'-11" 191-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16-2" 15'-3" 19'-0" 181-8" 18'-2" 20'-8" 20'-4" 20'-0" 22'-1" 21'-9" 21'-4" 40 15 15'-11" 15'-7" 14'-8" 18'-0" 17'-8" 17-2" 19'-8" 19'4- 18'-9" 21--0" 20W" 19A" 50 10 15'-3" 14'-11" 14'-3" 174" 17'-l" 16-10" 18'-10" 181-8" 18'-4" 19'-10" 19-5" 18'-9" 50 15 14'-T' 14'-4" is-11" 16'-7' 16'4" 15'-11" 17'-11" 17'4" 16'-6" 18'-3" IT-8" 16'-10" Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. and 125% Load Duration BCI® 6500s 1.8 Series 29/16" Flange Width 9Y2' BCI® 6500s 1.8 11%" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Live Dead 4/12 4/12 8/12 4/12 4112 8112 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 psfj psfj Less 8/12 12/12 Less 8112 12/12 Less 8/12 12/12 Less 8/12 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 15 25-5" 23'-10" 22'-0" 30'-2" 28' 4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 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'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12 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" O.C. Snow 30 15 23'-4" 22'-0" 20'-5" 27'4" 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" 2TA., 33'-0" 31'-8" 29'11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-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- 20 10 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 20 15 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% 20 20 21'-11" 20'-G" 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" 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" o.c. Snow 30 15 21'-l" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 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" 27'4" 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'-1" 21'-2" 20'-1" 24'-5" 24'-1" 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'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-l" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3" 27'-11" 125010 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-l" 27'-10" 26'-l" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'4" 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" 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'4" 21'-9" 27'-3" 26'-6" 24'-8" 29'-l" 28'-7" 27'-4" O. C. 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'-1" 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'-1"' 125% 20 20 19'-1" 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" 24° 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" O. C. 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'-l" 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 15 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 50 10 16'-l" 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" 16'-8" 15'-11" 17'-11" 17'-4" 16'-6" 18'-3" 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 CALCO 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. Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3%" Flange Width 11%" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11V BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Dead 4/12 4/12 8/12 4/12 4/12 8112 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4112 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 psf] [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 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42 -' 40' 6" 37'-7 I" 36'-10" 34'-2" 44'-3' 41'-9" 38'-9" 49' 0" 46'-3' 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-5 38'-3" 35'-3" 3I'-0" 34'-9" 32'-1" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 20 30'-10' 28'-10' 26'-6" 35'-1" 32'-10" 30'-2" 38'-10' 36'-4" 33'-5" 35'-3" 33'-0" 30'-4" 39'-11" 37'-5" 34'-5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10" 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 37'-1" 35'-0" 32'-7" 42'4" 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'-l" 37'-9" 34'-11" 44'4' 41'-9" 38'-8" 12 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" O.C. Snow 30 15 29'-8" 28'-0" 26'-0'' 33'-9" 31'-10' 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32--1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-l" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'-11" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10' 27'-10' 34'-11" 33'-1" 30'-10' 31'4" 30'-0" 28'-0" 36'-0" 34'-0" 31'4" 39'-10" 37'-9" 35'-2" 50 10 26-1" 25'-0" 23'-9" 29'-8" 28'-6" 274" 32'-11" 31'-6" 29'-11" 29'-10" 28'-8" 27'-2" 33'-10" 32'-5" 30'-10' 37'-6" 35'-11" 34'-2" 50 15 26'-1" 24'-10" 23'-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4" 29'-3" 29'-10" 28'-5" 26'-7" 33'-10" 32'-3" 30'-l" 37'-6" 35'-8" 33'-5" Non- 20 10 30'-11" 2y 1'' 44- Snow 20 15 29'-3" 27'-6" 25-15'' 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32'-0' 33'-6" 31'-6" 29'-1'' 37'-11" 35'-8" 32'-11" 42'-0" 33'-6 36-6 125% 20 20 27'-11" 26'-2.' 24'-l" 31'-9" 29'-9" 27'-4" 35'-2" 32'-11" 30'-4" 31'-11" ", _ 1' ' _„" 1 i" ', - 2" 40'-1" 37'-7" 34' 7" 25 10 29'-4" 27'-9" 25AT 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-l" 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'-1" 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" 35'4" 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'-1" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 25'-l" 23'-9" 22'-2" 28'_7" 27'-1" 25'-3" 31'-8" 30'-0" 27--11" 28'-9" 27'_2' 25'_4" 32'_7" 30'-10" 28'4" 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'-1" 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" 24'_1" 30'_7" 29'-2" 27'-3" 33'-11" 32,4" 30'-3" Non- 20 10 29'-1" 2„-5' 2=,- 3'-U" 31'-2' 28'-11' 36'-7" 34'-6. 32'-0 3 31_4' 29'-1 3 '-8' 3-5'-G 33'-0" 41'-3 3-'-4, 36'-7 Snow 20 15 27'-6" 25'-10' 23'-1,; 1'-3" 29'-5" 27'-l" 34'-8" 32'-7" 30'-l" 2IT- 7" 27'-3" 35' 1" '3' h"'30'-IV 3c'-6" 17'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10" 27'-11" 25'-8" 33'-0" 30'-11" 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" 35'4" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26--1" 33'-l" 31'-2" 28'-11" 30'-l" 28'-4" 26'-3" 34'-1" 32'-1" 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'-1" 27'-0" 25'-7" 26'-11" 25'-6" 23'-10" 30'-7" 28'-11" 27'-0" 33'-10"' 32'-1" 29'-11" 50 10 22'-2" 21'-3" 20'-3" 25'-3" 24'-2" 23'-0" 25'-10" 25'-3" 24'-5" 25'-4" 24'-4" 23'-1" 28'-8" 27'-7" 26'-2" 31'-10" 30'-7" 29,-1" 50 15 22'-2" 21'-2" 19'-9" 23'-9" 23'-0" 21'-11" 23'-9" 23'-0" 21'-11" 25'-4" 24'-2" 22'-7" 28'-8" 27'-5" 25'-7" 29'-8" 28'4" 27'-5" Non- 20 10 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' Snow 20 15 25'-6" 23'-11" 22' 1" 28' 11" 27'-2" 25'-2" 32'-1" 30'-2" 27'-10' 29'-l" 27'-4" 25'-3" 33'-0'' 31' C" 28' 8" 36' 7" 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20--1 1 ''1 27'-7" 25-10" 23'-10" 30'-7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29'-6" 27'-1" 34'-10" 32'-8" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'_0" 2T-6" 25'-7" 32'_2" 30'-5" 28'4" 29'-2" 2T-7" 25'-9" 33'-1" 31 -4" 29'-2" 36'-8" 34'-8" 32'_4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 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" 30 10 24'-5" 23'_l" 21'-7" 27'_9" 26'-3" 24'-6" 30'-9" 29'-l" 27'_2, 27'-11" 26'-5" 24'4" 31'-7" 29'-11" 28.4, 35,-0" 33-2" 31'-0' O. C. 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'-1" 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'-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" 24'-11" 23'-7" 224" 27'4" 26'-8" 25'-0" 2&4' 26'-11" 25'-6" 50 10 20'-6" 19'-8" 18'-9" 20'-8" 20'-2" 19'-6" 20'-8" 20'-2" 19'4" 23'-5" 22'-6" 21'-5" 25'-7" 24'-11" 24'-1" 25'-9" 25'-2" 24'4" 50 15 19'-0" 18'-4" 17'-6" 19'-0" 18'4" 17'-6" 19--0" 18'-4" 17'-6" 23'-4" 22'-4" 20'-11" 23'-6" 22'-9" 21'-8" 23'-8" 22'-11" 21'-10" I Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 19 115% 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° 4500s 1.8 Series 11/" Flange Width 9'/2" BCI® 4500s 1.8 11'/e" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 1( 25%) L/240 115% 1( 25%) L/240 115%) 1( 25%) U240 115% 1( 25%) L/240 6 315 343 338 367 - I 353 383 356 387 7 270 294 289 315 - 302 329 305 332 8 236 257 253 275 - 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 I 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 42 61 66 I 69 75 24 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 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 CALCII 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. 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® 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 Deflect. Total Load Deflect. Total Load Deflect. Span Snow Non -Snow Snow Non -Snow Snow Non -Snow Length 115% 125%) L/240 115% 125% L/240 115% 125%) L/240 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 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 51 55 43 28 47 50 38 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLQ 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%" BCI116000s 1.8 14" BCI® 6000s 1.8 16" 13C1111 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 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 I 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 24 61 61 47 75 81 68 I 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 55 57 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to 1-/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 CALCI 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. Roof Load Tables y' 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'/z" BCI® 6500s 1.8 1l%" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 1159%) 125% L/240 115% 125% U240 115% 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 14 154 168 147 161 175 167 182 170 185 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 W --"PIM Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) I 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° 60s 2.0 Series 25/16" Flange Width BCI° 90s 2.0 Series 3'/2" Flange Width 11'/s" BCI® 60s 2.0 14" BCI4160s 2.0 16" BCI® 60s 2.0 117/a' BCI®90s 2.0 14" BCI® 90s 2.0 16" BCIO 90s 2.0 Total Load DeflecL Total Load Deflect, Total Load D Total Load Deflect, Total Load Deflect, Total Loa Deflect- Span Length Non- Snow Snow M I SO/M0 Non- Snow Snow 0 0 Non- Snow Snow 0 0 Non- Snow Snow 0 0 U240 Non- Snow Snow 0 (125%)_Li Non - Snow Snow o 0 6 413 354 309 275 247 225 206 190 177 165 154 145 137 130 123 118 106 93 82 73 65 58 52 47 43 449 385 336 299 269 245 224 207 192 179 168 158 149 141 134 121 106 93 82 73 65 58 52 47 43 I 123 106 92 81 71 63 56 50 44 40 36 32 413 354 309 275 247 225 206 190 177 165 154 145 137 130 123 118 112 107 103 99 94 85 76 69 62 56 51 47 43 449 385 336 299 269 245 224 207 192 179 168 158 149 141 134 128 122 117 112 106 94 85 I 76 69 62 56 51 47 43 j - I - I - 103 91 81 72 65 58 52 47 43 39 36 33 413 354 309 275 247 225 206 190 177 165 154 145 137 130 123 118 112 107 103 99 95 91 88 85 82 76 69 63 58 53 449 385 336 299 269 245 224 207 192 179 168 158 149 141 134 128 122 117 112 1 107 103 99 96 92 84 76 69 63 58 53 87 78 71 64 58 53 48 44 41 507 551 - 434 472 - 380 413 - 338 367 - 304 330 - 276 300 - 253 275 - 234 254 - 217 236 - 202 220 - 190 206 - 178 194 - 169 183 - 160 174 - 152 165 - 144 157 134 138 150 118 132 136 104 120 120 92 107 107 82 96 96 73 86 86 65 77 77 59 70 70 53 63 63 48 57 57 44 52 52 40 48 48 36 44 44 33 40 40 31 510 555 - 437 476 - 383 416 - 340 370 - 306 333 - 278 302 - 255 277 - 235 256 - 218 238 - 204 222 - 191 208 - 180 196 - 170 185 - 161 175 - 153 166 - 145 158 - 139 151 - 133 144 - 127 138 - 122 133 117 117 128 104 113 123 94 109 110 84 100 100 76 91 91 69 82 82 63 75 75 57 69 69 52 63 63 48 58 58 44 514 559 - 441 479 - 385 419 - 343 372 - 308 335 - 280 305 - 257 279 - 237 258 - 220 239 - 205 223 - 192 209 - 181 197 - 171 186 - 162 176 - 154 167 - 147 159 - 140 152 - 134 145 - 128 139 - 123 134 - 118 129 - 114 124 - 110 119 - 106 115 102 102 111 93 99 108 85 96 101 77 92 92 71 85 85 65 78 78 59 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 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 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 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. BCI8 Design Properties End Reaction [Ibs] Intermediate Reaction [Ibs] BCI® 1%` Bearing 31/" Bearing 3'/" Bearing 5'/" BearingJoistDepthWeightMomentElx10sKx106Shear Series inches] plf] ft-Ibs] lb-in2][Ibs] Ibs] No WS') WS(21 No WS') WSi2j No WS") WSO No WS01 WS(2) 9'/ 2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11'/a 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'/a 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'/ z 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 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 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 1375 1425 2400 2650 2700 2750 6500s 11Va 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1625 1550 1975 2650 3350 2950 3350 3. 2 6235 450 7 1675 1175 1175 1425 1425 1475 2 550 2850 3200 3250 60s11'/a 2. 0 014 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'/ a 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 2 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) 38. 1 EI + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb-in2] K = shear deformation coefficient [lb] BCI° Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines ( Wide Face) Nailing Parallel to Glue Lines Narrow Face) All BCI® Joists Nailing Perpendicular to Nailing Parallel to Glue Line Wide Face Glue Line (Narrow Face) O.C. Spacing End of Joist Nail SizeU.C. Spacing End of Joist inches]inches inches 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'/z 4 3 16d Box ( 0.135"o x 3.5") 2 1'/z 4 3 10d & 12d Common & 3 2 6 4 16d Sinker ( 0.148"o x 3", 3.25") 16d Common 0.162"o x 3.5" 3 2 6 4 Dl-I " U1dFJI1IdP1I1 IdulC "' c BCI SeriesDiaphragm Capacity M(3) jlb/ft] Unblocked Blocked 320_lb/ ft 4500s, 5000s As permitted for 2x framing for 6" o.c. nailing @ panel edges in building - code- 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges 6000s, 6500s As permitted for 3x framing in 360 Ib/ ft for 6" o.c. nailing @ panel edges 480 building codeIb/ft for 4" o.c. nailing, staggered @ panel edges 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail n building code spacing no closer than 3" o.c. 1L6l1111111:K1 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 Rimboard Boise Cascade Rimboard Product Profiles li W /2" i 117A i 14" 16" I 1 ", 11/8 1 15/16" 13/" BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. lM Perpendicular See chart for vertical load capacity. Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. I`a Parallel See chart for vertical load capacity. 0 Exterior Wall Sheathing Max. " thickness Bcl"/AJ!5"oists \ Perpendicular or parallel to rim A fi" dia through bolts (ASTM A307 Grades A&B, SAE J429 Grades i or 2, or higher with washers and nuts) or W dia lag screws (full penetration), staggered Min. connection for40/10 psf deck loading Deck Joist Length Connection iTV & less 2 rows W bolt or lag screw, 24" o.c. (300 plf max.) 12'-i"—i&-D" 2rows 1h" bolt or lag screw, 16" o.c. (450 plf max.) Note: For snow bads greater than 40 psf, and)or dead loads greater than 10 psf, size connection per max plf values shown above. BOISE CASCADE" Rimboard 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. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptive record's specification for shear transfer. 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 If[lb] Ib/ft Ib/in lb/in' [lb/in' ][lb/in'] 1" BC RIM BOARD" (2) 3300 3500 180 Limited span capabilities, see note 2 1" BC RIM BOARDOOSB izt 11/8" BC RIM BOARD" OSB R) 4400 3500 I 180 Limited span capabilities, see note 2 11/,a" VERSA-LAM®1.4 1800 (') 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 525 2" thick framing floor diaphragms 1'/."VERSA-LAMS 2.0 3100 t') 5700 4300 Permitted per building code for all nominal 3100 2,000,000 285 750 2" thick framing floor diaphragms Closest Allowable Nail Spacing - Product Narrow Face [in] 1" BC RIM BOARD" (2) 1'W BC RIM 1" BC RIM BOARD® OSB (2) BOARD" OSB rz) 8d Box (0.113"o x 2.5") 3 3 8d Common (0.131 "o x 2.5") 3 3 10d & 12d Box (0.128"o x 3", 3.25") 16d Box (0.135"o x 3.5") 10d & 12d Common & 16d Sinker (0.148"o x 3", 3.25") 16d Common (0.162"o x 3.5") See publication in note 2 for further nailing information. 15/ts"VERSA-L 1.4 1800 (') 3 3 3 3 4 6 13/4" VERSA -LAM® 2.0 3100 ') 3 3 3 3 4 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. 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° 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 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 -LAMS' 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. Allowable Holes in VERSA -LAM° Beams 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 % " 7V4" ill 9'/:' and greater 2" See Note 3 1/3 Depth 1/3 Depth 1Span 1/3Span 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. VERSA -LAM° Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint air space Strap per code if top plate is not continuous over header. I Verify hanger capacity with hangeratbearing. required manufacturer between VERSA -LAMB' concrete column-,, and wood. Column connector per design Trimmers professional 0 of record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush I with inside of wall Strap per code if Sloped seat cut. , I Hanger --__ top plate is not Not to exceed I continuous Inside face I of bearing. Da NOT bevel cut VERSA -LAM" beyond inside face of wall without approval from I ' Blocking not shown for clarity. Boise Cascade EWP Engineering t Moisture barrier between I concrete andorBCCALC® software analysis. wood VtzK6A-LAM Installation Notes Minimum of %" airspace between beam and wall pocket or adequate barrier must be VERSA -LAM® 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 [plf] Nailed rer Dia. Through Bolt Nt 1 M." Dia. Throu h Bolt(' Number 2 rows 16d of Sinkers @ Members 12" o.c. 3 rows 16cl Sinkers @ 12" o.c. 2 rows @ 24' o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. I staggered 2 rows @ 24" o.c. staggered 2 rows @ 12' o.c. staggered 2 rows @ 6" o.c. staggered 1%" VERSA -LAM® (Depths of 18" and less) 2 470 1 705 505 1 375 1010 755 670 2020 560 1120 2245 3R) 350 525 1515 1 1345 420 370 840 745 1685 14954(3) use bolt schedule fI 335 3`/a" VERSA -LAM® tot use bolt schedule 855 1 1715 N/A 1125 2250 N/A 1%" VERSA -LAM® (Depths of 24") Number of Members Nailed (B) 3 rows 16d 4 rows 16d Sinkers @ Sinkers @ 12" o.c. 12" o.c. Dia. Through El 3 rows @ 3 rows @ 3 rows @ 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" staggered sta ered stgggered Dia. Through Boltr't 3 rows @ 13 rows @ 3 rows @ 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" staggered i staggered staggered 2 705 940 755 1010 755 670 1515 840 1135 630 1010 560 1120 1685 3C4 525 705 565 840 1260 4 t4t use bolt schedule 505 745 1120 1. Design values applyy to common bolts that conform tc ANSI/ASME standard 818.21-111 (ATM A307 Grades A83, 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 2'V 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 = 0.135' diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 325' length. 4. 7' wide beams must be top -loaded or loaded from both sides lesser side shall be no less than 5%of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing (S) Max mum Uni orm Load From One Side Depths 11'/" & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1W plies Depths 14" -18" 3 rows 16d box/sinker nails a 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pif 3) 1'/4"" plies t't Depths 11W & less Depths 14" - 18" 2 rows 16d box/sinker nails @ 12" o.c. 300 plf 3 rows 16d boxlsinker nails Q 12" o.c. 450 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pif Depths 18" & less 2 rows %:" bolts @ 24" o.c., staggered 3 rows Y:" bolts 24" o.c., staggered eve 8" 335 pif 505 plfDepth = 24" Depths 18" & less Dept 20" - 24" 2 rows'/," bolts @ 24" o.c., staggered 3 rows h" bolts @ 24" o.c., staggered every B" 855 plf 1285 plf 1. The nail schedules shown apply to and by 25%for non -snow load roofs 7. Connection values are based upon both sides of a 3-member beam. where the building code allows. the 2012 N DS. 2. 16d box nails = 0.135' diameter x 5. Use allowable load tables or BC 8. FastenMaster TrussLok, Sim on 3.5' length, 16d sinker nails = 0.148' CALCI software to size beams. Strong -Tie SDW or SDS, andUSP diameter x 3.25' length. 6. An equivalent specific gravity of WS screws may also be usedto 3. Beams wider than 7' must be 0.5 may be used when designing connect multiple member VERSA - designed by the engineer of record. specific conn ctions with LAW beams contact Boise 4. All values in these tables may be VERSA -LAMS. Cascade EWb Engineering for increased by 15 % for snow -load roofs further information. Designing Connections for Multiple VERSA-LAMO Members VVhen 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 -LAMS floor beam. GivenBeam 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" Hangers not shown for clarity 14' Find A multiple 13/4" 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- i2+r31=15' 2. Use PLF tables on pages 28-30 of ESG or BC CALCs to size beam. A Triple VERSA -LAM' 2 0 3100 1%" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max Side Load = (18' ! 2) x (40 + 10 psf) = 450 pif 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1'/." 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 pif is greater than 450 plf OK Bolts: 1/," diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK VERSA -LAMS 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 [plfJ Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] P/." VERSA 2.0 3100 Double Ply 1 " VERSA -LAM" 2.0 3100 or Triple Ply 1W VERSA LAM" 2.0 3100 or Quadruple Ply 1%" VERSA -LAM" 2.0 3100 or Span LAMB 3%;' VERSA -LAM 2.0 3100 5'/4" VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 ft] 7'/." 9'/z" 117/a" 14" T/a' 9Yz" 117W" 14" 16" 18" 24" 9Yz" 11'/a" 14" 16" 18" 20" 24" 11M." 14" 16" 18" 20" 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 7838 5697 7179 8773 10463 10459 10451 6 762 1525 1.8/4.4 2.416.1 3.318.2 4.1/10.3 1.814.4 2.416.1 3.3/8.2 4.1J10.3 5112.6 6/15 6115 2.416.1 3.318.2 4.1110.3 5/12.6 6/15 6/15 6115 3.3/8.2 4.1110.3 5112.6 6115 6/15 6115 479 746 979 1207 957 1492 1957 2414 2886 3402 3913 2237 2936 3622 4328 5103 5876 5870 3914 4829 5771 6803 7834 7826 8 322 724 643 1447 2171 1.5/3.7 2.315.7 3/7.5 3.719.3 1.513.7 2.315.7 3/7.5 3.719.34.4/11.1 5.2113 6/15 2.3/5.7 3/7.5 3.719.34.4/11.1 5.2/13 6/15 6/15 3/7.5 3.7/9.34.4111.1 5.2/13 6/15 6115 243 551 745 909 487 1102 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 4688 2978 3635 4296 5003 5763 6251 10 165 370 724 329 741 1447 1111 2171 2894 1.5/3 2.115.3 2.9/7.1 3.5/8.7 1.5/3 2.115.3 29/7.1 3.5/8.74.1/10.3 4.8112 6115 2.1/5.3 2.9/7.1 3.518.74.1110.3 4,8112 5.5113.8 6/15 2.9/7.1 3.5/8.74.1110.3 4.8112 5.5/13.8 6/15 182 413 665 808 364 825 1330 1617 1904 2209 2839 1238 1995 2425 2856 3313 3800 4259 2659 3233 3807 4417 5067 5679 11 124 278 544 247 557 1087 835 1631 2175 1.513 1.714.4 2.817 3.4/8.5 1.513 1.714.4 2.817 3.418.5 4/10.1 4.7/11.7 6/15 1.714.4 2.817 3.418.5 4110.1 4.7/11.75.4/13.4 6115 2.817 3.418.5 4/10.1 4.7111.75.4113.4 6115 139 317 585 728 279 634 1170 1456 1709 1977 2601 950 1755 2184 2564 2965 3390 3901 2340 2912 3418 3953 4519 5201 12 95 214 419 686 191 429 837 1372 - - 643 1256 2058 1675 2745 - - - 1.513 1.5/33 2.716.8 3.418,4 1.513 1.513.7 2.716.8 3.418.4 3.919.94.6111.4 6115 1.513.7 2.716.8 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 5.2113 6/15 109 248 488 662 217 496 976 1324 1550 1789 2399 744 1464 1986 2326 2683 3059 3598 1952 2647 3101 3577 4078 4797 13 75 169 329 540 150 337 659 1079 - - 506 988 1619 1317 2159 - - - 1.5/3 1.513.1 2.4/6.1 3.318.3 1.513 1.5/3.1 2.416.1 3.3/8.3 3.9/9.74.5/11.2 6/15 1.513.1 2.416.1 3.3/8.3 3.919,74.5/11.25.1112.7 6/15 2.4/6.1 3.318.3 3.919.7 4.5 /11.2 5.1112.7 6115 86 198 390 585 173 395 779 1171 141E 1633 2226 593 1169 1756 2128 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 270 527 864 1290 - 405 791 1296 1935 - - 1055 1728 2580 - - 1.513 1.513 2.115.3 3.217.9 1.513 1.5/3 2A/5.3 3.217.9 3.8/9.6 4.4/11 6/15 1.513 2.1/5.3 3.2/7.9 3.8/9.6 4.4111 5/12.5 6/15 2.115.3 3.2/7.9 3.819.6 4.4111 5112.5 6/15 70 160 316 509 139 320 631 1018 1307 1502 2076 479 947 1527 1960 2253 2558 3113 1262 2036 2614 3003 3410 4151 15 49 110 214 351 98 220 429 703 1049 1493 329 643 1054 1573 2240 - 858 1405 2098 2987 - 1.5/3 1.5/3 1.814.6 2.917.4 1.513 1.5/3 1,814.6 2.9/7.4 3.819.54.3/10.9 6/15 1.5/3 1.814.6 2.9/7.4 3.819.54.3/10.94.9112.3 6/15 1.814.6 2.9/7.4 3.819.54,3110.94.9112.3 6/15 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 1.5/3 1.6/4 2.616.6 1.513 1.513 1.6/4 2.616.6 3.618.94.3/10.7 6/15 1.513 1.614 2.6/6.6 3.618.94.3/10.74.9/12.2 6/15 1.614 2,616.6 3.6/8.94,3110,74,9112.2 6115 108 215 355 93 217 430 710 1018 1274 1826 325 645 1065 1527 1911 2196 2739 860 1420 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 1026 226 442 724 1081 1539 2111 589 965 1441 2052 2814 1.5/3 1.513.6 2.315.9 1.513 1.513 1.513.6 2.3/5.9 3.3/8.44.2110.5 6/15 1.513 1.5/3.6 2.3/5.9 3.3/8.44.2110.5 4.8/12 6/15 1.513.6 2.3/5.9 3.318.44.2/10.5 4.8112 6/15 90 180 298 77 181 360 596 894 1134 1701 271 540 894 1341 1701 2051 2552 720 1191 1788 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 191 372 610 910 1296 1778 496 813 1214 1728 2371 1.513 1.5/12 2.115.2 1.513 1.513 1.513.2 2.115.2 3.1/7.8 419.9 5.91141 1.513 1.5/3.2 2.115.2 3.117.8 4/9.9 4.8/11.95.9114. 1.5/3.2 2.115.2 3.117.8 419.9 4.8111.95.9114. 76 152 252 65 152 304 504 758 1016 1592 229 457 757 1137 1524 1863 2388 609 1009 1516 2032 2484 3184 19 54 105 173 48 108 211 346 516 735 162 316 519 774 1102 1512 422 691 1032 1470 2016 1.513 1.5/3 1.914.7 1.5/3 1,513 1.5/3 1.914.7 2.8/7 3.7/9.4 5.8/14.6 1.513 1.5/3 1.9/4.7 2.817 3.719.4 4.6111.45.8114. 1.513 1.9/4.7 2.817 3.719.4 4.6111.45.8114. 65 130 215 54 129 259 430 647 915 1496 194 389 646 971 1373 1678 2243 519 861 1295 1830 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 1296 2240 362 593 885 1260 1728 2987 1.513 1.5/3 1.714.2 1.513 1,513 1.513 1.714.2 2.5I6.3 3.6J8.9 5.8114.5 1.513 1.513 1.714,2 2.5/6.3 3,618.94.3/10.85.8/14. 1,513 1.7/4.2 2.516.3 3.618.94.3/10.85.8/14. 96 160 95 192 320 482 692 1304 142 288 480 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 Ill 70 136 223 332 473 1122 104 204 334 499 710 974 1683 272 445 665 947 1299 2244 1.513 1.5/3.5 1.5/3 L5/3 1.513.5 2.115.2 317.4 5.6/13. 1.5/3 1.5/3 1.513.5 2.1/5.2 3/7.4 3.9/9.9 5,6113. 1.5/3 1.513.5 2.1/51 317.4 3.919.9 5.6/13. 72 122 71 145 243 368 529 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2184 24 52 86 54 105 172 256 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.513 1.5/3 1.5/3 1.513 1.513 1.814.4 2.516.3 5.1/12. 1.5/3 1.5/3 1.5/3 1.814.4 2.516.3 3.4/8.6 5.1112.8 1.513 1.513 1.814.4 2.516.3 3.418.6 5.1/12. 56 94 54 Ill 188 286 412 927 80 167 282 429 618 855 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 1.513 1.513 1.513 1.513 1.513 1.513.7 2.1/5.3 4.7111.8 1.513 1.5/3 1.5/3 1.513.7 2.1/5.3 2.917.3 4.7/11.8 1.513 1.513 1.5/3.7 2.1/5.3 2.9/7.3 4.7111. 74 87 148 226 326 792 61 130 222 338 489 678 1188 174 296 451 652 904 1594 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 216 322 459 630 1088 1.513 1.513 1.513 1.513.2 1.814.6 4.4110. 1.513 1.513 1.5/3 1.513.2 1.8/4.6 2.516.3 4.4 / 1 O.S 1.513 1.513 1.513.2 1.814.6 2.5/6.3 4.4/10. 59 68 118 180 262 639 102 176 271 393 546 959 137 235 361 523 728 1279 30 44 54 88 131 187 442 80 132 197 280 384 664 107 176 262 373 512 885 1.5/3 1.513 1.513 1,513 1.614 3.8/9.5 1.513 1.5/3 1.5/3 1.614 2.215.5 3.8/9.5 1.513 1.513 1.5/3 1.6/4 2.215.5 3,13tU Total Load values are limited by shear, moment or deflection equal to LI240. 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 mulliple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL" 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. I /. 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 with the BC CALL" software. VERSA -LAM° Roof Load Tables VERSA -LAM° 2.0 3100 (115% Load Duration) Top Figure KEY TO TABLE Middle Figure Bottom Figures - Allowable Total Load [plf] Allowable Live Load [plf] Minimum Required Bearing Length at End / Intermediate Supports [inches] 1W VERSA 2.0 3100 Double Ply 1%" VERSA -LAM• 2.0 3100 or Triple Ply 1%" VERSA -LAM° 2.0 3100 or Quadruple Ply 1%" VERSA-LAMo 2.0 3100 or Span LAM® 3'/:" VERSA -LAM 2.0 3100 5'/." VERSA -LAM 2.0 3100 7" VERSA LAM 2.03100 ft[ 7'/." 91/V 1P/." 14" 7%:' 9%" 11%" 14" 16" 18" 24" 91/a" 11%11 141, 16" 18" 20" 24" 11/V 14" 16" 18" 20" 24" 878 1223 1639 2065 1755 2446 3278 4130 5047 5232 5226 3669 4917 6195 7570 7848 7845 7838 6556 8260 10094 10463 10459 10451 6 2/5 2.817 3.8/9.4 4.7111.8 215 2.817 3.8/9.4 4.7/11.85.8/14.5 6/15 6115 2.8/7 3.8/9.4 4.7111.85.8114.5 6115 6/15 6115 3.8/9.4 4.7111.85.8114.5 6/15 6/15 6!15 598 858 1126 1389 1197 1717 2252 2779 3321 3915 3913 2575 3379 4168 4981 5872 5876 5870 4505 5558 6642 7829 7834 7826 8 482 965 1.814A 2.616.6 3.518.E 4.3110. 1.8/4,6 2.6/6.6 3.5/8.6 4.3110.65.1/12.7 6115 6/15 2.616.6 3.518.6 4.3/10.65.1112.7 6115 6115 6/15 3.518.6 4.3/10.65.1/12.7 6/15 6M5 6 M 5 326 637 857 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 556 494 1111 1667 1.513.1 2.416.1 3.318.2 4110 1,513.1 2.416.1 3.318.2 4110 4.7/11,95.5/13.6 6/15 2.4/6.1 3.318.2 4110 4.7/11.95.5/13.8 6115 605 3.318.2 4110 4.7111.95.5113.8 6115 6115 244 526 765 931 487 1052 1531 1861 2192 2543 2839 1577 2296 2792 3288 3814 4265 4259 3062 3723 4383 5085 5687 5679 11 186 418 371 835 1253 1.5/3 2.215.6 3.218.1 3.919.8 1.5/3 2,215.6 3.2/8.1 3.919.84.6/11A5.4/13.4 6/15 2.2/5.6 3.2/8.1 3.919.84.6111.65.4/13.4 6115 6/15 3.218.1 3.9/9.84.6111.65.4113.4 6115 6/15 187 424 674 838 374 848 1347 1676 1968 2276 2601 1272 2021 2514 2952 3414 3903 3901 2694 3353 3936 4552 5203 5201 12 143 322 628 286 643 1256 965 1884 2512 1.513 2/4.9 3.117.8 3.919.7 1.513 214.9 3.117.8 3.9/9.74.5111.35.2/13.1 6115 214.9 3.117.8 3.919.7 4.5111.35.2 /13.1 6115 6115 3.117.8 3.919.74.5111.35.2/13.1 6115 6115 148 332 573 762 292 665 1146 1524 1785 2060 2399 997 1719 2287 2678 3089 3522 3598 2292 3049 3571 4119 4696 4797 13 112 253 494 225 506 988 759 1482 1976 1.513 1.714.2 2.9/7.2 3.819.5 1.5/3 1.714.2 2.9/7.2 3.819.54.5/11.25.1/12.9 6115 1.714.2 2.9/7.2 3.819.54.5/11.25.1/12.95.9/14.7 6115 2.917.2 3.819.54.5/11.25.1/12.95.9114.7 605 116 265 493 674 233 530 987 1349 1634 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 405 791 1296 - - 608 1187 1944 - - 1582 2593 1.513 1.5/3.6 2.716.7 3.619.1 1.513 U13.6 2.716.7 3.619.1 4.4111 5.1112.7 6115 1.513.6 2.7/6.7 3.6/9.1 4.4111 5.1111.75.8/14.4 6115 2.716.7 3.619.1 4.4/11 5.1/12.75.8/14.4 6M5 94 215 423 586 188 429 846 1173 1505 1730 2076 644 1268 1759 2258 2595 294E 3113 1691 2346 3011 3459 3928 4151 15 73 165 322 527 146 329 643 1054 - - 494 965 1581 - - - 1286 2108 1.513 1.513.1 2.516.1 3.418.5 1.513 1.513.1 2.5/6.1 3.418.54.3110.9 5/12.5 6/15 1.5/3.1 2.5/6.1 3.418.5 4.3 /10.9 5112.5 5.7114.2 6115 2.516.1 3.418.54.3110.9 5/12.5 5.7114.2 61lS 77 176 347 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 2917 1389 2058 2653 3202 3630 3889 16 60 136 265 434 121 271 530 868 1296 - 407 795 1303 1944 - - 1060 1737 2593 - - 1.5/3 1.5/3 2.215.4 3.217.9 1.513 1.513 2.215.4 3.2/7.94.1110.24.9/12.3 6/15 1.513 2.215.4 3.2/7.94.1/10.24.9/12.3 5.6/14 6115 2.2/5.4 3.21T94.1/10.24.9112.3 5.6114 6115 63 146 289 455 127 292 577 910 1173 1468 1829 438 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 3657 17 50 113 221 362 101 226 442 724 1081 - 339 663 1086 1621 - - 884 1448 2161 - - 1.5/3 1.513 1,914.8 3/7.5 1.513 1.513 1.914.8 317.5 3.9/9.6 4.8M2 6115 1.513 1.914.8 317.5 3.9/9.6 4.8/12 5.5113.8 6116 1.914.8 317.5 3.919.6 4.8112 5,5113.8 6115 53 122 242 399 106 244 484 799 1045 1307 1726 367 726 1198 1567 1961 2364 2588 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 1.513 1.7/4.3 2.8/7 1.513 1.513 1.714.3 2.817 3.619.14.5/11.4 6115 1.513 1.714.3 2.817 3.619.14.5111.46.5113.7 6/15 1.7/4.3 2.817 3.619.14.5/11.45.5/13.7 6/15 103 205 339 89 206 410 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1872 2342 2862 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1181 1653 - 633 1037 1548 2204 - 1.5/3 1.5/3.8 2.516.3 1,513 1.513 1,513.8 2.516.3 3.4/8.64.3/10.8 6115 1.513 1.513.8 2.5/6.3 3.418.64.3110.85.3/13.1 6115 1.5/3.8 2.516.3 3.4/8.64.3110,85,3113.1 6115 88 175 289 75 176 350 579 843 1055 1551 263 525 868 1265 1583 1934 2326 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 - 1.513 1.513.4 2.315.6 1.513 1.5/3 1.5/3.4 2,315.6 3,318.24,1110.2 6/15 1.513 1.513.4 2.315.6 3.318.2 4. 1110.2 5112.5 6115 t513.4 2.3/56 3.3/8.24.1110.2 5/12.5 6/15 65 130 216 54 130 260 431 649 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.513 1.513 1.9/4.7 1.513 1.5/3 1.513 1.9/4.7 2.8/7 3.719.3 6115 1.513 1.5/3 1.9/4.7 2.8/7 3.719.3 4.5/11.3 6115 1.5/3 1.914.7 2.817 3.719.3 4.5111.3 6115 99 164 98 197 329 496 711 1259 146 296 493 744 1066 1334 1889 395 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.513 1.813.9 1.513 1.513 1.613.9 2.3/5.9 3.318.35.9/14. 1.513 1.513 1.613.9 2.315.9 3.318.34.2/10.45.9114. 1.513 1.6/3.9 2.3/5.9 3.318.34.2/10.45.9114. 76 128 75 153 256 387 555 1069 112 229 383 580 833 1132 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 985 1529 247 405 604 860 1180 2039 1.5/3 1.5/3.3 1.5/3 1.513 1.513.3 2/5 2.8/7A 5.4/13.1 1.513 1.5/3 1.513.3 215 2.817.1 3.8/9.65.4113. 1.5/3 1.5/3.3 215 2.817.1 3.8/9.65.4113. 60 101 58 120 202 306 441 919 87 180 303 459 661 914 1378 240 404 612 882 1219 1637 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.513 1.513 1.513 1.513 1.513 1.714.3 2.416.1 5/12.6 1.5/3 1.513 1.513 1.7/4.3 2.4/6.1 3.4/8.4 5112.6 1.5/3 1.5/3 1,714.3 2.416A 3.4/8.4 5/12.6 81 95 161 246 355 797 68 143 242 369 533 738 1196 190 323 492 710 984 1594 30 66 80 132 197 280 664 62 121 111 211 420 576 196 111 263 393 560 768 1327 1.513 1.513 1.513 1.513.7 2.1/5.34.7111.7 1.513 1.5/3 1.5/3 1.513.7 2.115.3 2.917.34.7111. 1,513 1.5/3 1.513.7 2.115.3 2.917.34.7/11. 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 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 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 possible to exceed the limitations of this table by analyzing a specific application with the BC CALCe software. VERSA -LAM° Roof Load Tables VERSA -LAMS 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] 1'/4" VERSA 3100 Double PIyy 1%" VERSA-LAM®2.0 3100 or Triple Ply 1%" VERSA-LAM62.0 3100 or Quadruple Ply 1%" VERSA -LAM® 2.0 3100 orSpanLAM3i4" VERSA -LAM 2.0 3100 N." VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 ft] 7%" 9Y2" 117/a" 14" 7Yi' 9'/2" 11Y." 14" 16" 18" 24" 9'/V 11'/" 14" 16" 18" 20" 24" 11%" 14" 16" 18" 20" 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 2.215.5 3.117.6 4.1110.25.1/12. 2.215.5 3.117.6 4.1/10.25.1/12.9 6115 6115 6115 3,117.6 4.1/10.25.1112.9 6115 6/15 6/15 6/15 1/10.25.1/12.9 6/15 6115 6115 6/15 640 933 1225 1511 1279 1867 2449 3022 3611 3919 3913 2800 3674 4532 5417 5879 5876 5870 4899 6043 7222 7838 7834 7826 8 482 965 2/4.9 2.917.1 3.819.4 4.6111. 2/4.9 2.917A 3.819.4 4.6/11.65.5113.8 6/15 6115 2.9/7.1 3.8/9.4 4.6/11.65.5113.8 6115 6/15 6/15 3.819.4 4.6/11.65.5/13.8 6/15 6115 6/15 326 693 932 1138 651 1386 1864 2275 2689 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 4550 5378 6263 6259 6251 10 247 556 494 1111 1667 1.5/3,1 2.716.6 3.618.9 4.4110, 1,513.1 2.7/6,6 3.618.9 4.4110.95.2112.9 6/15 6115 2.716.6 3.6/8.9 4.4110.95,2I12.9 6115 6115 6115 3.618.9 4.4110.95.2112.9 6115 6115 6/15 244 552 833 1012 487 1104 1665 2024 2384 2765 2839 1656 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 5687 5679 11 186 418 815 371 835 1631 1253 2446 3262 1.513 2.3/5.8 3.5/8.84.3/10. 1.513 2.3/5.8 3.518.84.3110.7 5/12.6 5.8114.6 6115 2.315,8 3.518,84.3/10,7 5/12.6 5.8114.6 6115 6115 3.5/8.84.3110.7 5/12.6 5.8/14.6 6115 6115 167 424 733 912 374 848 1465 1823 2141 2475 2601 1272 2198 2735 3211 3713 3907 3901 2931 3647 4281 4951 5209 5201 12 143 322 628 286 643 1256 965 1884 2512 1.5/3 2/4.9 3.4/8.44.2110. 1.5/3 214.9 3.4/8.44.2/10.54.9/12.35.7/14.3 6/15 2/4.9 3.418.44.2110.54.9/12.35.7114.3 6/15 6/15 3.418.44.2110.54.9/12.35.7114.3 6/15 6/15 146 332 623 829 292 665 1247 1658 1942 2240 2399 997 1870 2487 2913 3360 3604 3598 2494 3316 3884 4480 4806 4797 13 112 253 494 810 225 506 988 1619 - 759 1482 2429 1976 3238 1.513 1,714.2 3.117.8 4.1/10.4 1.513 1.714.2 3.117.8 4.1110.44.8112.1 5.6114 6/15 1.7/4,2 3.1/7.8 4.1/10.44.8/12.1 5.6/14 6/15 6115 3.1/7.8 4.1/10.44.8/12.1 5.6114 6/15 6115 116 265 521 734 233 530 1043 1467 1777 2046 2226 796 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1296 - - 608 1187 1944 1582 2593 1.5/3 1.513.6 2.8/7 419.9 1.5/3 1.5/3.6 2.817 419.9 4.8/12 5.5/13.8 6/15 1.5/3.6 2.8/7 4/9.9 4.8/12 5.5/13.8 6115 6115 2.8/7 419.9 4.8112 5.5113.8 6/15 6115 94 215 423 638 188 429 846 1276 1638 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 - 494 965 1581 2360 - - 1286 2108 3146 - 1.513 1,513.1 2.516.1 3.7/9.2 1.5/3 1.513.1 2.516.1 3.719.24.7111.85.4113.6 6/15 1.5/3.1 2.5/6.1 3.719.24.7111.85.4/13.6 6/15 6/15 2.516.1 3.719.24.7111.85.4/13.6 6/15 6/15 77 176 347 560 153 352 695 1120 1443 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 3484 3897 3889 16 60 136 265 434 121 271 530 868 1296 - 407 795 1303 1944 - - 1060 1737 2593 - - 1.513 1.513 2.215.4 3.518.6 1.513 1.5/3 2.2/5A 3.518.6 4.4111.15.4113.4 6/15 1.5/3 2.2/5.4 3.518.6 4.4111.15.4113.4 6115 6115 2,215.4 3.5/8.6 4.4111.15.4/13.4 6115 6115 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 - 1.5/3 1.513 1.914.8 3.117.8 1.513 1.5/3 1.914.8 3.117.84.2/10.55,2113.1 6115 1.513 1.914.8 3.1/7.84.2/10.55.2/13.1 6/15 6115 1.914.8 3.117.84.2110.55.2/13.1 6115 6115 53 122 242 399 106 244 494 799 1137 1422 1726 367 726 1198 1705 2133 2572 2588 968 1598 2274 2845 3429 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 - 744 1220 1821 2593 - 1.5/3 1.513 1.714.3 2.8/7 1.513 1.5/3 1,714.3 2.817 4/9.9 4.9112.3 6115 1.513 1.714.3 2.8/7 4/9:9 4.9112:35.9/14.9. 6/15 1,714.3 2.817 4/9.9 4.9112.35.9114.9 6/15 103 205 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2268 633 1037 1548 2.204 3024 1.513 1.513.8 2.5/6.3 1.513 1.513 1.513.8 2.5/6.3 3.7/9.34.7111.7 6115 1.5/3 1.513.8 2.516.3 3.7/9.34.7/11.75.7114.3 6/15 1.513.8 2.5/6.3 3.7/9.34.7111.75.7114.3 6115 88 175 289 75 176 350 579 869 1149 1551 263 525 868 1303 1723 2105 2326 699 1157 1737 2297 2807 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 1944 543 889 1327 1890 2593 1.5/3 1.513.4 2.315.6 1.513 1.5/3 1.5/3.4 2.315.6 3.418.44.4111.1 6115 1.513 1.513.4 2,315,6 3.4/8.44.4/11.15.4/13.6 6115 1.513.4 2.315.6 3.418.44.4111.15.4/13,6 6115 65 130 216 54 130 260 431 649 928 1407 194 390 647 973 1393 1735 2111 520 862 1297 1857 2313 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/3 1.513 1.914.7 1.513 1.5/3 1.513 1.914.7 2.817 4/9.9 6115 1.513 1.513 1.9/4.7 2.817 4/9.9 4.9/12.3 6/15 1.513 1,914.7 2.817 4/9.9 4.9M2.3 6/15 99 164 98 197 329 496 711 1288 146 296 493 744 1066 1453 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.5/3 1.613.9 1.513 1.513 1.613.9 2.3/5.9 3.3/8.3 6115 1.5/3 1.513 1.613.9 2.315.9 3.318.3 4.5111.3 6/15 1.513 1:6/3.9 2.315.9 3.3/8.3 4.5111.3 6115 76 128 75 153 256 387 555 1164 112 229 383 580 833 1150 1747 305 511 773 1110 1533 2329 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.513 1.513.3 1.513 1.5/3 1.5/3.3 215 2,817.1 5.9114,7 1.513 1.513 1.513.3 215 2.8i7.1 3.919.75.9114. 1.5/3 1.5/3.3 215 2.817.1 3.9/9.75.9/14. 60 101 58 120 202 306 441 1001 87 180 303 459 661 914 1501 240 404 612 882 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.513 1.5/3 1.513 1.513 1.5/3 1.7/4.3 2.4/6.1 5.5113.7 1.513 1.513 1.513 1.7/4.3 2,416.1 3,418.4 5.5113. 1.513 1.5/3 1.7/4.3 2.416.1 3.418.45.5113. 81 95 161 246 355 B61 68 143 242 369 533 738 1291 190 323 492 710 984 1721 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1327 1.5/3 1.513 1.513 1,513.7 2.1/5.3 5.1/12.q 1.513 1.513 1.513 1.5/3.7 2.115.3 2.9/7.3 5.1112. 1.513 1.5/3 1,513.7 2.115.3 2.917.3 5.1112. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 1.1240. 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 CALL® 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 wdth 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 possible to exceed the limitations of this table by analyzing a specific application with the BC CALL° software. VERSA -LAM® Allowable Nailing and Design Values 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-RIM'. Use nails as specified by Simpson Strong -Tie. VERSA -LAM® Design Values Nailing Parallel to Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1W thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Grade Width in Depth in] 3'/2 Weight Ib/ft] 1.5 Allowable 'Allowable Shear Moment Ib ft-Ib Moment of Inertia in° Grade Width in Depth in Weigght Ib/ft[lb] Allowable Shear Allowable Moment ft-lb][in Moment of Inertia 4] 0 0 m N X LL' 1'/2 998 776 5.4 0 0 Q J Q w 5 ° 5'/4 8.0 5237 6830 63.3 5'/z 2.4 1568 1821 20.8 5'/2 8.4 5486 7457 72.8 7% 11.0 7232 12566 1 166.7 7% 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 00 0 04 J j 1% 3'/2 1.8 1164 1058 6.3 9'/= 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 9%4.7 3076 6636 115.4 11% 10.1 11845 31913 732.6 9'/z 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'/° 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0 11% 6.0 3948 10638 244.2 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 7980 40183 850.5 24 36.5 23940 120549 6048.0 24 12.2 2016.0 48.5 111.1 230.8 250.1 7 9% 16.6 12303 26544 461.7 3'/2 5'/z 5.6 3658 1 4971 7'/. 7.4 4821 8377 9Y2 17.1 12635 27916 500.1 9'% 9.4 6151 13272 11% 20.2 14963 38419 830.6 9'/2 9.6 6318 13958 7481 19210 11% 21.4 15794 42550 976.8 11'/° 11.4 415.3 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 18 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 Design Property Grade Modulus of Elasticity Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Fcu psi)(2) Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E(x 106 psi)0I Fb (psi)(2)(3) F (psi)f 1141 F, (psi)121(5) F_ L (ps011)1et SG) 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 3000 750 1750 0.5 VERSA -LAM® Columns 1.82750 1.8 2750 285 1 1825 1 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)'re 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, (12/d)' 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%. 32 VERSA -LAM° 1.8 2750 Columns r-w Allowable Axial Load Ib) 2 c 3%" X 31/2" 3'/z" x 4%" 31/2" x 51/t" 31/x" X 5%" 3V X 7" C) J 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 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 I 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 1 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'/z ' x 7'/4 ' 5'/i ' x 5'/i ' 51/: x 5'/i ' 5'/4 ' x 7" 5'/4 ' x 71/; ' 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 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 10,540 10,670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9,700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective Modulus of Elasticity: E = 1.8 x 101 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used Bending: Parallel to Gluelines (Beam): F, = 2750'(12/d)"' psi in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. Perp to Gluelines Plank): Fb = 2500'(12/d)19 psi 3) Allowable loads are based on an eccentricity value equal to 0.167 Compression Parallel to Grain: Fcii = 3000 psi multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design Compression Perpendicular to Grain: provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial Parallel to Gluelines Beam): F,11 = 750 psi loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding Perp to Gluelines (Plank): F_L = 450 psi common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 per NDS). Tension Parallel to Grain: Ft = 1650 psi 6) Lateral loads (wind loading) are not considered in this table. VERSA -STUD° 1.7 2650 Allowable Design Values Compression Modulus of Horizontal Bending Parallel to Grain Elasticity Shear Product Fb [psi] Fc [psi] E [psi] 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 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. 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. t !b to I- "- MR. r+ 'en.• " 0igA21-1ItSE) Ara=wdAe•isre 0it t: mom..• le. a+srlelVnvlwy-+sle.s 1 • 11 w Or, IIJ J 1 1 vsxal at+ VOCf IG S C r n•: x:+lrr a 1s MY•,21 na 616:'b V M[Llll S 14• 1 6• DOOM GLIAAM a ComlSnoWn /6 t.v.,,.e. w.• •arra, c.•rr. r••, a.ir. c l•f 1•.1 n.1 on rav :^N.:1 r vr+rrrv.[ul r. ai.r.-c .r[.I n.. Nc',K •k.J tk7 'a.ad tp,e 1 A•1 (.. lal l.a•..r.e I N•mr ,a. a d. ra LHW ,C:l 1•bvs .LLi Y i:'J'M I'yM 1,.1'. .Irrar.• . l.MT.M M'r. A' •ey M1 :u •7 7e 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: WindowsO 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. BC CALC Analysis for Engineered Wood Products Give Us r' fir a Try 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, httpsJ/tivw v.bccoriiieci.coinibcdeployer/index.htiii r NaaaM S wury O.r U[N•a Y ' 1'! .li•in r 1 Ir in 4 wl .IIIn •[a y Mr.la.• wlra• aJ hr 1.. M 1 '-0:.ary ear I•r •'u 1M'.; 1 Yf'-Y "Y'1 . I.v. V,. w • IV1) arrf 1. 4.•••1 l+ar a...waa•.a LL. Cw M.A. tll.rt..•• I.l.lfa. .. :M L:•]t ,'b: r' !'. 5 1.]. ri.•l••.. J..Y..1 .. If41.•.IT r 1 AI l Vt .l•1r r. . r..a Uaallr irl.•a ...,. . rr be f. •Irl . a a »:• ;a:. ICI-.f I r.r>tn.. n•.ree .,.. w ruc..w, a,•rol.r.. Flilaa r rrarr.w 1.N fl[_. II'.r .'J wll.a of lG••'-1'arla'14 . •e.fnr •C1fJ• rra:,.. r. •a» Y•-. -. .a..11'.Y . a..l l ..l• .. •ri .Y. •.M rV r Y n..M... ^' 14IL a.A p.0.'..a.. a.n w wi.r- vun r+. MaNf tom. vwa..4.w.iw r: al[ralnc:ll -w •,.•.I-11: nb lllfrinx:onl M1u.'i i. au[ Framing Connectors - Simpson Strong -Tie ITS IUS Joist BCI* Hanger Capacity Naf i Joist BCI® Hanger Capacity N..ailing De th bs Bader Dist Depth ! Capacity Header / Jo 45005 ITS1.8119.5 993 6-10d 4500s IUS1.81/9.5 1 950 8-10d 5000s ITS2.0619.5 993 6-10d 5000s IUS2.06/9.5 950 840d 6000sl 1TS2.37/9.5 1225 6-10d 9h 6000s IUS2.37/9.51 950 8-10d 65005 ITS2,56/9.5 1225 1 6-10d I 6500s.1US2.5619.5 1 950 8-10d 4500s I ITS1.81/11.88 1068 6-10d 4500s,1US1.81/11.88 1185 10-10d 5000s ITS2.06111 881 1068 6-1Od 5000s IUS2.06/11.88 1185 10-10d 6000slITS2.37111-_881 1237 6-10d 5000s IUS2.37/11.88 1165 10-10d 65OWITS2.56/11.8 18237 6-10d 11 6500s IUS2.56/11.88 1185 10-10d 60s ITS2.37/11.88 1237 6-1Od 60s IUS2.37/11.88 1185 10-1Od 905 ITS3.56111.88 1518 5-10d 90s IUS3.56111.88 1420 1 122--1Od 4500s ITS1.81/14 1075 6-10d 4500s IUS1.81114 1420 112-1Od SOOOs ITS2.06114 1081 6-10d 5000sl IUS2.06/14 1420 12-1Od 15 5005 0 IT52.3-7114 1262 6-10d 6000s IUS2.37114 1420 12-1Od 14 6ITS2.56/14 1262 6-10d 14 6500s'IUS2.56/14 1420 12-1Od 60s ITS2.37/14 1262 6-10d - 60s i IUS2.37/14 1420 12_10d 90s _ ITS3.56/14 1520 6-10d 90s I IUS&56/14 _ 1420 12-10d 4500s ITS1.81/16 1081 6-10d 4500si IUS1.81/16 1660 14-10d 5000s ITS2.06/16 1087 6-10d I 5000s IUS2.06/16 1660 14-1Od 60005 ITS2.37116 1268 6-10d 6000s IUS2.37116 _ 1660 14-10d . 16 6500s ITS2.56/16 1268 6-10d 16 6500s IUS2.56/16 1660 14-1Od 60s ITS2.37116 1268 6-10d 6Os IUS2.37116 1660 { 14.10d I90sITS3.56/16 1520 6-101 - 90s IItS3.56/16 1425 T- _ q : i I MIT B BCI* Hanger Capacity_ b ODs1 1 6500s1'- 2305 SOOOsI MIT4. 12:14 2305 1 8-16d 2-10dxl 14 6000s; V 7351J-2 2305 8-16d 2-10dxl 16500s " 2305 1 8-16d 2-10dxl 60s MIT3514- 2 2305 8-16d 2-10dx1 J90s 14 3800 1 14-16d 2-10dxl 2305 8- 16d 2-10dxl EMIT416 i91/4 12 16 2460 10-16d 2-10dx1 BCI* I Hanger 9,h„ 4500s SUR1L16111' 5000s SUR/ L2 06/1 11 „ 6000s, SUR/1-2 37/1' 6500s SUR/ L2.5811' 60s SURIL2. 37/1 90s 4500s_ SUR/ L1.81/1, 50005 SUR/ L2.0611: 14" 6000s SUR/L2.37f1, 16" 16d _ 2- 1 16d 2- 1 16d 2- 1 16d 2- 1 16d 2- 1 16d _2- 1 16d 2- 1 16d 2_ 1 18d 2_ 1 16d 2- 1 RIIL2.56/ 141 1693 18-16d 2-10dx1'/_V R112.37/ 14 1693 18-16d 2-10dOW 2050 18- 16d 2-10dx1'r4' R.Lfoli 1887 12_0-16d 2-10dxl'IV RiL2.0& 1 1920 18-16d 2-10dxl'/V RrL2. 77, f ' I 1920 F_18-16d 2-10dil-W R112.581= 1920 , 18_16d 2-10dxl%" R.,L2.37,'- 1920 18-16d 2-10dx1h" U_/HU MIU LSSU_ Joist BCI* Hanger Capacity Joist l BCI* Hanger Capacity Naifing lbsl __ eadgr Joist Depth,, Ibsl Header Joist 4500s F1iU.+. 6 9 2305 16-16d 2-10&1Y:" 14500s LSSUI25 995 9-10d 7-10dx1h" 9h„ 5000s MIU4A2, 9 2305 116-16d 210dx1h' S000s LSSU2.08 995 710dx1'h" 6000s MIU4.7519 2305 i 16-16d 210dx1h' 9h" 60_0_Os LSSU135 995 9-10d 9- 10d 710dx1h" 6500s MIU5.12 9 2305 16-16d 2 10dx1'h' I6500s LSS111010 1425 14-10d 7 10dx1W 4500s MIU3.56, 11 2880 20-16d_ 2-10dx1'h"_ I4500s CSSU115 995 9-10d 7-10dx14" 50005 6000s MIU4.12ill MIU4 75'11 2880 2880 20- 16d 20- 16d 2_ 10dxlh" 2- 10dx1'h" 5000s LSSU2.06 995 9-10d 7-10dx1'h" 11'/s 6500s 605 90s A1/ U512 11 2880 20-16d 20-16d 1 22-16d 22- 16d 22- 16d I 22-16d I 210dxl1W 2-10dx1h" 2- 10dx1%" 2-10dx1% i 2- 10dxl'h" 11/ e 6000s 6500s 60s 90S LSSU135 995 1475 995 1625 995 9- 10d 7- 10dx1y4" LSSUH310 14-10d 9- 1Od 7-10dxl'/ d' MIU4. 75111 2600 3275317031703170 LSSU135 7- 10dx1l/ 2' HU412-2 14„ 14500s5000s6000s 6500s 60s 90d M1U3. 56, 14 LSSU410 14-10d 12-10dx1h' 1411.14.12i14 14 4500s 5000s 6000s 6500s 60S 90s LSSU125 9- 1Od 7- 10dx1h" AIU4 5 14 2- 10dxth" LSSU2.06 995 9-10d 7-10dx1h" MIU4.75/14 3170 22-16d 2- 10dx114" LSSUI35 995 9-1Od 7-10dx1h" 2700 22-16d 2- 101dx1h" LSSUhf310 1600 14-10d 7-10dx1h" 414-! 3455 26_16d P-lOdx1%" LSSUI35 995 9-10d 7-10dX1h" 45005 cnnn.. MIU3.Sti +S 3455 24-16d T- 2 10dx1 " LSS0410 1625 14-tOd 72-tOdxlh' 16" 6000s MIT4.75' 16 2305 1 8-16d 2-10dxl 2. 16„ 6000s M1U47`_ 3455 _I24-16d 2-10dx1h" 6500s !'' " /6 2305 8- 16d 2-tOdxlh" 6500s 3455 24-16d 2-10dx1 4" 60s MIT4.75/16 2305 8-16d 2-10dx1h" 60s MIU4.75/16 2725 24-16d 2-1Ddx1h" For mo-e information. 90s 3800 14-i6d 2-tOdxlh" 90s 3780 26-16d 2-10dx1h" call S - Adjustable Height Joist Hanger Variable Pitch Joist Connector at orvi,lr .. .. General Notes e 5 ae°W Capacities will vary with different nailing criteria and/or support r conditions. contact supplier or Simpson Strong -Tie for further information. THAI VPA - Capacity values shown are either hanger capacity values Joist * Capacity in Joist ® Capacity Ff stener (see support requirements below) or BCI' Joist end reaction BCI Hanger BCI Hanger capacities -whichever is less. e t bs Header list t 0 bs To Plate, RafterxlAll capacity values are downward loads at 100 % load duration. 45005 7HA11.81122 11816_10d 2-10dx1h" 4500s LSSUI25 995 9-10d 7-10dx1h" Use sloped seat hangers and beveled web stiffeners when 5000s THAl2.06 22 1181 6-10d 2-10d24h" 5000s LSSU2.06 995 9-10d 7-10dxlh" _ BCI' Joist slope exceeds %" per foot. 9h 6000sf THA13522 13936- 1Od 2-10dxth" 9h 6000s LSSU135 1 995 9-10d 7-10dxl h" Leave'/," clearance ('." maximum) between the end of the 6500s l THA1322 1393 66-12-10'b" 650_0s LSSUH310 1 1425 14-1Od 7-10dx1h" supported joist and the head of the hanger. 4500s `HA11.81.22 1443 - 10d0d dx1 2-10dxth" 4500s LSSUI25 1 995 9-10d 7-10dx1h" At max design capacity shown, hangers may exceed standard deflection by'G:". 15000s THAI1. 06i22 1443 6- 1 Od 2-10dxl'S' 5000s LSSU2.06 _495 9-10d 7-10dxl h" For proper installation of the VPA, the 2-10dx11/2" joist nails 6000s THA13522 1443 6-10d 2-10dx1h" 60005 LSSUI35 995 9-1Od 7-10dx1 h" through the bend tabs must be installed at approximately a 0dx1h 11 6500s THA1322 1443 6- 10d 2-1" 11r/° 6500s LSSUH310 1475 14-10d 7-10dx1Y 45-degree angle. 60s THA13522 1443 6-10d 2-10dx1h" 60s LSSU135 995 9-10d 7-10dx1h" Support Requiremr.nts 90s THA 1422 1715 6- 10d 2-10dxth" 90s LSSU410 1625 14-1Od 12-10dx1h" Support material assumed to be Boise Cascade structural 4500s1 THAI1.6T%22 1600 6-1Od 2-10dx1'h" 4500s LSSUI25 _ 995 9-10d 7-10dx1'/e" compositelumber orsawn lumber (Douglas fir orsoutbem 5000sl TNA12.06;22 1600 6-10d 2-10dx1h" SOOOs LSSU2.06 995 9-10d 7-10dx1h' pine species).Minimum support width for single - and double - joist top mount 14" 6000s THA13522 1600 6-1Od 2- 10dxlS' 14„ 6000s LSSUI35 995 9-10d 7-10dOW hangers is 3". 6500s THA1322 1600 6-10d 2-10dxl'' W' 6500s LSSUH310 1 1600 14-10d 7-10dx1 h" Minimum support width for face mount hangers with 10d and 60s THA13522 1600 6-10d 2-10dx1h" 60s LSSU135 995 9-10d 7-10dx1'/V 16d nails is 1 G" and 2", respectively. 90s THA1422 1715 1 6-10d 2- 10dx16 90s LSSU410 1625 14-IT 112-10dx1'A" Framing Connectors - USP Structural Connectors Joist BCI® Hananger Ivy: epthg 14500s TH017950 9Y„[ 5000s TFL2095 993 16 16000s TFL2395 1225 6500s TFL2595 1225 j(6 4500s TH017118 1068 1_(6 5000s TFL20118 1068 116 6000s TFL23118 1237 6 6500s TFL25118 1237 S6 60s TFL23118 1237 6 1 90s TH035118 1589 LS 14500s TFL1714 1325 L 15000s TFL2014 1081 6 14" ( 6000s TFL2314 1262 i16 6500s TFL2514 1262 6 60s TFL2314 1262 L 90s TH035140 1625 (1; i6' 9YTFL a THE Nailing Joist BCI• Hanger Capacit ider Joist . D_ ep1_h_ g [( 10d ( 2)10dx1'"_ 4500s THF17925 910 tOd ( 2)10dx1'h 9„ 5000s_ THF20925 910 10d ( 2)10dx1f." 6000s THF23925 1275 10d. 12 10dxl%- 6500s THF26925 1275 10d_ t210dx1.1A"_ 4500s THF17112 910 10d_. ( 2110x1'/." 5000s THF20112 910 10d _( 2)10dx1'/V 11Ye" 6000s THF23118 1.300 10d 2 10dx1'h" 6500s THF26112 1300 10d ( 2)10dxl1,j 60s THF23118 1300 10d 210dx11h" 90s THF35112 1612 10d 2 10dx1'h" 4500s THF17140 1075 108210dxl' AA" 5000s THF20140 1081 tOd 2 10dxl'h" 6000s THF23140 1350 10d 2 10dxllh" 14 6500s THF26140 1350 10d 21Odxl' h" 60s THF23140 1350 10d (210dx1' h" 90s THF35140 1650 10d 1 ZL10dxl'h" 4500s THF17157 1475 10d 2 10dx1'h" 5000s THF20157 1465 10d 2 10dx1'" 6000s THF23160 1362_ 10d 2 106x1h" 18 6500s. THF26160 1362 60s TFL2316 I 12681.10d 210) dx1'h" SKH le th BCI" Hanger Ca bscity F 4500s SKH1720L/ R 1153 i SOOOs SKH2O10UR 1153 (' Od 2 10dxll 5000s SKH2O20L/R 1434 16 10d 10 10dxl'. 10d 2 10dx1'h" 11,/„ 6000s SKH2320LIR 1434 16 10d 10 10dx1' tOd 2) 10dxl'R' 6500s SKH2520LIR 1434 L) 10d 1ENO 1, 100d d 1(L21 10_dx1i4' 60s SKH2320L/R 1434 16 10d 10110dx1' l0dl(2) 10dx1'h" 905 SKH4fOL/R 1900 16 16d 10)16d 10dI(2) 10dxl'S' 4500s SKH1724LIR 1562(16)10d(10)10dxl' 10d 2( ) 10dx1,f," 50005 SKH2O24L/R 1562 16 10d 10 10dx1'. 1Od1(2) 1Odz1'r4' 14„ 6000s SKH2324L/R 1562 16 10d 10 10dx1'. 10d .2110dx1'/ i" 6500s SKH2524L1R 1562 16 10d 10 10dxl'. 10d 2 10dx1'h" 60s SKH2324L/R 1562 16 10d 10 10dx1', 10d 2 10dxi 90s SKH414L/R 2050 22 16d (10)16d 10d_010dxl' 4500s SKH1724LIR 1690 16 10d 10 10dx1_ 10d 2 1Odx1'/2' 5000s SKH2O24L/R 1562 16 10d 1.0 10dx1' R1,410dx1X' 16„ 6000s SKH2324LIR 1690 16 10d 10 10dx1' THO_D_ ou_b_le _ BPH THE Double HD LSSH Joist o Capacity ejlin9 Joist o Capacity li Joist ® Capacity BCI HangerBCIHangerBCIHangerepth: flbsl a r - Depth.- Header Joist 4500s TH035950 1 2050 10 10d 2110dx1 r4" 4500s THF35925 1370 12 10d 2 tOdx1 h" 4500s LS 1' 9 'LO X1' ' 50005 TH010950- 2 2330 10 16d 6 10d SOOOs. THF20925-2 1390 (12110d (6) 10d g S000s H 0 14 0 0 7 tOdxtY;'. 9h )- 6000 1 L H23 114 1 lfi'_ 60005 TH023950-2 2825 _ 10 16d 6 10d 6000s THF23925.2 1625 14 10d 6 tOd 6500sl LSSH25 14 10 10 7 10dx1' ' 6500s TH025950- 2 2825 10 16tl 6 1t]d 6500s THF25925.2 1390 12 1Od. 6, 10d 4500sI LS H179 1140 0 10 7 10 x1 4500s TH035118 2050 j10110d 2 10dx1fih" 4500s, THF35112 1825 16 10d 2 10dx1'B' 5000s LSSH2O 1140 0 10d 7 1 x1 50005 TH020118- 2 . 2330 .10 16d 6 10d 5000s_ THF10112-2 1855 16 10d 6 10d 600 S L H23 1140 10 10d 7 10 x1? 11% 11'/ e'. 60005 TH023118-2 2925 10 16d 6 lOd 11 e 6000s THF23118-2 1855 16 lOd 6L10d L 3 1 1. ; 6500s TH025N8- 2 2925 10 16d 6 10d 6500s THF25118-7 1855 16 10d 6 10d 5 11. 1 Qdk 605 TH023i18- 2 3212 10 16d 10d 60s THF23118-2 1855 16 10d 6 10d Ks L 192 t 6 2dX1'° 90s BPH71118 3455 1( 0) 16d_ (6) 10d L90s Ft07120 2255 16 16d 6 10d 55 s 7 _Al 4 1 1 1Qdxi 4500s TH035140 231b 12 10d, (2)tOdx1'h" 4500s THF35140 2320 16 10d 2 10dx1%" 6000s L SH13 1140 10 tOd 7 10dx1 /' 5000s TH020140- 2 2330 10 16d. _ 6( 110d 5000s THF20140-2 2320 20 10d 6 10d 14 6500s LSSH23 675 10 10d 7 10dx1'" 6000s THOT3140. 2 3350 {12j 16d 6 10d 6000s THF23140-2 2540 20 10d 6 10d 0 L SH23 1 40 14 16d 12 1 d11i" 14 65005 TH025140.2 3350112)16d.6) 10d_ 14 6500s _THF25140-2 2500 20 10d 6 10d 9 LSSH35 1920 14 16d 1 10dx1'` 69s THOT3140- 1 3535 1( 2)16d. 6 10d 60s THF23140-2 2540 20 10d 6 I[W 4 LS H179 19 1 19dxlf 6j 10d 90s HD7140 2820 20 16d _(8 10 L H2O 1 10 1 ' " 190s BPH7f14 3455. 10 16d 4500s TH035160 2359 2110d_ (2 10dx1'h" 4500s. THF17157-2 2425 22 1Od1 2 1Odxl'A". 16" 00s LSSH23 6Z 5000s TH020160. 2 2330 110) 16d (6) tOd `5000s - 60 S H23 114Q 1 1' " 16" .6000s TH023160.2 3137 (12)16d. 6L10d 16„ I6000s _THF23180-2 3050 24 10d (6)10d 65005 TH025180- 1 3137 {12j 16d L6)10d 6500s HFT5180-2 3000 j24 10d ( 10d_ 605 TH023180. 2 3535 (1.2) 16d (6) tOd 605 THF23180-T 3050 L4 10d 6 10d u s P For more information, 90s BPH7118 3455 10 16d 6 10d 905 HD7160 3385 24 16d 8 Ind ' STRUCTURAL contact VariableAdjustable Height JoistHangerPitchJoistConnectorCONNECTORS' USP Structural Connectors a"ca'°^^" "_ at 1-800.328-5934 or General Notes www.uspconnectors. corn Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or TMSH TMP _ support conditions: contact supplier or USP Structural Joist BCI° Hanger Capacity aili Joist BCI® Capacity Fastener Connectors for further information. epf )jeader joist Depth (Ibsl Top Plale _ Rafler._ Capacity values shown are either hanger capacity values 4500s 4500s TMP175 12 t6 10d_! Odxxxt'A" (seesupport requirements below) or BCIr Joist end 50005 --- 5000s TMP21 _1125 (6 10d 410WI/2" reaction capacities- whichever is less. 9 /= 6000s --- _ _ 9h 6000s TMP23 1375 (6) 1Od _ 4 10dx1 " All capacity values are downward loads at 100% load 6500s 6500s TMP25 1375 (6) 10d 4110dx duration. 4500s - 4500s, TMP175 1150 fi 1Od . 4 10dx1/2" Use sloped seat hangers and beveled web stiffeners when SOOOs --- SOOOs . TM P21 1290 (6j 10d_-(_4)10dxl'N' BCh Joist slope exceeds Y." per foot. 6000s MSH2322 1431 6 10d 410dxP/,' 6000s. TMP23 _1425 6 1Od 410dxl',V' 11%:' - 11'/," I - Leave clearance ('1e'"maximum) between the end of ISM H32243610d4tOdx1%,' 6500s _ TMP25 1425 6 tOd 4 tOdx° the supported joist and the head oft he hanger. 60s MSH23221431610d410dx1'_h' 60s TMP23 142.5 j (6j 10d 4 10dx1' " 90s _ MSH422 1862 6 10d 6 10d 90s TMP4 1800 j6f 10d 4 10dx1'h" For BCI® Joist applications, consult USP for capacity 4500s M H1722 1550 6 10d 4)10dx1'h" 4500s. TMP175 1150( 10d_ 410dx1h" reduction. 5000s -- _ SOOOs. TMP21 _ 1290 I 6 10d 4 Odd' Support Requirements 14' i6000s_ MSH2322 1550 6 10d 4)tOdx1/" 6000s. TMP23 1525 1 ; 1Od 4 10dx1'/s` 6500s MSH322 . 1Lb0. 6 Od 4110dx1 h" 14 6500s _ TM:P25_ 1525 j (6) t0d . 4 1Od,.x1 A" Support material assumed to be Boise Cascade 60s_ MSH2322 1550 6 tOd 4 10dx1'h" 60s TMP23 1525 16 10d 4 10dx1fL'.. structural composite lumber or sawn lumber 905 - ) - 90s TMP4 1850 j 6; 1Od_j (4 10dx1' h" (Douglas fir or southern pine species). g500s M H1722 1668 Ld 4110dx1 Ai" 500s TMP175 1150 I_ 6 tOd 4 10dx1'_ Minimum support width for single- and double -joist top 50005 - - _ - 5000s. TMP21 1290 6 10d 4 10 x1'' mount hangers Is 3' (1'/," for THO hangers). 6000s MSH2322 1fi68 6 10d 4 10dx1 /i" 6000s, TMP23 _ _1550 6 10d 4 10dx1'_ - Minimum support width for face mount hangers with 1Cd 16 6500s MSH32T j668 6_L1,Qd 4 10dx1'_° 16 6500s. TMP25 1550 (6) t_Od 4 10dx1y,' and 16d nails is 1'/.' and 2 respectively. 605 MSH232T 1712 6 tOd 4 10dx1'h" 60s TMP23 1550 _ (6) 10d 4 10dx1X" on< __- I - on. TUPA ionri 7kini Ire 1ndYtu^ Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials 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 or view our green brochure atwvvvj.bc.com/inst11 Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (CCIC) 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 PEFC® 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. Lifetime Guaranteed Quality and Performance Boise Cascjd(e'4alrants its BCI Joist. VERSA -LAM`", and ALUOISV 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! 4-- For the closest Boise Cascade EWP 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. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products. including sales terms and conditions warranties and d)sclaimers, visit our wehsite at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning. - Copyright © Boise Cascade Wood Products. L.L.C. '014 ESG 0& 04i1015 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: WP0248 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W P0248 Model: 2406 Tampa, Ft. 33610.4115 Lot/Block: 248 Subdivision: Wyndham Preserves 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: FBC2014frP12007 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 22 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. Seal# Truss Name I Date 1 IT12792954 Al 12/20/17 18 1 T12792971 I J1 12/20/17 12 I T12792955 I Al A 1 12/20/17119 I T12792972 I J3 1 12/20/17 13 I T12792956 I Al B 12/20/17 20 I T12792973 I J5 1 12/20/17 14 1 T1 2792957 1 A2 1 12/20/17121 I T12792974 I J7 1 12/20/17 15 1 T127929581 A3 1 12/20/17 22 1 T127929751 MG 1 12/20/171 16 I T12792959 I A4 1 12/20/17 I 17 1 T127929601 A5 1 12/20/17 18 IT 12792961 1 AM 1 12/20/17 19 1 T1 2792962 1 AM 1 1 12/20/17 110 I T12792963161 1 12/20/171 Ill I T1 2792964 162 1 12/20/171 112 1 T127929651 B3 1 12/20/171 113 1 T127929661 B4 1 12/20/171 14 IT12792967185 12/20/17 15 1 T12792968 B6 12/20/17 16 IT127929691C 12/20/17 117 1 T1 2792970 1 CG 1 12/20/171 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. P'\OING SANFOEtO do q . 393 0 ST OF '•40 - 10 11111 Thomas A Albanl PE No.3= Welt Usk Inc. Fl. Cert 6634 6904 Padre East Blvd. Tampa Fl. 33610 Data: December 20,2017 Albani, Thomas I of I I puss puss ype r r127e2e54jJobWPO248AtHp1t Job Reference (optional) Burldart FattSoutce. Tampa. Plant City. Florida 33566 7.540 t Aug 16 2017 N61 ak lndutitlat, Inc. Wed UeC 20 16.02 5e 2011 Page 1 10:ECa84d0 FaL_2b8bRaOyPDysCZg-80dWVOHSvGyMmWBLrg9ooIO2wQltYxPxoSHCOgy7tk3 1-0 5.7-5 10-4.4 17.0-0 21.0.0 27.7-12 32.4.11 3841-0 -0 S75 4.94 6.7•t2 4-0-0 87.12 4.9-0 57.5 -0 5.00 12 Sx6 = 5x8 = Scale 2 1:68.1 5x8 II nt 1O 18 17 , c " Sx8 II 3x4 = 4x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber OOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCOL 10.0 Code FBC2014lTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3.0.2, Right 2x4 SP No.3 3-0-2 REACTIONS. (lb/size) 2=1460/0-3-8, 13=1460/0-3-8 Max Horz 2= 104 (LC 12) Max Uplifl2=•375(LC 12), 13=-375(LC 13) 3x8 = 30 = 4x6 30 = CSI. DEFL- in (loc) Well Ud PLATES GRIP TC 0.82 Ven(LL)-0.1915-17 >999 240 MT20 244/190 SC 0.86 Ven(TL)-0.5615-17 >809 180 W B 0.24 Hore(rL) 0.17 13 n/a rVa Matrix) Weight: 213 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 1 Row atmidpt 6-18, 8-18, 9-17 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2703/1207, 3-4=-2631/1214, 4.5=-2543/1194, 5.6=-2462/1196, 6-21=-1988/1004, 7-21=-1911/1023, 7.8=-1772/1013, 8.22=-1910/1023, 9-22=-1987/1004, 9-10=-2463/1196, 10-11=-2544/1195, 11-12=-2631/1214, 12-13=-2703/1207 BOT CHORD 2-20_ 1028/2363, 19.20=-9712261, 18.19=-971/2261, 17-18=-655/1771, 16-17=-9582261, 15.16= 958/2261, 13-15=-10142363 WEBS 6- 20=-23/330, 6-18=-622/374, 7-18=-201/472, 8-17=-181/475. 9.17=-623/374, 9.15=- 23/331 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCOL=3.0pst; h=15fl; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C•C Exterfor(2) -1.0.0 to 2-9.10, Interlor(1) 2.9.10 to 17.0-0, Exteffor(2) 17.0.0 to 21-0-0, Intedor(1) 26-4-8 to 39.0. 0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=375, 13=375. 7) 'Semi - rigid plichbreaks With fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vedly dedgn pitretrustere and READ NOTES ON THIS AND INCLUDED M EK REFERANCE PAGE MD7473 rev. 1a03Rd1S BEFORE USE. Design valld for ttse only elm Mltek®conneclots. IIYs design Is lxaod only Wton paanefers Moan. arW Is fa an YWIvkAxA building component. not a trim systorn. Boforo uso. the txMcling designer intal verity tie ap:rxlcalAlty of ckdlgn pamnotors a W Ixopudy hcogxxale Rik dosgn Into Ito ovetall buldfrtg design. & acing Indicated is to pxevont bucldliV of in dividlud truss web atrxl/a cWd mernbors only. Additional lernpoaey and rioerncalont bracing MOW Is always toclukod lot stability aid to lxovont collet elm po sslAo personal N*sV aW IxolsoNy danago. roe geneal guldalco tegadnlg Roo klxlnatloft storage, delivery, erection and beoclsq of frtisses and tam systems. soeANSl/IPI I Quality Cdtab, OSS-69 and BCSI Building Component 6904 Parke Ent Blvd. safety Information arcllcYsle from Inm Rate Institute, 218 N. Lee Sheet. SUIe 312. Alexalakl. VA 22314. Tarrpo. FL 33610 s rush yp9T12792955IPly jJobWPO246 I.:A Np 1 1 Job Reference Clonal Builders FrrstSourca, Tampa. Plant city. Florida 33566 7 640 6 Aug 16 2017 Mr 1eK lneuprres. Inc wee use N wwz bl Nl r rage 1 ID:ECa84dD_FaL 2b8bRa0yPOysC2g-caBujM14g24DOgmXPNgILF284pgyHOR51r01w6y7IQ 14 56 9 10 116 17-5-0 V-0 27-0-10 32-56 38-0 0 9 56.9 6 4.13 6-5.10 3.2-0 6-5.10 5-4.13 5.6.9 0 Sx6 = 5.0o 12 5x8 = Scale = 1:68.1 Sxe 11 N w ie cq 16 17 < " 5xe II 3x4 = 4x6 = 3x8 = 3x4 = 06 = 30 = 7.2.10 17.5-0 20-7-0 30.96 38.0.0 7.2-10 10.26 3.2.0 10-26 7.2.10 Plate Offsets (X_,_)Y-_j7:0-3-0,0-2-4),(8:0-5-12.0-2-81 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) -0.30 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(rL) -0.84 15-17 >540 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 HOrz(TL) 0.15 13 rVa We BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.7-8 oc puffins. SOT CHORD 2x4 SP No.l BOT CHORD Rigid ceiling directly applied or 6-2.11 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 6.18, 8.18, 9.17 SLIDER Left 20 SP No.3 2.11.13, Right 2x4 SP No.3 2.11.13 REACTIONS. (lb/size) 2=1460/0-3-8, 13=1460/0-3-6 Max Horz 2=-107(LC 13) Max Uplift2=-378(LC 12), 13=-378(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2741/1186, 3.4=•2669/1197, 4.5_ 2589/1191, 5-6=-2498/1195, 6-21=-1959/980, 7.21=-1883/999, 7-8=-1746/987, 8.22=-1881/999, 9.22=-1958/980, 9.10=-2499/1195, 10-11- 2590/1191, 11-12=-2669/1197, 12.13=-2741/1186 BOT CHORD 2-20=-1013/2396, 20.23=•943/2204, 19-23=-943/2204, 19-24=-943/2204, 18.24=-943/2204, 17.18=-622/1745, 17.25=-929/2204, 16-25=-929/2204, 16-26=-929/2204,15-26=-929/2204,13-15=-999/2396 WEBS 6.20=•60/378, 6.18=•600/390, 7.18=-220/488, 8-17=-197/494, 9-17=-601/390, 9.15_ 60/379 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst: h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlenor(2) -1-0-0 to 2-9-10, Intedor(l) 2-9.10 to 17.5.0, Extedor(2) 17.5.0 to 20.7.0, Interior(1) 25.11-8 to 39.0-0 zone:C-C for members and forces d MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=378, 13=378. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • VeAIy design p realetwe and READ NOTES ON THIS AND INCLUDED U17EK REFERANCE PAGE AM1473 rev. I&V3MaI6 BEFORE USE Design valld for use only Win Mflek6 connoclots. Ms design Is txned only upon pacrnelers Mown. and is for on hdNAdual building component. not o truss syslern. Boloro use, the txAdhg designer roust vedly the clp1p11lcaAlty of design pxaamelors rind ptopxttly Incorywroto Ihls design Into Ile ovetdil Ixddhg design. eroding Indicated Is to prevent buckling of trldMdual truss web and/or dined members only. Additional lornpotary and permanent txacing M iTek' Is always required let stolAlty and to pxevonl collgxso elm poa0tlo personal Ir"y and property dcmago. For gonorat guldanco regarding tho k"Icallm storage, delivery, election and blalchg of hisses cnd miss systems. seoANSI/TPI I Quality Criteria. OSS-89 and SCSI Building component 6904 Parke East Blvd Safety Information crvalable from Inca Plato hsOQde. 218 N. Leo Street, Suite 312. Aloxmddo. VA 22314. Tampa, FL 33610 rtlas truss I ype TI2702(156 WPO248 A18 Hp t t Job Reference o (optional) Ftrst80urce. Tampa. Plant City. Flondo 33566 7.640 s Aug 16 2017 Mirek Industries. Inc. Wed Doc 20 16 02:52 2017 Page 1 ID:ECa84d0_FaL_2b8bRaOyPDysCZg-5nlGwLliRtC3OgLjz5BGtS5NmD_GOr7EFVrnJTYy71 k 1 1-0 88.2.1 15.5.8 22 6.8 29.9.15 38-0.0 &0-0 o -2.1 • 7.3.6 7.1-0 73.7 8-2.2 -0-0 5.00 12 5K8 = Kil Sx6 = 21 7 Scale a 1:68.5 5K811 18 16 "' 1s 13 SK811 2x4 II 4K6 - 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 FBC2014/rP12007 LUMBER - TOP CHORD 20 SP No.2'Except' 5-6,7.8: 20 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 4-4-13, Right 2x4 SP No.3 4-4-13 REACTIONS. (Ib/size) 2=1460/0.3.8, 11=1460/0-3-8 Max Horz 2=-95(LC 17) Max Uplif12=-365(LC 12), 11=-365(LC 13) 3xa = 3K8 = 4x6 = 2x4 If CSI. DEFL. In loc) Well Ud PLATES GRIP TC 0.80 Ven(LL)-0.1815-16 999 240 MT20 244/190 BC 0.86 Vert(TL)-0.4616-18 999 180 W B 0.22 Horz(rL) 0.18 11 n/a We Matrix) Weight: 201 lb FT = 201b BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 1 Row atmldpt 4.16.6.15.9.15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.19=-2711/1248, 3-19=-2631/1250, 3.4=•2633/1270, 4.5- 2127/1076, 5.6=-2052/1094, 6-20_ 1902/1088, 20-21- 1902/1088, 7.21=-1902/1088, 7-8- 2053/1094, 8.9- 2128/1076, 9-10=-2633/1270, 10-22=-2631/1250, 11.22=-2711/1248 BOT CHORD 2.18=-1073/2393, 17-18 1073/2393, 16-17=-1073/2393, 16.23=-772/1902, 15.23=-772/1902, 14-15=-1056/2393, 13-14=-1056/2393, 11-13=-1056/2393 WEBS 4-18=0/306, 4.16=-587/341, 6-16=-118/469, 7.15=-133/470, 9-15=-587/342, 9.13=0/306 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=1 Sit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlenor(2) -1.0.0 to 2.9.10, Interior(1) 2-9-10 to 15.5.8, Extedor(2) 15-5-8 to 27.11.0. Interior(1) 27-11-0 to 39-0-0 zone;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 tail by 2.0.0 wide will lit between the bottom chord and any other members, with BCDL = 10 Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=365, 11=365. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vedly decign pana.Wers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MU-7473 rev. IM302016 BEFORE USE. Design valid for use only vAm MIIoW conneclors. It& design Is basod orgy upon poianolen shown. and Is lot on Individ ucd "ding component. not a truss system. Bofore u so. Iho txBding designer must vodfy Iho OPrAlcOIANY of design, lxaanofers and fxororly I ncoporato this design Into the overall btidind design. eating Irwtcated Is to rxevenl buckiling of Indivkttrcl truss web and/or chord tnernbers only. Addition" temlotary and r"ffKxwnt txacft Welk' Is always regaled fa slatAlly and to prevent cdlcti se with poss8re person" hhay utd pxopony damago. For general guldonco togading the fc0tdcatknn storigo. doltvory, oroctlon and LxaCing of trusses and truss systems, soeANSI/TPI I Quality CrItodo, OSB•89 and SCSI S ubding Compwnent 6904 Parke East Blvd. Salary Inlomicillon (wdicdro from lnm Nate trlstkute. 218 N. Lee Street, Sulle 312. AlexcwKk L VA 22314. Tampa, FL 33610 Job I puss puss ype WP024e A2 H1p 2 t Job Reference (optional) T127929a7 90lders FaeISOUICe, 1611pa. Plant Gay, I-10 Mo 33Dbb r."V a h 9 19 w- mr rout m9us9ws. i-. ". w- <w w.vc.aa cv i i r.v. i ID:ECa84dD_FaL_2b8bRaOyPDysCZg-Zzle72JKC13KwdzwvW oiVOgeVudL411bNU9Vs??y71 kO 1-0 7-7-316-0-0 2340 30.4.13 380-0 9 0 7-7-3 7-4-13 8-0-0 7-4-13 7-7.3 0-0 5.00 FIT 5x8 = 20 Sx6 = Scale = 1:68.5 Iqa Sx8If to " 16 ` 15 ,. 13 Sx811 2x4 II 06 = 3x4 = 3x8 = 4x6 = 20 11 7.73 1 S-" 23-0-0 30.4.13 38-0.0 z 7an3 - fl-00 7.4-13 7.7.3 Plate Offsets (KY)-- 16:0-5-4,0-2.41, (7:0-3-0 0.2-41 LOADING (psf) SPACING- 2.0.0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.97 Vert(LL) -0.21 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.50 15-16 >912 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 200 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-5.8-12: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Lett 20 SP No.3 4-1.2, Right 2x4 SP No.3 4-1.2 REACTIONS. (lb/size) 2=1460/0.3.8, 11=1460/0.3.8 Max Horz2=-93(LC 13) Max Uplll12=-361(LC 12), 11- 361(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5.8-4 oc bracing. WEBS 1 Row at midpt 4-16, 6.15, 9.15 FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-19=-2736/1246. 3.19=-2653/1254, 3.4- 2655/1269, 4.5=-2172/1084, 5.6=-2098/1101, 6-20=-1945/1096, 20.21=-1945/1096, 7-21=-1945/1096, 7-e= 2099/1101, 8-9=-2172/1084, 9.10=-2656/1269, 10-22=-2652/1254, 11.22=-2736/1246 BOT CHORD 2-18=-1073/2409, 17-18=-1073/2409, 16-17- 1073/2409, 16.23=-788/1944, 15-23=-788/1944,14.15=-1060/2409,13-14=-1060/2409,11-13=-1060/2409 WEBS 4.18=0/288, 4-16=-549/318, 6-16=-94/474, 7.15=-108/474, 9-15=-548/318, 9.13=0/288 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.0ps1; h=15ft; Cat. 11; Exp C; Encl., GCp1=0.18: MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2.9.10, Interior(1) 2-9-10 to 15.0.0, Extedor(2) 15-0.0 to 28-4-8, Interfor(1) 28.4-8 to 39.0.0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with SCOL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) except Qt=lb) 2=361, 11=361. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VeAly dedpn pamntatera and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE 111167473 rev. IMUMIS BEFORE USE Design valkl for use orgy Win Mlfek® connectors. This design It based only tpon paranelers Mown. and b lot an lndlv/dual IxAdlrg component, not a truss systorn. Mote use. Ito txAcing dloslgnot must verify It* a;4AIcN101ty of design ptaarnotors and property I ncorpofale it* design Into line overall buildingg design. Brachg Indicated Is to prevent buckling of kxilvkluul truss web aril/or chord members only. Additional lanporary and ponnanont txocug MiTek' Is always tocitaod ra s"Alry and to pxovent cotlgxe vAlh posstxo petsorxl Y1)try and Properly d arnoge. For gonotal guidance regarding Ito ldixkatkxL storage. delivery. etoetlon and lxacl g of trusses and tam systenm soeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Rom Inca Nato Instikrie. 216 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss fuss ype y Pry T12792958 W Pe248 A3 J.P 2 t Job Reference (optional) enc ouaaan raataatree. ionpa, rwm may, rgfgo woo o+v a nvy iv <v, .vc . r.v. , I0:ECa84dD_FeL_2b8bRaOyPDysC2g-IQsOLOKzzUSnF7V64WDkytBkXIghUk8XIpFOXRy7Ik? 14 842 1340 19-0-0 25-0-0 2914 38-0-0 9-0 0 842 4.11-t3 6-0-0 ".0 4.11.14 843 4 Scale = 1:67.3 Sx8 = 2x4 11 5x8 = 5 216 22 7 I SKS 11 18 .. 16 15 14 12 5x8 II 2x4 II 34 3x8 = 3x6 = 20 II 842 1340 19-0-0 25-0-0 29-11.14 38-0-0 9A2 d•11.13 8-0-0 ' "-0 4.11.14 843 Plate Offsets (KY)-- 15:0-5-12.0-2-81.17:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. OEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.18 15 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.45 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horl(TL) 0.17 10 rVa n/a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 209 lb FT = 20°16 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No 3 SLIDER Left 2x4 SP N0.3 4-3-13. Right 20 SP No.3 4.3.13 REACTIONS. (Ib/size) 2=1460/0-3-8, 10=1460/0-3-8 Max Horz 2=81(LC 12) Max Uplilt2=-351(LC 8), 10=-351(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2695/1266, 3.19=-2617/1268, 3.20_ 2618/1285, 4-20=-2532/1286, 4-5=-2282/1181, 5.21=•2311/1246, 6.21=-2311/1246, 6.22=-2311/1246, 7-22=-2311/1246, 7.8=•2282/1181, 8-23=-2532J1286, 9-23=-2618/12e5, 9.24=•2617/1268, 10-24=-2695/1266 BOT CHORD 2.18=-1083/2374, 17.18— 1083/2374, 16-17=-1083/2374, 15-16=-871/2066, 14.15=-856/2066, 13-14=-1068/2374, 12-13=-1068/2374, 10.12=-1068/2374 WEBS 4-18=0/257, 4-16=-412/267, 5.16=-132/372, 5.15=-201/472, 6-15=-362/280, 7.15= 201/472, 7-14=-132/372, 8-14=-412/267, 8-12=0/257 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extertor(2) -1-0-0 to 2.9.10, Intenor(1) 2.9-10 to 13-0-0, Extedor(2) 13-0-0 to 30-4-8, Intedor(1) 30.4.8 to 39-0-0 zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates ace 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstanding 100 lb uplift at joint(s) except Qt=lb) 2=351. 10=351. 8) 'Semi-rlgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Vadty dedlyn pamnwfan and READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE 11/1167473 rov. I&DIM15 BEFORE USE Design w9ld lot use orgy with 1AIok8 connectors. this design Is Llasod only uion paanelefs shown. and is for m indMrAal "ding component. not o truss system. Bolao too. the tx dlclrng desigrnot must vatify, Ito aillxlcatAlty of design "atnelefs and porxnly, I neorpotato Ihb design Into tto ovetall beading dw4 n. stooling Indicated Is to pevent txtclaing of trxlNkatrl lam web anal/a chotd mombeis orgy. Additional lernporay and psanairml txackv MiTek' Is always mgtited lot sfcdAty and to pxovenl colial with possbio personal frnMay and popony damage. rot general guidance tegading the tabttcatlon, storclgo. dellvefy, erection and lxachng of masses and muss systems WOANSI/IPI I ettmiy Cdteda. OSS-69 and SCSI Building Component 6904 Pafla Eris Blvd. Safety information ava kttAo from Inns Plato Wtitute. 218 N. too Sheet. Sttlto 312. AloxcndAa. VA 22314. Tonpa. FL 33610 Job runs ruse I ype ut? ply T12792ese wPO240 A4 Hip 2 t Job Reference (optional) Buddets FustSouroe. Tampa, Plant Cdy. Florida 33566 1.540 a Aug la Ldl r Mnex Industries, Inc. Woo Vac 20 la we Da ZV, I rage t I D:ECe84dD_FaL_2b8bRaOyPOysC2g-VMOPYkLbkoaetH4lo0kzV5)slR 1 p07SgyT_z3ty7I k_ 1- 0 148 11-0-0 19.0.0 27-0-0 32.7.8 38-0 0 9-0 0 5 443 5 7.9 8-0-0 fl 0-0 5-7.9 5.00 F 2 SX8 = 2x4 II 5x8 = 5 19 a 20 7 Scale = 1: 67.3 Sx8 it 16 17 " 1s " 13 12 5x8 I1 20 II 3x6 = 3x8 = 3x4 = 2x4 II 30 = 3x6 = 4 qa LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.22 15 >999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.81 Vert(Q -0.56 13.15 >809 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.52 Horz(fL) 0.18 10 rVa We BCDL 10. 0 Code FSC2014/TP12007 Matrix) Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 SLIDER Left 2x4 SP No.3 2-10-10. Right 20 SP No.3 2.10.10 REACTIONS. (lb/ slze) 2=1460/0.3.8, 10=1460/0.3-8 Max Horz 2=70(LC 16) Max Uplift2=- 371(LC 8). 10=-371(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2730/1309, 3.4=-2661/1321, 4-5=-2440/1233, 5-19=-2732/1425, 6-19=-2731/1425, 6.20=- 2731/1425, 7.20=-2732/1425, 7-8=-2440/1233, 8-9=-2661/1321, 9-10- 2730/1309 BOT CHORD 2-18=-1136/2391, 17-18=-1136/2391, 16.17= 965/2225, 15.16=-965/2225. 14.15=- 949/2225,13-14=-949/2225,12-13=-1120/2391,10.12=-1120/2391 WEBS 5. 17=-48/345, 5-15=-318/728, 6-15=-488/363, 7.15=-318/728, 7.13=-48/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf: h=1 Sit; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exlerlor(2) -1.0-0 to 2-9-10, Interior(1) 2.9-10 to 11-0-0, Exterior(2) 11-0-0 to 32-7.8, Interlor(1) 32.7.8 to 39-0- 0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=371, 10=371. 7) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING • Verily design paruneters and READ NOTES ON THIS AND INCLUDED AIREK REFERANCE PAGE MD-7473 rev. 9613MIS BEFORE USE t)esIW vdkl lot use only vAM Mllok® connectors. this design is based only upon pmaineters shown. and Is for an IndlvkAxA btAdfrg component. not a truss syslern. 9eloto use. the building doslgnet must vodry the appllc tAlty of do*jn Ixuamolors and poperly Incorpoloto this design Into Iho ovorall is bucalng IndNkfuul tRm chord members only. Addillorxsl lernpaary and ream nont brae-Ing MiTek' building clesign. Bracing Indicated to prevent of web and/or Is always required for stability and to Ixovenl cotl4me with IwssM personal k*sy and propotly damage. foe genera gtddatco togacIng Iho 6904 Padta East Bbd. kiiAcalkxL storage. delivery. etectlon and IxackV of Misses and tam systoms. seeANSI/1R I GuaSty Criteria, DSB-69 OW SCSI Subding Component Tampa. FL 33610 Safety 1Nortnatloncr4dksdefromInmRateInstitute. 218 N. Lee Street. Suite 312. AlexcxxfAct. VA 22114 Job Truss rush Type'oty ply T12722960 W P0248 AS Hp 2 t Job Reference(optional) uueders FeslbeurCe, l arrpa, Plant u4y. 1.1wida 37566 1.640 6 Aug 16 2017 MI 16K Inauslrles, Inc. Wear uec zo 16.02:56 zol7 raga 1 ID: ECa64dD_FaL_2b8bRaGyPOysC2g-zY_nrr13MDU6iVUReUCxFC21G2VgM4ydRgA7kVbJy7l iz 1 4.7.12 9.0.0 13$-0 22.4-0 2940 33-4.4 38 0 4.7-12 6.8-0 6.8.0 6$-0 4.4.4 4.7.12 -0 Sx6 = 5.00 F172 30 = 21 6 3x4 3x6 = 7 a 22 5x6 = Scale a 1:67.3 5x8 11 18 14 Sx8 11 3x8 = 06 = 30 = 4x6 = 3x6 = 9-0-0 19-" 29.0.0 38-0-0 a1111 1AJLA in -ILA a." Plate Offsets (Y Y)-- 15:0-3-0.0-2-41,19:0-3-0,0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.27 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(fL) -0.73 16-18 >625 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 HOfz(fL) 0.18 12 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 190 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 2.5.11, Right 2x4 SP No.3 2.5.11 REACTIONS. (lb/size) 2=1460/0.3-8, 12=146010-3-8 Max Horz 2=-58(LC 13) Max Upllft2=-391(LC 8). 12=-391(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEBS 1 Row at midpt 6-18, 8-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2673/1335, 3.19=-2612/1334, 19-20=-2599/1336, 4-20=-2582/1340, 4-5=-2563/1263, 5-21=-2366/1229, 6.21=-2366/1230, 6.7=-3183/1570, 7.8=-3183/1570, 6-22=-2366/1230, 9-22=-2366/1229, 9-10=-2563/1263, 10-23= 2582/1340, 23.24= 2599/1336, 11.24=-2612/1334, 11-12=-2673/1335 BOT CHORD 2-18=-1145/2333, 17.18=-1387/3102, 16.17=•1387/3102, 15.16=-1389/3102, 14-15=-1389/3102,12-14=-1132/2333 WEBS 5.18=-234/652, 6.18=-960/483, 6-16=0/256, 8-16=0/256, 8-14=-960/483, 9-14=-234/652 NOTES- (8) 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-M to 2.9.10, Interlor(1) 2.9.10 to 9-0-0, Extedor(2) 9-0-0 to 34.4-8, Interlor(1) 34-4-8 to 39.0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )ofni(s) except gt=lb) 2=391, 12=391. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VMly dedpn panneten end READ NOTES ON THIS AND INCLUDED NffEK REFERANCE PAGE 1118.7477 nv. I &V=fS BEFORE USE. Design valid for use only wllh MllekO connectors. Irds design Is Ixrsod only tenon potameters shown, and is lot an Individual IxAdIno component, not a Inas system. Below use, the txlking designer must vorlty, the cylPllccd)Ilry of design rxearnelets and lxoperly Incorixxato this design Into One overall txgckQ design. Bracing Indkcaled Is to rxevenl budding of Individual truss web and/or chord members only. Ad dillonal temporary and pwnnanant bra c-Ing M iTek' Is always re"od la stc"lty and to lxovont coflcWm wllh possble Ixxsoncd Injury ad proPeny damage. for gwletae guidance regarding 010 fabrication. storage, delivery. election and txacklg of lmtsses and trim systems wcANSI/IPI I Quality Criteria. OSS-69 OW SCSI Building Component 6904 Pence East Blvd. Safety Information avacOlo from truss Plato Ins9ltdo, 218 N. taro Sheol• Suite 312. AtaxarKVIm VA 22314. Torrpa, FL 33610 Job runs ruse ype y Tt2792961 WPO248 AM HIP GIRDER 1 AG Job Reference(optional) auuaen rvsrauuwe, —W.. ram —Y. r•wwn aaavv v •• •- ID:ECa84d0_FaL_2b8bRaQyPDysC2g-vw6XBINTOlyDkbWMlg7iLTOe9gOTF6eRDcICy71 ix 1 3.7-12 7-0-0 t3-0.14 19-0-0 24•t1.2 31.0•o 34.4.4 38-0-0 9-0 0 3.7-12 3.4.4 6 0 14 6-11.2 5.11-2 6414 3 4d 3 7.12 Scale - 1:67.3 5.00 12 6K8 = SK8 = 7x10 = SK8 = 6K8 4 21 22 5 23 24 6 25 26 7 27 28 8 5x6 = 20 19 29 30 18 t7 31 32 16 33 34 15 14 35 36 13 12 SK6 = 012 11 2x4 11 SK8 = 4K10 MT20HS = SK8 — 2t4 11 5K8 = 2x4 11 4K12 11 20 II 4K70 MT20HS = LOAOING (psi) SPACING- 2-0.0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.29 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 VBn(TL) -0.63 16 >714 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.12 10 n/a Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 498lb FT = 201% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-11.9 oc purlins. 4-6,6.8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=2923/0-3-8, 10=296010.3.8 Max Horz 2=-46(LC 13) Max Uplift2=- 1027(LC 4), 10=-1064(LC 5) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5601/1969, 3-4=-6025/2182, 4.21=-5647/2065, 21.22=-5648/2065, 5-22= 5649/2065, 5-23=- 9325/3427, 23.24= 9325/3427, 6-24=-9325/3427, 6-25=-9325/3427, 25.26=- 9325/3427, 7-26=-9325/3427, 7.27=-5726/2140, 27-28=-5724/2139, 8.28=- 5723/2139, 8-9=-6109/2264, 9-10=-5677/2043 BOT CHORD 2-20=-1699/4888. 19.20=-1699/4888, 19-29=-3025/8464, 29.30=-3025/8464, 18-30=- 3025/8464, 17.18_ 3025/8464, 17-31=-3025/8464, 31-32=-3025/8464, 16.32=- 3025/8464, 16-33— 3062/8504, 33.34= 3062/8504, 15-34=-3062/8504, 14.15=- 3062/8504, 14-35=-3062/8504, 35.36— 3062/8504, 13-36=-3062/8504, 12-13= 1764/4955,10-12=-1764/4955 WEBS 3- 19— 320/867, 4.19_ 552/1797, 5-19=-3251/1198, 5-17=0/468, 5-16=-357/1021, 6.16=- 647/399, 7-16=-314/966, 7-15=0/468, 7.13— 3199/1157, 8-13=-526tl770. 9-13_ 338/907 NOTES- (12) 1) 2- ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows. 20 - 1 row at 0-9-0 oc, 2x6.2 rows staggered at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tali by 2-0-0 wide will fit between the bottom chord and any other members. Continued on Dade 2 Q WARNING - Vedy design paremetem and READ NOTES ON THIS AND INCLUDED 11UlEK REFERANCE PAGE AIQ7479 tov. IA011MI S BEFORE USE Design valkl lot use only uAth Milek® conneclors. this design b based only upon parameters shown. and is lot an Individual b uldkno component. nol a Russ systet n. Solow use. the txAdng designer Inusl verity the c"Alc xblilly of design Mornoters and Ixopedy I ncalxxalo Ihk design into the ovotoll IxYchg doskjn. Bracing indicated Is to txreMirti of lydlvkfual Inns web and/oc chord members only. Additional lomporary and permanent bxankg MOW povent isalways togllled tot slalAlly and to pevenl collaime Win possible personal Injury and poperty damage. for ponerd guidanco to0atdrg the 6904 Parke Etas Blvd. labricollm stotago. delivery. election ad brciclrg of trusses cuxf truss systenm sWANSI/RI I Quality Criteria, DSB-69 and SCSI Building Component Tarrpa, FL 33610 Safety Informationavdic"a from Inns Plate InstiRAe. 218 N. toe Streel. &Ala 312. AloKandks. VA 22114. Job Huss cuss ype y T12792961 W PO248 AM HIP GIRDER t 2 Job Reference hornet aurldeB FUSMOUCCe, tarrpa. plant (Aory. Honda 33565 7.640 6 AUg 16 zut 7 m r ex Industries. inc. wea uec zu n 6'uz bw zut 7 rage z ID.ECa84d0 FaL_2b8bRaOyPDysC2g-N7gvO5O5nl44LuN3t3pvfxue82VvgwVGs5y9Cey71jw NOTES- (12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1027, 10=1064. 10) 'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 120 lb up at 7-0-0, 126 lb down and 120 lb up at 9-0-12, 126 Ib down and 120 Ib up at 11.0.12. 126 lb down and 120 lb up at 13.0-12, 126 lb down and 120 lb up at 15-0-12, 126 lb down and 120 lb up at 17.0-12, 126 lb down and 120 lb up at 19-0-0, 126 lb down and 120 lb up at 20-11-4. 126 lb down and 120 lb up at 22-11-4. 126 lb down and 120 lb up at 24-11-4. 126 lb down and 120 lb up at 26-11-4, and 126 lb down and 120 lb up at 28-11-4, and 231 lb down and 220lb up at 31-0-0 on top chord, and 346lb down and 154 lb up at 7.0.0, 77 lb down at 9.0-12. 77 lb down at 11-0-12. 77 lb down at 13-0-12, 77 lb down at 15-0.12. 77 lb down at 17.0-12, 77 lb down at 19-0-0, 77 lb down at 20-11-4, 77 lb down at 22.11.4, 77 lb down at 24.11.4. 77 lb down at 26.11.4, and 77 lb down at 28.11-4, and 346 lb down and 154 lb up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 54, 4-8=-54, 8-11-54, 2-10=-20 Concentrated Loads (lb) Vert: 4=-126(8) 8=-184(8) 19=-346(8) 5=-126(8) 17=-53(8) 16=-53(B) 6=-126(B) 15=-53(B) 7=-126(13) 13=-346(B) 21=-126(B) 22=-126(B) 23=-126(13) 24=-126(B) 25=-126(13)26=-126(B)27=-126(B)28-126(B)29=-53(8)30=-53(B) 31=-53(B)32-53(8)33=-53(B)34=-53(B)35=-53(B)36=-53(8) Q WARNING - VeAIy design paramstem and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MD-7472 mv. IO11120015 BEFORE USE bknlgn valid tot use only with Mliek®conneclots. lhls design is based only upon poramefefs shown. and is for an Individual building component. nor• a truss system. Before me. Iho Willing designer must verity the apxtllcalAlty, of design poranetors and prororly Incorporate this design Into the overall building design, adtclng Indicated Is 10 rxevenr rAtcalrtg of Individual truss web and/or chord members orgy. Additional temporary and porrnunenl bxcrtng MiTe k' Is always roguitod for sotAlty, and to prevent co9q)so with possbxe poesonal trthay and pop" For general guidance regarding the ratxlcallon, storage, deRvety. etectron and txocl ng of Misses and inns systems seeANSI/iPI I Curdlty Cdterlo, OSS-69 and SCSI Building Component 6904 Perks East Blvd. Safely IMormallon avalic"o from truss Rate institute. 218 N. tee Street, Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job fuSS feSS ype y T12792962 W P024e AMt HIP GIRDER 1 2 Job Reference(optional) ounasrs rear wufce, aafrya, riem—Y.---. u • -• •a •••.- - • r- 10:ECa84dD_FaL_2b8bRaQyPDysC2p-KVngpnOMJeKobCXS UrNIMz drBNdn6ZKORGGXy71ju 1 3.7.12 7-0-0 12.11.8 18•it-0 24.10.8 31.0.0 38-0.0 9-0 3.7.12 3.4-4 S." 5-11.6 5.11.8 34.4.4 6.1-8 3d 4 3-7.12 0 Scale = 1:67.3 500 12 84 = 2x4 If 7x10 = 2x4 11 6x8 — 4 21 22 5 23 24 6 25 26 7 a 5x6 = 20 19 27 28 18 17 29 30 16 31 32 15 14 13 12 Sx6 = 4x12 11 2x4 If Us = 5X8 = 2x4 11 4x12 = 4x6 = 2x4 11 4x12 11 Sx8 = 5x8 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.54 BC 0.35 WB 0.81 Matrix) DEFL. in (loc) Vdefl L/d Vert(LL) -0.29 16 >999 240 Vert(TL) -0.66 15-16 >683 180 HOfz(fL) 0.11 10 n/a rVa PLATES GRIP MT20 244/190 Weight: 498 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc puffins. 4-6,6.8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left- 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=2962/0-3-8, 10=2788/0-3.e Max Horz 2=-46(LC 9) Max Uplifl2=-1010(LC 4), 10=-921(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5672/1931, 3.4_ 6136/2154, 4-21=-8601/3066, 21.22=-8602/3066, 5-22=-8604/3067, 5.23=-8602/3065, 23-24=-8602/3065, 6-24=-8602/3065, 6-25=-9027/3168, 25.26=•9027/3168, 7-26=-9027/3168, 7.8=-9028/3169, 8.9=-5739/1959, 9.10=-5319/1748 BOT CHORD 2-20=-1666/4951. 19-20=-1666/4951, 19-27=-1921/5682, 27.28_ 1921/5682, 18-28=-1921/5682, 17-18=-1921/5682. 17-29=-3389/9823, 29-30=-3389/9823, 16.30=-3389/9823, 16-31=-3391/9813, 31-32— 3391/9813, 15-32=-3391/9813, 14-15=-1735/5297, 13.14=-1735/5297, 12-13= 1504/4642, 10-12=-1504/4642 WEBS 3.19_ 310/931, 4-19=-3/440, 4-17=-1203/3374, 5-17=-738/469, 6-17=-1423/473, 6-16=0/581, 6-15=-943/367, 7-15— 461/272, 8-15— 1522/4278, 9-13=-275/856 NOTES- (it) 1) 2-ply truss to be connected together with 1 Od (0.131 `x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCp1=0.18: MW FRS (envelope); Lumber DOL=1.60 plate gnp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Ops1 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) except Qt=lb) 2=1010, 10=921. 9) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 Q WARNING - Vorlfy design parameren and READ NOTES ON THIS AND INCLUDED MINK REFERANCE PAGE 011114473 rev. IQ4 IVOIS BEFORE USE Design valld la use only vAtn Ml lek®conneclors This design is based only upon parameters shown, and h for an tndlvkkra IxWt g component, not a inns system. Before use. The Wdi g designer must verify Ina a1XA1ca1A1fy of design pcuarnelors and proporly Ineogxxale this design Into the overall ixAdtng design Bracing indicated fs to txtcldi of I ndlvkJtrrd Truss web and/or chord members only Addtllof" lernporary c.xl perrnarwnl txWng M iTek' prevent g is always toguired fa staWty and to txovent collgx a vAlh possible l3erson IrhMy and PropeM damage for general guidance togading the taixicatlon. storage, dellvoty. electlon and bracing of tnrsses aril muss aystoms. seeANSt/TPI I Quoilfy Cdterla. OSS-69 and SCSI Sullding Component 6904 Parke East Blvd. Tempo, FL 33610SafelyInrormatonava6otxefromTrimPlatetrutkde. 218 N. Leo Street Sidle 312. Alexandria, VA 22314. Job cuss Truss Type ry Y T12702962 W P024a AM1 HIP GIRDER 1 2 Job Reference (optional) ausae(t ra915outCe, r orange. I-MM city. mottle acs-,ee / aw t nUV , a zvt r .... mvusvws, v,c. — — — . : .: cv-. ye c ID:ECa84dD_FeL_2bSbRaOyPDysCZg-KVngpnOMJeKobCXS_UrNIMz_drBNdn6ZKORGGXy71ju NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 134 lb down and 120 lb up at 7.0.0, 116 lb down and 120 lb up at 9.0.12, 116 Ib down and 120 Ib up at 11-0.12, 116 Ib down and 120 Ib up at 13-0-12, 116 lb down and 120 lb up at 15-0-12, 116 lb down and 120 lb up at 17-0-12. 116 lb down and 120 lb up at 19-0-0. and 116 lb down and 120 lb up at 20.11.4, and 116 lb down and 120 lb up at 22-11-4 on top chord, and 319 lb down and 126 lb up at 7-0-0. 89 lb down at 9-0-12, 891b down at 11-0-12, 89 lb down at 13.0.12, 89 lb down at 15-0-12, 89 lb down at 17-0-12, 89 lb down at 19.0-0, 891b down at 20-11.4, and 89 lb down at 22-11-4 and 10241b down and 378 Ib up at 24-10-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Van: 1.4=-54, 4.8=-64, 8.11=-54, 2-10=-20 Concentrated Loads (lb) Van: 4=-1 16(F) 19=-319(F)17=-56(F) 5=-116(F)6— 116(F) 16=-56(F) 15=-1024(F) 21=-116(F)22=-116(F)23— 116(F)24=-116(F) 25=-116(F)26=-116(F)27— 56(F) 28=-56(F)29=-56(F) 30=-56(F) 31=-56(F) 32=-56(F) Q WARNING - Veft detdpn Parameters and READ NOTES ON THIS AND INCLUDED NrTEK REFERANCE PAGE N67472 rev. IOMMIS BEFORE USE Design wlld for use only wllh Wlek0 connecfas. RLLs design Is Ixxed Orly upon parameters shown. and Is la an IndMdal IxAdhtg component. lot building plkatrusssystem. Bototo use. the lding dosfgret must verify Iho apdAlty, otalxn ofdesignpnolotsandrxolyhot corlale DLLsdesign Into Ito ovetdl building design. Bach(! IndlCalod t: to ptovont budding of VKIWucd truss web ad/or chard members orgy. Additional lornporury cnd ponnorenl txachg M iTek' Is dwoys tegWed lot stuslmty ad to Ixevent cdlc4xo vAth lossOnlo perond"rind txolwny danago rot gendxd guidance togadng the lcdXlcatlon, slotctge. delivery, meellon and Ixacing of trusses and truss systems seeANSI/1PI I Guallly Criteria, DS9-a9 and LCSI Bullding Component 6004 Parke East Blvd. safety Information avdla>fo from Irtm Nato Ins9Rne, 218 N. too Street. Salto 312, Alexandria VA 22314. Tompa. FL 33610 fU68 fU58 Type tv T12792963 0-b, P48 et Roof Special 1 1i Job Reference(optional) Madam l-astsource. l ampa. rtant cay, Aortas aaoba O... I,.V 16 z I r .a.v, mu...i... i K. cv, 1 V. i I D: ECa84dD_FaL_2bebRaOyPDysCZg•oIL2070_4yTICM6eYBMeHZ W 9UFVOM HyiZ2Bgozy7lit 68-0 100 6-" 4 13-" 1•o-0 6.0.0 4 6-4-0 0.4.0 Scale: 1/2'-V Su8 = 3x4 II 3x6 II 2X4 11 "' — LOADING (psf) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.53 BC 0.43 W B 0.58 Matrix) DEFL. In Ven(LL) -0.05 Ven(TL) -0.14 Horz(TL) 0.01 loc) Wait L/d 6-7 >999 240 6.7 >999 180 6 rVa nta PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9.7.12 oc bracing. SLIDER Left 20 SP No.3 3.3.11 REACTIONS. (lb(size) 6=474/Mechanical, 2=532/0.3.8 Max Horz 2=111(LC 12) Max Uplift6=-146(LC 9). 2=-135(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-691/309, 3.8=-654/312, 3.4_ 619/321 BOT CHORD 2-7=-359/571, 6.7=-358/578 WEBS 4.6=-575/358,4-7=0/284 NOTES- (6) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) -1.0-0 to 2.0-0, Interlor(1) 2.0.0 to 6-0.0, Extedor(2) 6.0-0 to 9-0.0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to IIUss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=146, 2=135. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNDIO - Vedly dedgn parameter. and READ NOTES ON TH S AND WCLUDED MREK REFERANCE PAGE NI167472 rev. IMMIS BEFORE USE Design valkt lot use only with Mllek®connactors. fhb cWJgn b bcsod only upon pmcwnototsshown. aW b la m i WMCAaI builds g component. not a truce systcnn. Botae use. the bAdhg designee must verity the c r4AICablity of design paranetots and property Incorlwtato Ihb design Into the overt" building design. Bracing indicated Is to buckling of IrWNkkKI truss web aW/a chord members only. ALkillor" lemporay dint petmanenl txacN MiTe k' preventb -- ways regJred lot slobdilyaW to lxovent collgsso with lwsOtle Wxsrsoncl bVray acl txopeny danagO. rot general gulclance (Wading Who tabricallort storage, dolivery, erection and Lxocbng or trusses and truss system-- seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Bu9dbng Component 6904 Parks East Blvd. Solely Information owillclNe from Inm Hato Institute, 218 H. toe Street. Su lto 312. Aloacmdria. VA 22314. Tanya. FL 33610 Job fuss fUsS ype ply T1279296, W PO248 1.82 tool Special 1 t Job Reference Lionel auaaers r'ail`JOUfCe, rOrtpa, rWnl bray, rrwla0 .73000 I." a NYO m ZV I! r.V. , ID:ECa84dD FaL 2b8bRaQyPDysCZg-oiL2070_4yTICM6eYBMcHZWCyFVRMNuiZ2Bgozy7lit 1-0-0 6.4-0 1 9.7.2 13.0-0 1-0-0 6.4-0 2.4-0 0.11.2 3-4-14 Seale a 1:24.6 3x4 = 3x8 II 30 = 10 30 = 6.4-0 8 8-0 13-0-0 A-0 2-0 4.4-0 Plate Offsets (XY)-- 12:0-5-3,Edg&[ :0-2-O,Ed M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.07 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.17 10-11 >892 ISO BCLL 0.0 ' Rep Stress Incr YES WS 0.20 Horz(fL) 0.02 10 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 68 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD SLIDER Left 2x4 SP No.3 2-3-1 JOINTS REACTIONS. (Ib/size) 10=474/Mechanical, 2=532/0-3-8 Max Horz 2=93(LC 12) Max Uplift I0_ 130(LC 13), 2=-140(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-744/357, 3.12=-694/366, 4.12=-661/368, 4-6=-420/279, 6-7=-420/279, 7-8=-6261364 BOT CHORD 2.11=-384/626, 10.11=-344/547 WEBS 8.10_ 623/405 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 9.6-2 oc bracing. i Brace at JI(s): 6 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl , GCpl=0.18; MW FRS (envelope) and C-C Exlerlor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4.0, Exledor(2) 6-4.0 to 8.7.10 zone,C-C for members and forces 8 MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) t 0=130. 2=140. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end llxlty model was used in the analysis and design of this truss. 9) Graphical pufin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Veft dedgn jawarnsten and READ NOTES ON THIS AND INCLUDED N/rEK REFERANCE PACE N9.7473 tev. 1601W IS BEFORE USE Design vdad for use only vA81 MileM connectors. this design Is based only upon pma inlets shown, and Is for an hdividual LvAdin0 comporonl. not a truss system. Before use. the txllcAng designer must verily the tgA)licadAIly of doslgn Ixxaa neters card Ixopeily tncogorale th6 design Into the overall txrlldI g design. Brocing IrKWated Is to fxevant txtcldkV of kidivkkxd tnrss web aril/er chord rnernbers only. AakBlloncd temporary and permanent beaclrtg M iTek' is always requited for skgAlty and to peevont collgtse wtih IossItAo Ixxsoros "jy r>rb lxotody derttoge. roe goref l gukymce regading the tabricallom storage. delivery, erection atxi txactng of misses and miss systems. ceeANSI/1PI I Quality Cdtarla, DSS-89 and SCSI Building Component 6004 Parke East Blvd. Safety IMamallon cr"cd)le from lugs Plolo Institute, 216 N. Ioo Street. Suite 312. Aloxcxxlda. VA 22314. Taupe, FL 33610 rus8 I fuss I yp9 Qfy ply Tt2792965r-11413 1-83 Root Special t 1 Job Reference (optional) BUddeo FalttbourCe. Iettpa. Plant L;dy. 1-1anae 7;7Deti ""v -9 , o zv, i .... maysuae. i- .. v .v &vv ya , ID:ECa84d0_FaL 2b8bRaOyPDysC2g-GuvOETRcrFbWgWhgSvtrqn3Nofrv5rwsrtiwNLPy71is 1-0-0 6.4-0 10.6.0 134-0 1-0-0 6.4-0 4-4-0 2 0 3x6 II 06 = 5.5.12 6d-0 , 10-8-0 134-0 5-5-12 0.10-a 4-4-0 2.4-0 LOADING (psi) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 ' Rep Stress Incr YES W B 0.15 BCDL 10.0 Code FBC2014/TPI2007 Matrix) Scale a 1.24.5 DEFL In (loc) Well Ud PLATES GRIP Ven(LL) -0.04 7-8 >999 240 MT20 244/190 Vert(TL) -0.11 7.8 >999 180 Horz(rL) 0.02 7 n/a n/a Weight: 62 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 SLIDER Left 2x4 SP No.3 3.4.14 REACTIONS. (Ib/size) 7=474/Mechanical, 2=532/0-3-8 Max Horz 2=73(LC 12) Max Uplilt7=-126(LC 13), 2=-143(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9_ 668/310, 3.9=-624/313, 3.4=-589/326, 4-10=-589/343, 5.10=-630/334 BOT CHORD 2-8=-277/544, 7.8=-383/655 WEBS 5-7=-723/450, 4.8- 13/283 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-5.11 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=l4omph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511: Cat. II; Exp C; Encl.. GCpl--0.18: MW FRS (envelope) and C-C Extedor(2) -1.0.0 to 2-0.0. Interior(1) 2-0-0 to 6-4.0, Extedor(2) 6-4-0 to 9.4.0, Interior(1) 10-8-0 to 12.10.4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 61=1b) 7=126, 2=143. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 4L WARNING - Vedly desfya paramsfen end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MD7473 tev. 1414"MIS BEFORE USE Design vdld lot use only Win MI lolc® convectors. Ihls design It rxued only upon Ixiramolers shown. and Is for an rdlvkLsa txdding component. not a tnsss system. Below use. the bxBdlrg dosignot i nust vodty IM applkatAlty of deslM Ixvanetors and plop etly tncoripaato this design Into the overall boding design. !racing Indicated Is to twcMlrg of Individual miss web aryl/a ctetd rnembois only. Additional tempxxary and rxxrnanenl txocN Welk' rxevent Is always roqultod (of sta Ity and to txovont collapse with posstixo twtsonal hpny and txoperty damage. for Aeretal guidance tagadrg mo 6904 Police Cost Blvdfalmicatbn , stotoge. dolNery, election and txacing of misses and Miss systems. xpeANSUIP1I Quality Cdterb, DS"9 OW SCSI Building Component Tampa. FL 33610SafetyIntormadonMtDabloitemfnssRateInstiRAo. 218 N. too Strout, Sldto 312. Aloxardda. VA 22314. Job I puss truss type T12792966 W PO249 84 Common 1 t Job Reference(optional) auaders hasibource. tempa, rlant Cxy. 1-10100 33565 r.Wu s Aug io 2u1 r Mi iex rnausrries, lac. wear um Cu io vi a6 evi r rape i ID:ECa84dD_FeL_2b8bRaOyPOysCZg-GuvOETRerFbW qW hg6vtrgn3M9fsU5sksniwNLPy711s 1-0-0 6.4-0 12.8-0 1.0-0 6.4-0 6.4.0 Seale a 1:22.7 06 = IQd 3x6 11 2x4 11 3x6 11 6.4-0 _ 1280 n ".0 Plate Olfsels (XY)-- 2:0.4-3.0-0-4t,[6:0.4-3.0.0.41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.08 6.7 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 HOrz(fL) 0.01 6 n/a rJa BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No 3 SLIDER Left 2x4 SP No.3 3-4-14. Right 20 SP No.3 3.4.14 REACTIONS. (lb/size) 6=467/0.3.8.2=525/0-3-8 Max Horz 2=-43(LC 13) Max Uplilt6=-121(LC 13). 2=- 1 43(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-659/334, 3-8- 615/338, 3-4=-581/346, 4.5=-581/362, 5.6=-657/347 SOT CHORD 2.7=-211/536, 6.7=-211/536 WEBS 4.7=-1/268 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opst: h=15fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) -1-0-0 to 2-0-0, Interlor(1) 2.0.0 to 6-4.0, Exterior(2) 6-4-0 to 9-4-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 6=121, 2=143. 6)'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNwO - verifyy dedgn parametwo and READ NOTES ON rNIS AND RVCLUDED AMEX REFERANCE PAGE Na7473 rev. faWWIS BEFORE USE Design vdld for use only elm Mfletib conractois. [his design Is based only upon paamoters shown. and Is to on Individual building component. not o Iras system. Befalrl oLao, the bull g deslgret must verify the arAXICa lilty of design Ixaamotors arvJ rxorwily lncogorate this design Into Iho ovota. building design. Orcx*Q Indicated Is to prevent txucldkV of lndNkW truss web oral/a Chad rnernbcm only. Additional tempoasry axt print ent broil-Ing MiTek' Is always rocrJted for slob9lty and to pxevont cdlcilse with possawe personal yiry aril propody damage. For general guklatco regarding the fc1lxlCation, storage, delivery, ofocllal and biactng of times oncl truss systems, soeANSI/TPI I Quality Criteria. DSB-89 mW BCSI Building Component 6904 Parke East Blvd. Salety Information available Rom Irm Plate trulrrie. 218 N Lee Street. Sidle 312. Aloxcindria. VA 22314. Tarrpa. FL 33610 Job russ runs Type Qty pry T12792967 WM48 85 Common t 1 Job Reference (opUonaO Buadom I-irtlSOurce. r ailpa, riam ..ay. Fiona J:Tt ee 7 wev • n.W ,o cv e • m"— m..i. •• — ^" "• ..ya ID.ECa64dD_FaL_2b8bRaQyPDysCZg•k4ToRpSEcZIMSgGIgcP4M_bXB3CIgJ??OMgwlsy7Iir 0-0 6.4-0 12.8-0 13 8-0 tzo 6.4-0 6.4-0 1-0.0 Scale. 1/2'=1' 4x6 = 3x6 11 2x4 11 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.39 BC 0.37 WB 0.10 Matrix) DEFL. In Vert(LL) -0 03 Ven(TL) -0 07 Horz(rL) 0.01 loc) I/dell L/d 2-8 >999 240 2.8 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3.4-14, Right 2x4 SP No.3 3.4.14 REACTIONS. (lb/size) 2=523/0-3-8.6=52310.3.8 Max Horz 2=-42(LC 17) Max Uplifl2=-143(LC 12). 6=-143(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-9=-653/327, 3-9=-609/329, 3-4=-575/342, 4.5=-575/342, 5-10=-609/329, 6-10=-653/327 BOT CHORD 2.8=-203/531, 6-8=-203/531 WEBS 4-8=0/267 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1 -0-0 to 2-0-0, Interior(1) 2.0.0 to 6-4-0, Extedor(2) 6-4-0 to 9-4.0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 2=143, 6=143. 6) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vedly dedgn peremetere and READ NOTES ON THIS AND INCLUDED N/!EK REFERANCE PAGE M11-7473 rev. #& MIS BEFORE USE Design valid lot tiso only with Mllek® conneclois. Ms clesign Is based only upon poramelom sown. and Is for an I ndlWILi l "ding comtxxonl. not a truss system Befoie use. Ito txllding dosignot must vedly the csppllcatAlty of deslgn ixnarneteis and properly Incoitoiato this design Into to ovoiait Ix/ding design. Braeing trvJlnated Is to txtek8ng of InclNklur9 truss web and/ot eotd inernbefs only. Ack9llonoi iemr"oty and porrnanenl txaeing M iTek' prevent Is always iecrltod for skdAlly and to pxevent collorm wilh possbxo p eisoMd N*xy and Propony damage. roi general gtkianco nowdling the labxpcalbn, slotage, dollvery, etecllon and Lxocing of musses anti Inrss systems. seeANSI/IPI I Quality Cdtoda, OSS-69 and SCSI Building Component 6904 Paft East Blvd Safely INarmatlon avc/labNe from Ifuss Rate Mullrtde, 218 N. too Slrool. SJte 312, Alexandria. VA 22314. Toapa. FL 33610 runs Truss Type oty ply Tt2792966 W P0246 86 Common Supported Gable t f Job Reference aortal Buildens FuStSourCe. Tanga, Plant Day, Florida 33566 L.c+u a Aug to zur i mi r era maucnas, mc. wee sec <v w vo va -- ruW. 10:ECa84dD_FaL_2b8bRaOyP0ysC2g•CH 1 Bt8TsNtrD3pgDDKwJvC8ngSdEZmoSFOPUPly7l lq 1-0.0 6.4-0 12.8-0 13.8-0 1-0-0 6.4-0 64-0 14Y0 Scale. 1/2'=V 4x6 = 1 3x6 11 16 15 14 13 12 34 11 12-8.0 Plate Offsets (XY)-- 2:0-4-3 0.0-41 110.0-4-3 0.0.41 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 10 n/r 120 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.04 Verl(fL) -0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 10 n/a rVa BCOL 10.0 Code FBC2014frP12007 Matrix) Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3 SLIDER Left 2x4 SP No.3 1-7-1, Right 2x4 SP No.3 1-7.1 REACTIONS. All beatings 12.8-0. lb) - Max Horz2=-42(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 15, 16, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 14, 15, 16, 13. 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDI-=4 2psf, BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Corner(3) -1-0-0 to 2.0-0, Exterior(2) 2.0.0 to 6.4-0, Corner(3) 6-4.0 to 9.4.0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 15, 16, 13, 12 10) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE Atll-lg3 tov. IOOVAIS BEFORE USE Design vaild for fife only wllln MI Ie1c®conneclors. Ills desiM is based orgy upon parameters shown. and is nor an individual Ixddlng componenl, not a (russ system. Bolan use. Ile buildrttr designer must verify lW al4AIccdAi fy of dosign lxnanolas and Ixopeny i ncalxxale Otisdesign Into Ire ovetall txDc9ng design Bracing Indicated is to buckling of Irtdlvklual lam web and/or chord rnornbets only Addilortc1l lernpoaxy and perrnanenl bfOCkV Welk' preventIs always tegtdted for slc/wlry and to revent collalxe Win possUe petsonrd ftpay and Ixopefty, danage for general guldonco tegardng The 6904 Parke East Blvd. krixicallurxstomoo, dotivety, erection aril bracing of t asses and Inm systeins, SWANSI/1P1I Quality Criteria, DSB-89 and BCSI Building Component Tarrpe. FL 33610 Safety Informationavc/krtxe from Truss Plate Institute. 218 N bee Street. St/le 312. Alexanclricl. VA 22314. Jobfuss I fuss I ype Uty Fly Tt27(Y2969 W PO248 C MONOPITCH SUPPORTED 3 1 Job Reference(optional) Butldam Fa{tSource. Tampa. Plant cay. Fbttaa 33566 r 64u s Aug l6 auf r Will es mw austrtes, im. wea e zu to:aa:aa zat r rage v ID: ECa84dD_FaL 2b8bRa0yPDysCZg-CH1Bf8TsNtrD3pgDDKwJvC8ljSbAZkt8FOPUPly7ljq P6- 0 12 3-8-0 O6- 0 2 3.7.4 Scale a 1:14.5 3x4 = 2 3.7.4 LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.25 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-0 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 2- 5: 2x4 SP No.2 REACTIONS. ( lb/size) 5=164/0-3-8, 7=98/0-3-8 Max Horz 5=56(LC 12) Max Uplltt5=-38(LC 12), 7=-48(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2.5=-125/276 NOTES- ( 10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opst; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) -0.6-0 to 2-6-0, Exterior(2) 2.6.0 to 3.2-12 zone;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 (ace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding WO lb uplift at joint(s) 5, 7. 9) ' Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) - This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • VMry dedgn pererrtetttrt ettd READ NOTES ON MIS AND WCLUDED Nf/EK REFERANCE PAGE M67472 rev. 1603W1S BEFORE USE Design wild lot use only vmh Miler convlectots. R* deslgrl Is basod only upon paaamoters shown. and Is la an Individual building Component, not a truss syslom. soloto rao. Ira building deslgnet must vodty the gXAlca bllry of design Ixaantelers and pxopotry Incogorato Ills design Into the ovoid. building design. Raohg Indicated Is to prevent b uctahg of Irdlvdual truss web and/of chord membets only. Atk9lbnal temWary and permanent txw-bVMOW Is always required lot stability and to prevent collgxie Win possible personal h}vy and poperty damage. rot general guidance togaArtg the 6904 Parke East Blvd fabticatlon, stotage, dollvcry, erec.lon and bracing of husws and in= systems. sceANSIMI I Cuallry Criteria, OSS49 and SCSI Iludd.ng Component Tampa. FL 33610 SafetyinformationatvallalefromtrussNateInstitute. 218 N. too Street. SUte 312. Alexdnclrkx VA 22314. O fuss fuss ype ty ply r,27e2970 W PO248 C. Diagonal Hap Girder 3 t Job RelerReference(optional) Builders FifsiSoutce. Tampa, Pant city, M"Go 33566 ..o,v s Aug to xv. r mr ek maysuws, mc. w- u- cv iu-- cv .1 ye . ID:ECa84dD_FaL_2b8bRaOyPDysCZg-gTbZsUTU8Az4hzPPn1RYRPhrwsrol971Ug9Ixky7ljp 1.5-0 4.11-0 9.10.1 4.11-0 4.11-0 11 z4 30 = scale - 1:22.2 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.57 BC 0.53 W B 0.32 Matrix) DEFL. in Vert(LL) -0.05 Vert(TL) -0.14 Horz(fL) -0.04 loc) Well Ud 6-7 >999 240 6-7 >807 180 4 n/a Na PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 2.8: 20 SP No 2 REACTIONS. (Ib/size) 4=148/Mechanical, 5=291/Mechanical, 8=448/0-4.9 Max HorZ8=133(LC 4) Max Uplilt4=-91(LC 4), 5=-98(LC 8), 8=-227(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-633/217, 9.10=-626/218, 3-10=-580/217, 2-8=-380/224 BOT CHORD 8.12=-288/573, 12.13=-288/573, 7.13=-288/573, 7-14=-288/573, 6-14=-288/573 WEBS 3-6=-620/311,3-7=0/256 NOTES- (10) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 8=227. 7) 'Semi -rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 85 lb up at 1-4.15, 59 lb down and 85 lb up at 1.4.15, 30 lb down and 44 lb up at 4-2.15, 30 lb down and 44 lb up at 4-2.15, and 53 lb down and 85 lb up at 7-0-14, and 53 lb down and 85 lb up at 7.0.14 on top chord, and 3 lb down and 8 lb up at 1-4-15, 3 lb down and 8 lb up at 1-4-15, 17 lb down and 8 lb up at 4-2-15, 17 lb down and 8 lb up at 4.2.15. and 36 lb down at 7.0.14, and 36 lb down at 7.0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-2=-54, 2.4_ 54, 5-8=-20 Continued on Dade 2 0 WARNING - Vedfy design paainetare and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE US-7473 rev./602/2015 BEFORE USE Design valkt for use only with tAlek® connectors. this deslgtt is based ordy upon paameters shown. and Is for an IndMdral building component, not a truss system. Before use, the bullring dloslgnof i nust verily the appxico blilty of design paamotois and properly Inco oialo this design Into the overall building design. Bracing frK9cated Is to buckling Indh4d usl truss web and/or crKxd members orgy. Additional temporary and permanent bracfrtg WOWpreventof Is always required for sterility and to provent collapse with possible personal annoy arW properly damage. for goretal guidance regard irQ the 6204 Parke East Blvd. WbilcalkxL storage, depNery, erection and bracInQ of trusses and tens systems, 300ANSI/IPl1 Quality Criteria, DS949 and SCSI Building Component Tarnpa, FL 3360SafetyInformationavailablefromInnsRateInsrilute. 216 N Lee Street, Stlte 312. Alexandria. VA 22314. Job I fuss I fus6 I ype Tt2792970 W P024S CG Diagonal Hp Gilder y 3 1 Job Reference (optionaU Buddem Fir idSoutce. Tampa. Pam city. Fbrida 33566 r Mae Aug to ZUl f Mn OR tnauslries, rnc. wea use zu iawivo Zul t raga z ID:ECa84dD_FaL_2b8bRaQyPOysCZg-gTbZsUTU8Az4hzPPntRYRPhrwsrol971Ug91xky7ljp LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=43(F=22, B=22) 11— 79(F=-39, 8=-39) 13=-4(F=-2, B— 2) 14=-52(F— 26, B_ 26) Q WARNING - Verify design peramabn and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE 11167479 rev. Ia,021015 BEFORE USE Design wlkl lot use only vnm MlleM Connoctas. this design Is based only union paaneters Mown. and Is lot an Individual building Coml)Ortonl, not a trim system. 8eloto use. the txlldlng daslgrxst i nust verity the a IXAlcabilty of design pasanelors and rxoporly Incorpotato this design Into Ito overall txddUV dosign. Brocing Indicated Is to buckling of IndMrlud truss web and/or chord members only Addilorxd lemr"ary and permanent txacIng MiTek' fxovent S always roguirod lot slablilty and to rxevent cdlque wllh possRxo personal "and ploperty danago. For gerotd guidance tegadrtg Slo k Wolbtt. slotage, delivoty, oroclkttl and txacUtg of musses and tans systems. seeANSI/IPI I Quality Criteria. OSS-89 and SCSI SundUlg Component 6904 Parke East Blvd. safety Information available from Was Pksle institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 33610 Job I russ Truss Typo ry r,27929T, WPO248 it Jack -Open 6 f Job Reference(optional) ausaen ruamource, renpa, riam any, rrortaa suoo ID:ECa84d0_FaL_2b8bRaQ PD sC2 8f9x3gU6vU5xJ7_cLl ~ nI r V. Oy y g yn dD6LGJn1gJRIKtbUBy7ljo 1.0.0 1.0-0 1-0-0 1-0-0 5 2x4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) I/detl Ud TCLL 20,0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 5 999 240 TCOL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 20 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=-9/Mechanical, 4=-2/Mechanical, 5=135/0.3.8 Max Horz 5=31(LC 8) Max Uplift3=-9(LC 1), 4=-2(LC 1). 5=-62(LC 8) Max Grav3=7(LC 8), 4=13(LC 3), 5=135(LC 1) FORCES. (lb) - Max. Comp/Max. Ten - All forces 250 (lb) or less except when shown. Scale a 1:8.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 1.0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' 0 WARNWG • Vedly deedpn pantaiefen and READ NOTES ON THIS AND WCLUDED MrrEK REFERANCE PACE AM7473 tev. M413MIS BEFORE USE Design vdld for use only wllh k6lek® connectors. B9s design Is basocl only upon pmarnolon shown. and is lot an hdMdktd bxtldhg component. not o truss system. Before use. the txAc lag designer must verify the g)l71kUbttlly of design parameters and pfopody Incorporate hE design Into It* ovoiall btAck* design. Brachg Indicated is to prevent b ucldhg of todWkluoi tens web and/ot chord members only. Additional temporary and permanent brartrg MiTek' is dways required is std)glty arW to lxovenl edic4xe wtth posgAo lxxsonad kyuy told propony darncrgo. rot geretd guidance regarding tie Idxlcalkxx slorago, dollvery, erection orld txachp of tarsses and tans systems, sooANSI/TPI I Quality Criteria, OS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from lens Rate hs9nrie. 218 N. Leo Sheet, St/to 317. Alexandria. VA 22314 Terfpa. FL 33610 fuss ruse ype ry Tt2792972 WP0246 IobJ3Jack•Opan 6 1 Job Reference tronal Builders rastboutes. Tampa, many. eay, mrottaa saeob ""u a Aug la zV r / ..I eb raausums. mc. Y ea um" IO:Vi:V / ZV I / raga , b8ID:ECa84d0_FaL_2bRaOyPOysCZg•8f9x3gU6vU5xJ7_cLyn dD61GItIgJRrKubU8y7lio I 00 3.0.0 1-0-0 3-0-0 Scale = 1:13.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. • DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor2(TL) 0.00 3 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=63/Mechanical, 4=28/Mechanical, 5=178/0.3.8 Max Horz 5=58(LC 12) Max Upli113=-46(LC 12), 5=-55(LC 8) Max Grav3=63(LC 1), 4=51(LC 3), 5=178(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; Cat. 11; Exp C, Encl , GCpf=0.18; MW FRS (envelope) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 2.11.4 zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 5. 7) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - Verify dedgn pwarnetere and READ NOTES ON THIS AND rNCLUOEO MREK REFERANCE PAGE MS-7473 rev. IM&W IS BEFORE USE Design valld lot use only Win Milek®conneclors. fib doslgn Is based only upon lxaanelers sfxlwn. and Is for an Indivtdrat biAding component, not a truss system. Before use. Iho btAd ng designer must verity the oppllcablity of design pmarnotors arx] Ixoporly hncorrxxate this design Into the overall btdc&V design. Bracing Indicated Is to Ixevent bttcldUV of Indlvkltral truss web and/of ctatd members orgy. Additional temporary and pennanenl bracing MiTek' Is always tegtlrod for stability and to ptavent cultatxo with possible personal "and Ixoleirly damage. rot geretal guidance regarding the fabdcatim storage. delNety, erection and tracing of trusses artd Intss systems seeANSI/rPl I Quality Cdt*M. OS11-69 and GCSI funding Component 6904 Parke East Blvd Safety Information available from Ittas Plate Instifrde. 218 N Leo Street. little 312. Alexanada. VA 22314. Tanga. FL 33610 Job puss russ Type ty T12792973 WPO248 JS Jack -Open 6 1 Job Reference(optional) tlueaers rasrsource. 1 artpa. r•rant eay, t- naa :u000 row s ,..y .o <... _ e „. „e.. „...a W_ 4w ,. &, . Novo . I0:ECa84d0_FeL 2bObRaQyPOysC2g-8f9x3gU6vU5xJ7 oLlyn dD2WGFhlgJRiKtbUBy7ljo 1-0-0 5.0.0 1 0-0 5-0.0 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 100 Code FBC2014/TP12007 CSL DEFL. in loc) I/defl Ud TC 0.45 Ven(LL) 0.04 4-5 999 240 BC 0.29 Verl(TL) 0 07 4-5 866 180 W B 0.00 Horz(rL) 0.02 3 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=116/Mechanical, 4=54/Mechanical, 5=247/0-3-8 Max Horz 5=90(LC 12) Max Uplift3=-78(LC 12), 5=-61(LC 8) Max GraV3=116(LC 1), 4=89(LC 3), 5=247(LC 1) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown. Scale a 1.17.2 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% 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- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlenor(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. 7) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Verify deafyn paiametme and READ NOTES ON THIS AND INCLUDED M11EK REFERANCE PAGE Ma7473 rev. 1693MIS BEFORE USE Design vdid lot use orgy with Mllek® connectors. Inls design 6 based only upon parameters shown. and Is for an Individual building comteronl, not a truss system Iserae use. the "ding doslgnet muss verify Ito applkalAity of deslpn parartolers arW lxopetly Motreralo This dcKlgn Into Ito overall bu ilalrng design. Bracing kWicalod is to prevont bxrckllrvj of IrvAWLKd truss web and/of chord rnernbers orgy. AdaltbrKd lernporary and ponncvont bxaNng MiTek' is always requited lot stablilty, and to Ixovenl collalxe with I>osdAe personal "and Ixopody damage. For general guidance regarding the 6904 Parke East Blvd. raltrtcallom atotage, dellvory, erection and loci ng of trusses and tnrss systorns, seeANSI/IPI I Quality Cdtada, OSS-69 and SCSI Building Component Tempe. FL 33610SafetyInformationavailablefromIrussplatekutlRAe. 218 N. lee Street. SUIe 312, Alexandria. VA 22314 Job I fuss Truss Type oty pry T127e2a74 WPO248 J7 Jack•Open 22 1 Job Reference (optional) Buddent First50er0e. Iarlpa. rant GIy, r10na9 3JOtia ". s rug .o .... mn ea m.usuw., mc. - 4v i. . 4vi . W. . ID:ECa84dD_Fal 2b8bRaOyPDysCZg-&UHAVIgoOowHZovSTOXgm6NgW?m7Zbx e80dy7tin 7-0-0 Scale - 1:21.2 7-0-0 7-0-0 Plate offsets (XY)-- 12.0.4-8 0.2-61 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.10 4-5 >785 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(k) -0.28 4.5 >288 180 BCLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(rL) 0.07 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=170/Mechanical, 4=76/Mechanical, 5=318/0.3.8 Max Horz 5=121(LC 12) Max Uplilt3=-114(LC 12), 5=-75(LC 12) Max Grav3=170(LC 1). 4=129(LC 3), 5=318(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.5=-259/263 NOTES- (8) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opst; h=15ft; Cat. 11; Exp C; Encl., GCpf=0.18; MW FRS (envelope) and C-C Extedor(2) -1.0.0 to 2-0-0, Interlor(1) 2.0-0 to 6-11.4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except 6t=1b) 3=114. 7) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING . Verily design Parameters and READ NOTES ON THIS AND INCLUDED N/IEK REFERANCE PAGE N674TJ rev. rOW/2015 BEFORE USE Oeslgn valld fa use only wpm fAllok* connuclors. hilt designs Is based only upon pma nwlers Mown. and b fop an Individual txAdbV component. not a truss system. Before use. the IxAdkV closlgn of must verity the appllcalAlty of design Ixtramelers and popoily Incorporate ftlb design Into the overall buldVQ Bracing bxlloated is to bucMUV of kKgvlWsrb truss web anclM ctard members only. Adclilortal lornpotary and permarml bracblg MiTek' cleagn. pevenl Is always toc iAed for stability and to txovent co0gxw wpm possible personal IrW V and Ixoperly damage. For gonad guidance regadtrlg Ova 6804 Padce East Blvd. ktixlcatbn . storage. delivery. erection and bracing of trusses and huts systems sooANSI/IPI I Quality Criteria, DSB-89 aid BCSI Building component Tanya. FL 33610SafetyInformationavcOableRomfntssPlattbsslllide. 218 N. too Street. Suito 312. Alexandrkl. VA 22314. Job Truss Truss Type ty y T12792975 W P024e MG Monopitch Girder t 2 Job Reference (optional) tsuaders Flrstbource. r atipa, runt gay, Fiona 4;57bb /.wv nv9 .. cv. • auv ea mvuona:. me .. - cv . .vo 4v i• 9v . ID:ECa84dD_FaL 2b8bRaOyPDysC2g-dsUHAVIgo0owH2ovSTOXgm9UgTsm7mx_eSOdy7lin 7-0-0 7-0-0 30 11 4x6 = 4x6 11 302 MT20HS II 7-0-0 7-0-0 Scale: M'--V Plate Offsets (XY)-- 1:0-5-3.Edge), [1:0-0-0,0-1-141. 3:Edge 0-3-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.09 1.3 >916 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.74 Ven(TL) -0.20 1-3 >400 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/slze) 3=1044/Mechanical, 1=815/0.3.8 Max Horz 1=122(LC 8) Max Uplif13=-358(LC 8), 1=-218(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (12) 1) Ply to ply nailing Inadequate 2) 2-ply truss to be connected together as follows: Top chords connected with IOd (0.131'x3') nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131'x3') nails as follows: 2x6.2 rows staggered at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 4) Wind: ASCE 7.10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15(t; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope); Lumber DOL=1 60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (It=lb) 3=358, 1=218. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 454 lb down and 146 lb up at 2.0.12, and 454 lb down and 150lb up at 4-0-12, and 456lb down and 164 lb up at 6-0-12 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (phi) Vert: 1.2_ 54. 1-3=-20 Continued on Daae 2 0 WARNING - Verity de4lgn pdramstors and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE YI167477 rev. IOMR015 BEFORE USE Design vaild lot use only with MilekO con oclors. this design Islrised only upon Paramotots shown. and Is rot an liWIvkAX1 txAding comtwnont, not rnatrusssysle. aeforo use. the IxACIng cktsfgm must verity the oxtlkalAty of design r"cYnotors and proprnly Incorporate this design Into tta ovotall building design. Bracing Indicated Is to bucafrng of individual Was web and/or chard mernbws only. Addillorxl lemporary and permanent fxalci ng MOWprevent isalways recphod tot sk"Iy, and Io prevent congtso with fwss011e rx isonce"a d property danago. for general guidance tegadrtg tho 6904 Parke East Blvd. fNxtcallon, storage. dMNery. otoctbn and Macho of basses aid trim systems. seeANSI/1PI I Quality Criteria, OSS-89 and SCSI BulMkp Component Tampa. FL 33610SafetyInlormanonrnaeklxefrominmPlatoInsnRrio. 218 N. too Stroot. Salle 312. AlexancNa. VA 22314. Job I fuss I fuss I yp9 Qty Ply. T12792975 W PO248 MG Mmoptch Girder 1 2 Job Reference (o)tional) tsuaoem "ataoucce. I arrpa, rram cay. mrioa craaoo y . o ... I —... „.,,.>. w:. W. ID:ECa84dD_Fel 2b8bRaOyPDysCZg-52GhUWWNRSLfYR8_Sg_F321KE4p5VapkAeNhY3y7llm LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4= 454(F) 5=-454(F) 6= 456(F) tD WARNWG - Verify desgn parer WWO and READ NOTES ON THIS AND WCLUDED WEK REFERANCE PAGE US7472 rev. 100MIS BEFORE USE DosIgn vdld lop use ordy wpm M(IoW connoclors. Itls design Is txwd oNy upon p mamotors Shown. and Is for an kK00clual Lulcling component. not a truss systarn. Belore use. the lxlldrvj deslgrm roust verily If* aroicablity of do*pt pxaamalers and pxopcwly hcorporalo fats design Into iho overall txdldrg design. Brachg trWbalod Is to bucl&V of kxftvkttxd truss web and/or chord rnorntors ordy. AddlIon l temprxcay cod r monent txacklg MiTek' rxovent Is always racp4ed ON sktAty and to Ixevent colkpse with p ow"o pxxsond k*xy and Ixopxxly damage. raw general guldalco togading Who 6204 Parke East Blvd. Ialxlcatim stotcgo, delivery. ereellon axl txacktg of trusses orkl truss systorm. seeANSI/IPI I Quality Critefh, DSB49 and SCSI Bullding Comoonenl Tarrpa. FL 33610SatelyINamallonava6crilefromtrussPlateku8krio. 218 N. too Street. Ssdto 312. Alexancfrki. VA 22314. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ ldr For 4 x 2 orientation, locate plates 0-Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 softwore or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS a c O S U o_ 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or x-bracing. is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, indMdual lateral braces themselves may require bracing, or alternative Tor I a bracing should be considered. O 3. Never exceed the design loading shown and never U stock materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building r— designer, erection supervisor. property owner and 00 other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss of 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 this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Comber is a non-structurol consideration and B the responsibility of truss fabricator. General practice is to comber for dead load deflection. I I . Plate type, size, orientation and location dlmensbrs indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in oil respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is Installed unless otherwise noted. established by others. 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 15. Connecfions not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front bock words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. FJl 38-00-00 16' BCI? 6000s-1.8 1 7 FJ2 34-00-00 16' BCI? 6000s-1.8 1 2 FJ3 27-00-00 16' BCI? 6000s-1.8 1 2 FJ4 19-00-00 16' BCI? 6000s-1.8 1 1 FJ5 19-00-00 16' BCI? 6000s-1.8 2 2 FJ6 18-00-00 16' BCI? 6000s-1.8 1 10 FJ7 17-00-00 16' BC17 6000s-1.8 1 11 FJ8 13-00-00 16' BCI? 6000s-1.8 1 2 17J9 8-00-00 16' BCI? 6000s-1.8 1 1 FJ10 4-00-00 16' BCI? 6000s-1.8 1 1 FJ9 4-00-00 16' BCI? 6000s-1.8 1 1 BMl 17-00-00 1-3/4' x 16' VERSA -LAM? 2.0 3100 SP2 2 RM1 12-00-00 1-1/8' x 16' BC RIM BOARD OSB 1 8 Bkl 2-00-00 16' BCI? 6000s-1.8 1 14 I I I I I I I I I I I I I I I I I I I I ION I I I I I 0 RECORD COPY own #18 2g2: 38-H ri tl Hanger List H3 IUS2.37/16 Hl HTU26 NOTES: L) REFER 1 ILVALLEI •RAl1%M 7MOWIET y DECKED OR REFER TO DETAIL V105 FOR 23 AL g (BEE CMVFN DIAALLT 41 M BQlu SaP uACI1uW tMaLESS RV[SE ImfE al vq S1ovN a pp PI AN AID CaSmERED TO BE LOAD 6j Sy&TRI ETcpIf ID TALLER 7) ALL ROOF TRUSS 1 NIM TD BE SDF1 Hi11Z6 KM UTMMSE KIM ALL WaLESS NMRS ImSEKFQU .. 8) BEAKAGDOZAS fE1 OW TD BE SHOP DRAWING APPROVA 4 TNTS MIT Q TIE SH SU FM FAB DTO ff e TRUSSES AND V= ALL FiEM ARDUM K OR I TRIGS umn REM AND WIMAL OF DOS LAM BE RQEI U BEFORE ANY TIME VDL ff 11111.T. VF CmIf016 m = am wo TWIT Will. RE blow W1htI L'4uildersirstSource Orlando PHONE) 407-851-2100 FAX, 407-851- Plant Cityy PHONES 813-759-5951 FIiXs 813-75 Ashton Woods uw 2406-U Lot 248 NIS 12/20/17 Josh k-Isk11;-15 RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specificai o% LDINC 1- 282 Permit # 6 Project Location Address ion Form SANFORD OFAARTO 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.floridabuildinQ.or4. 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 Slidino MI Windows & Doors 420 FL15332-112 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 Underla ments FL15216-R2 RoofingFasteners Nonstructural Metal Roofing Wood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin 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 IFLCOIDA ORPAPTNaVY OFBusiness & Professional Regulation r acts Home I Loa in I user Registration I Hot Topics I submit Smdwrge I scats n Facts I Publications I Fac Stan I Bus site pip I Links I Search I a 4 a Product ApprovaldbprUSER: Public User Product Aooroval Henu > Product or Aoolicatlon Search > Application List > Application Data 0 OFFICE CF DIE FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE-43409 National Accreditation and Management Institute 12/31/2018 Ryan J. King, P.E. 01 Validation Checklist - Hardcopy Received FL15000 R2 COI Certificate Of Independence, Standard Year AAMA/WDMA/CSA101/l.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 Florida Licensed Professional Engineer or Architect https:llforidabLiiding.orglprlpr app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fUCfc2MRiSC82w%3d%3d 1/3 i-5KNIN Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products Method 1 Option D 05/29/2015 06/28/2015 07/OS/2015 08/19/2015 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 FLIS000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 1S000.1 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes Fi.15000 R2 It 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 1S000.2.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.) 1S000.3 c. 'Fiber -Classic' or 'Smooth -Star" 8'0 'Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 1S000.3.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 1S000.3 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of']" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 I d. "Fiber -Classic' or "Smooth -Star" 18' 0 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(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 1S000.4.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 1S000.4 for Design Pressure Ratings, any FLi5000 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 "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 I e. "Fiber -Classic" or "Smooth -Star" 18'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://Ooridabulding.orW/pr_app od.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzH03yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6IM017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 II INST 15000.S.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.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors, which have been stained or painted within 6 months of Installation.) 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 If INST 15000.6.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 1S000.6 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.6.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of ']' part number doors, which have been stained or painted within 6 months of Installation.) Oack Wohtr Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8S0-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: 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 publlo-records; request, do not send eleouonlc mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 00.487.139S. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oeparsment 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 pmvfde the Department with an email address which can be made available to the public Tb determine If you are a licensee under Chapter 4SS, F.S., please dldc here . Product Approval Accepts: Mill ®© Credit Card Safe hftps://noridabUlchng.org/pr/pr_app do.aspx?parem=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8Oo2fuCfc2MRiSC82w%3do/o3d 3/3 0-1 Sot DOOR HOROWAL CROSS MCMN PAMELVADDI DOW PANEL Fj ID q Yll DID 16 SM a• z; Ifliat/lS540 1/2' MIN. 40 1/1'GU1Si 1/2' MIN. we CUSS THK CLASS 1HK J 40 1/8'B TEMPERED 10 T/8' 42 v'' * 2 OT GLASS D1 TEMPtRID :x:1:= GLASS h •):':v t g Il AIR SPACE 33 AIR SPACE 34 INTERCEPT 1/8 TEMPERED 25' EVEEL1/ 8' MMO SPACER INTER TEMPERIDGLASSSPACGLASSs40 <i SEE NOTE 1 INSLnATI_n GLASS W/ 40 29 SEE 1 41 d s' SUC LITE FRAME GLa71NG DEW 5' INSULATED OfAcc W/ PVC UTE FRALIE G=NG G al SEE NOTE 1 8 gg5 p, 13.9"MAX. l PANK WIDIN 7.12Y MAX DLO WIDTH T j4 i E1 I12 SIDFIITE PANEL Smooth Star IYVIt 10_IIDRIz01 CROSS SECTION SIDEIITE PANEL 2152 2-w f•1 lA %rl+ ai h+—d6' yajy• 42 33 PLASITC UP LTIE iRAa1E ZPUSRC CIP CITE FlUIIE EXTRI ID PVC F%TRIII>fD SNC T e 1 Iffi ( 3 \ Siya041 CR0.4S SECTION 1 i SID ITE PANEL 1 I. SPaeit9 for Rem /29 & &I (fRe frame evewa) is as fotlors From the bottom up an sWer W. YA (7) more spaced at 9.575' o c. !hare are (2j S1Di1RE T 0P do B01 R1Y RAIL = mws bath top and bottom at 2.125' In tram emoh 90ELRE fiWIK SIDE STILE comer. RNGER JO1NfFD PONOER{191 PINt~ Sd0.43 i7NBETt JOINtED PONDEROSI PINE 50m0.43 FL-15000.3 1! 49 j t3 17 C- MIN CMK A46llX pud e r' ` eog n i$$E,0 i Y if 1. The shlaitto k dheat mt We the Jamb eRh (12) Rem 143 a is x 2' pfh. wood "rew. Tharp are 7J 4) at pooh verefod jamb, from the top dawn at 18 21 18 13.5 , 31' 46..5' & Sr. There me 00 at the Mader at 4' from the autside comers of theWpt'M1N y 1ht9. (rm.) frame. Thane are (2) at the HOC 4' from the oaWde camerw. T HORRONLIL CRASS SMON 7 I48 49 1-1/4 MIN• ode. (TYP) E 1S L 17 13 B 45 43 44 A jtt GB To r ..{ •J a l : Ci 1A 36 SEE NOTE 1 35 Exrm b 21 oao 24 2 E 9 t0 16 12 4J HTS OM etr JK 2 HORQOMAL CRO55 SEGTroN 3 HOR1zomrAL CR058 5_ ECRON grLFS a aa& i ea. fL- 750OW n 7718L a•L 0 a' e• fie• — r r g• I I SHOWNNFOR49IREFERENCE1II OPFJ NG I I MASONRY Pi S 1 MULLION OPENING TYP. HEADdJJAMBSWFOR 1 REFERENCE 11 JAxBs 1 0~ £ 2X BUCK P a aXBUCII1IIv I I 1 ASTRAGAL I I I `ASTRACAL! dREOWNFORISHOWNFOR II 1 REFERENCE 11 REFERENCE 11 1 I I Ff e 1 II 8 II 13OUBLE W/SIDE] UES BUCK ANCHORING OOUBIE ODOR INSWING a 4 BUCK 4• ANCNOtaNC a, I FISHOWtO1NFOR 1REFERENCE IIMASONRYMASONRYa9 MASOOPENINGOPENINGdoJJAMBCSII II BSJAM II II ifooNct+afoxNorf3 I II. Ccltoltie anrnviowTonr attire admen muybratQlu(bd (o maitlaln fie m1h 2?C 13UCKCK I I edge atw=to mm*r)3htL 2Convtstecnchcrfaoatfevltnotedar744X.ONC9rI1 t'mratheacVumWfo I I I I II II 1X BU mafntalb Me mil. edge dWance to martw)*ft addf w dconaaf& cnch= I I I 1 d3nlaYetecandicwfoemweMe %VkX ON C04Wdbmndbn cm notnrceededIt I I MULLKJN — 1 IIII SHOWN FOR if I I REFERENCE o a w' II II II II 2Y, KTS. en JxIY; Porrm:FS d BUCK ANCHORING BUCK ANCHORING FL-1 a sow JL or 0 e TA;9111°'°° yr t• r ON s' f o• r a• w•, a 4 4 d YTB,B T8w 20" ie.? T41B' z Romm 27 3i 27 TYR 27 TYP. TYP. 19 14 327 T.flO r 6 47r e u6T--F — N SEE NOTE T 110 a aac 0 4 12 S AS!tAG4l DETAIL fLLS ova w ,pC a T. THE ASTPAQ L BOLT HAS A 3' THROW AT THE TOP LFS AND THE BOTTOM. o rT.—lsoao. s sea 1 v 12 Q T-HERMAITRU THERMA TRU DOORS Tla MOUNTO" a"., XOMMMM. ON 4 017 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSIMNG w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT° Gai AL"m 1. v*W0wd has bmotievaled am1 kin cmnw mloowih i!m 5h Mm P M41 Badda flog code ibq.huohtatmgAm nesrtstis*&vffi rOOVdo*Htnt—Yand'pM41. 2Pt WdtA beras WW OWVacedas9awnandv%fiLArdWen wdnV to base moteddsbdtbobWmdwa1& assngarsf wm 9. When used & 41slIV112'bib produSRuq aa to bo p otedad W@t an tmpocFnnt WYMDtg Hat oottpl0ef wRt S ea0ort 1"of the mc. iMttensaedin ° rem wWde of fhe VM mqk tgrvad trans dobb potwJbn ft pioductb seed tobeprotededwHh an krrpachedd.d coweft lhatoompOnva$adon f MP.lZof S, fbr2v shd tant q caafaoohrlt,oTidv tg of Qtem todhshd' be fh9 sanamNtots}mwn (ar2t buccrt otrycruahtstbtt. d. 9tocwW tar>ratafdelkdetomttodata&offhbd wWmquteb tarenoavgandyeEb a1 ertp wscrae dardaect. 7. Ilia pnuf+ct doosnotmaetlheaderfiWtradan iequlernertStbrlbe fltQ atswStp tespsstt De ituh> AedmiYEnraWwbW a1e orathabtTobfeWoaOiorspmtecWbronoverhangor ostopy W taatgfebelwemtheeofamtopysrava Mto531FImRon45 dea— it a CvvtmL FMKWCM D D sEE cErm W / SHEEP 6 g Am-- olato SEE OEOL W 1 SKW 6 5 g V7 if, Vr jy,j.', f ji }r v.'•jl 1Tr- - v.Vl' -'e d 1 f =_ FL-15t1 4 I 4 a lad551A56 - * g i ri'4.='' •; 't'r S'•'l.g t w"'` t't L'i: a•y '. , :; 'illi itt ttt` g— a:;: %' :fy ti•,. .^1•i' •c1 xn'1":kF1°'•.^r a' i'' o• r: i ^ o 54 4 :_~ _ i '•'i]r (("Fc•\ -'\ f.a, :/'g _ 6 • ac:ttlto is d. UWMAK v it N S e O DOOR LlEMQR w fwl gPANH.WIDIH NGRQO IfAL GROSS SWWH 2 DOOR PANEL031yam-cis 4DT+• '' we r ttyynn o L ccl g to Y_ d ,.•::•%I E BIDtdco c N t : P lA1—CN SI—RE — 5f 9 mLLsI (SNOQifI STAR) s „ 1Ai ! DOOR PANEL ,• 4a. smaoan stAr —•1 1.18' 57 4 a om a 12 a e 56 HINGE STIIE , 90fIVM RAIL 2 WRnCAL GROSS SEMON mom N.7.S °e sN0O1F1 57AR) suoottl STAR) 2 DOOR PANEL Fix I x wxm mu a EL-1500as s® -2 a L o 49 `''• 1 uij 38 a: - •f • t _ 17 v••. ..r• •'• a+ 11 of a 4 4 TO 1_ 76 ` t 8g n 13 31 1J V 4tf uut a;a u e i s 17 ac 17 _ =Op 44 20 y rt' so 42 '?ti r 39 31 i 317 i'ix r 33 q^'31! SEE NOTE i T_ l 47 sF.''r' SEE NOTE 2 l.5 ZrFXTFRIOR IE QB 5:t+., c lqBBB 96 d a'., .1 SEE I G7 j f t NOTE 2 1::'f,• 46 SEE NOTE 2 IA i rs:'s`' •':',;S' 47 ,r + ? s•,! I; 1 "tom ': • J VWCAL CROSS SECTION 5 Shown w >< sub—Wcc 28 40 19 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 'w 30 `ems 19 J5 ( SEE OEM PRESSURE CHART) N 14 31 14 13 4 SEE NINE 1 ! _ a: ! • ., a' '. x .t 1. The sldeft to direct set Into the Dumb with (12) a 41a ' a Re.^ &U3 a /6 le Y pfh road ease. fiche am (4) c •: •, • . t at such vmifeal Jamb, from the top downat 13S 31'. 4"' 2 6r There are (2) at the header at eW4 t2 4' from the outside comers of ft theme. there are aua &r.S. 2) 113 a fa x 2-1/2' pfh. wood screw at the ma ac JK sfII 4' from the cubfda comers. C K, k LrS d 1 YERTYCAL CROSS SECTIONFL 2 VERMAL CROSS SECTION 2. OPTIONAL SURFACE BOLS ON ACTIVE PANEL oe1^ 5 5 (SEE( DESIGN PRESSURE 04WT) —1S 0F 12 c O 38 aisheN. C Gm 1a .' NOW., I. The addw Is dbect set Into the tomb N rvlh (12) Pam J43 a fS w r pfh. Wood CFO xmvw. Thera am (4) at each verttaar 4 tl A jamb ham tiro top darn at 13S . M7. ACTWE 4tLl' do 66'. There are (2) at the heads ay B at 4' ham the outttdo corners of the bmna there an (7) 113 a /8 x 2-1/2' F •. ! « ,• :. , pfh. wood screw at the vA <' from the D{TFRIAR 36 43 •• •, a 4t 29 44 DELUL 4' 35 17 18 OPTION41. SURFACE SOL75 ON ACME PANEL ! 14/f N K (SEE DUM PFtESSM aiWI) rr 8m lC B I_ LORIZOMAL CR0.S5 SECTIONI 6 E§II 22 0.1d'ANi J3 Ara{K 8 7 SEE NOTE 1 8 7 rwcmE ' I ACTNE 10 ct I•,Vpr i U `. dli n...a ass a f • 13 1FJ 8 4 K 36 c y 10 37 43 a a GZA24/12 g gum a" N.T.S. i6 vm on .Of o 1 HORIZONTAL CROSS SE37T10N / z1 NOR WAL CROSS SEMON ¢ LFS 6 8 oswyc Nn. A.; @ -.a y. • I I 1 I I rl OPENMASING II 'Y'P' WAD II II & JAMBS I ASMGAL I ISHOWNFOR aREFERENM 2x SUCK I1 B II I1"ILUOUIONSSHHOOWNNFOR 11 B SHOYMN FOR-' I IREFERENCE II REFFJMNCE 1 II a tt u II II I 11 DOUBLE DOOR W/slDltm BACK ANCHORING 4. _ 2X f.Canaetaanchar at tecwromnoybeacFsfedtomahfa(nfhembL edge dance to mmfwlolnts 2 Cbnaefodnchorbcaffdmnoted.=%(AXCNC848rmmtbead,l WO* mayb mq sdfo atmYNAK r ft' ddffwxd `aerofem 3 Con efe andiartcbW ffW TArwN NCO 6ix UITRACON1-Ur r zx Ir1 - 1 r1 II II II II rl II IYP. FIFAD II ` JAMBS II II II I II II uuwox II II SHOWN FOR II 111 1REFERENCE 1 II ) I 11 MULLION I I I I SHOWN FOR 7. O1 d I REMENCE I I 11 II II II II II all TYP. NEED A s , Ages ` I SHOWN FOR RMMEXCE 4¢ is = i 3 I I I o d nfw13fE BOOR A k" K ANCHORING Ni al 7 I FL—IM00.4 1 13, COMMMEANCNOR NOIE 1. Concrete andwrboolbnt at the tamers maybe ccauted b maOMaPt lherh0'r. 2 Oonot#ooncharbcalfonrnafedctrUAX.ONCSOWmwtboacTietedto nxt*M fie mh edge d 9arce to morfarA tft addffiuld concrete anchors aW be/egrded to erase the'h1A7C bN C &OW climoodon ore not aa$eded 3 Concrete ondror f wood screw topnrventftipawatwood. Mr, fTT.r\SsTF'1dJy y4 RK THEM (2) MICHORS RW'D ONLY WHEN OP > 47 PSF t• WZONRY to W BUO1C OPENIK W IX BUCK FRAME TTP. HEAD a 4W185 a BUG( X BUCK Tip. L— rrp. SILL f I ai 13 ter, m A. STRIKEONa1mn m 1 M 13 Ic r0m : r A THRESHOLD ruoru oe FL-15000.4 a g -IL 0 H OPFJVING / W/lY BUtlC J/ a FRAME 2X BUCK% yg t orrA . 'T' OETAL '3' Aft, Y,a!r yrew 'e 7 A` I P SEE OFS41t. p !2 Ttv. WLL SEE DETAIL V B- — A` OONCREIFAMf3fORN0 T. Cbr"etc cmdwrbomYom at the corners maybe a*uted to mdnttim the mou ewe diaries to mwtarpkft 2 Caxrcte andWrloadibrottated cs'M" ON CENY 2'mtat be to mdhM the aft edge dtrtamw to armrWf*btc addMo 0maete err m oymberegrmed to emwe the WAJC ONC9.08Z'dttwtnion ore wt mmaeded. 3. Clxvedewchortahlr I.i• - I'r toI—T MASONRYJ 11 OPENING&JA_s FRAME 2X BUCK WL 5' 14 1yr. OLL OE X: 3TT mi 49 JO W/2X BUCK 73 0 NSTALLATION Jt 91 W/,X BUCK QINSTALLATION Lj DEWL '2' ASTRAGAL do SURFACE BOLT SME PLATES ® HEAD 31 3r O 30 ' 30 DETAIL '1' SURFACE BOLT STRIKE PLATE o THRESHOLD FL-13000.4 JAL --a r m 1!' 3* gv72 w 0,0 pi tdbti 1896' mar I&V 14-W 27 ' 27 TYP. TYP. 4S 4s sus' 3.?S z o0 ws Twsar 1— sEE HOLE 1 4 0 a 0 !ELM 12 °a on ,IX 1. THE ASMWAL BOLT HIS A 3` THROW a THE TOP eve Lf5 _ AND THE BOTTOM. w a FL-13000.4 1Ldril u F79RXM = S4 w s a FFiFmm d A OD OOYROSIIE aOD' ? "Jol # ^ o IIV W d imom s oast —j : 4 t S7FF1 LL o MR&WE BOLT FIVES. - m ) Sm 11.4 yq OMM Boa emirs p tra ! 72t' mss 1 g 3 Affim rroao 33 I s» sm sm s WOOD MAI.IE At i7MM? JOIWM PON M.% ME SG-O_4ZupA V= ® mmww DOMwmBarranSWEEP k tAIrr—{ crs L II T r- O2 79 SELF A n Fetnle .nn, F turrcaron oe n ALUUML uMAm_ .D4S' WADI At L Lt._ O80' THK W 1 V7MN NR 15 130TfOM B00T as c W19' EX RWED YMYL WALL upon FL-IM=4 aJ2a_M R W •R W Building Consultants, Inc. B Cona dting and Engineering Services fot the Building radastry C P.O. Ea x 23a wobtco, FL33S93 Pba c a116999197 FbvWo Bmrd ofPm%sdoaml8nain=OWnea n ofAudaa dwt6n No.9a13 Product Category sub Category Manufacturer Product Name SvMgins Therma-Trp Corporation fiber Oessto" / "Smooth Sine Exterior Exterior Door 118 industrial Drive 8'0 lnswrng w/ and w/out 81dellf as Poore Assemblies Sdgerton, ON 43517 Fiberglass Door Phone 419 298-1740 Non•Itn aoP soopeu This to a Product Evaluation report Issued by R W Building Consultants, Inc. and Lyndon F. Sghmidt P.E. (System ID g 1998) for Therms Tru Corporation based on Rule Chapter No. 610203, Method 1 D of -the State of Ronda Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmlck P.E. do not have nor WiU acquire financial interest In the comparry manuleotudng or dlahlbtdtng the product or in any other entity Involved In the approval prooess of the product named herein. Lrmfmdons: 1. This product has been evaluated and is In oompllanoo with the 6th Edition (2014) Florida Building Code (FBC) etrumural requirements Including the Ho Velocity Hurricane Zone° (HVHZ). 2. Product anchors shall be an listed and spaced as shown on details. Anchor embedment to base rnatedal shall be beyond wall dresshrg or stucco. When used In the OHVHZ" this product is required to be protected with an Impact resistant oeveMgthat compiles with S9otlon 1 ea of the FBC. 4. When used In areas outside of the "HVHZ0 requMng wild borne debris protection this product Is required to be proteoted with an impact resistant oovaring that oomplles with Section 1609.12 of the F80. 6. For 2x stud framing construction, anchoring of these untie shell be the soma as that afte m for 2x buck masonry oonstruotion. 6. Site conditions that deviate from the detalla of drawing FL-15000.4 require further engineering analysts by a tioansed engineer or registered architect. 7. Inswing oonflguratfons do not meet the water infiltration requirements for the "HVHZ', inswing units shall be installed only in non - habitable areas or at habbble locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is toss than 46 degrees. 8. See drawing FLA60o0.4 for sire and design pressure Umltations. Su ltiriq Doeumenta: 1. ea e M Tost Standard TEL 01480387-A,B,C ASTM DOM-08,ASTM D1929-M ASTM 02843.99 TEL 014603W&B,C ASTM D6W?-03, ASTM D1929.96 AMU D2842-99 STTS00001 Ai3TM Q20-96 16427-1078W ASTM E84-00a ATI e7608.01.108-18 ASTM 01929.9e ETC 01-741-10701.0 TAS 202.94 ETC 01741-10703.0 TAB 202.94 ETC 01-741-1069&0 TAS 202-94 TEL o8-1031-3 TAS 202.94 TEL OB-10314 TAS 202 94 Testing Lsb9gQt•y Signed by Testing Evaluation Lab.,tnc. Lyndon t . Schmidt, P.t;. Testing Evaluation Lab.,fnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Ina. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab,lno. Tasting Evaluation Lab.,lnc. Drawing Uo, Prepared by No. FL 150004 RW Bu dI e Consultants, Inc. (CA 09813) Calculations Preuaredbv Anchoring RW Building Consultants, Inc. (CA 49813) e ASTM E1300 Qlaes Load Lyndon F. Schmidt, P.E. Quality Assurance c Certificate of Participation issued by National Accreditallon and Managemett Gt : R-t t: C Institute , oadifying that Therrna-Tru Corporation Is manufacturing produote • A within a quality assurance program that compiles with ISONEC 17020 and ; t r - Sheen of 1 Lon Hicks, VP Operations William E Rtdh, P.E. Joseph A. Reed, P.E. Wendelf W, Haney, P.E. Wendel( W, Haney, P.E. Mv*D, Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Signed is sealed by Lyndon F. Sohmldt P.E. F. SchmldL P.E. Lyndon F. Schnlldt, P.E. FL PE No. 43409 Z24018 Florida Building Code Online Page 1 of 3 a.# Application Type Code Venslon Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Data Validated By Certificate, of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332-R2 Affirmation 2014 Approved I MI Windows and Doors 650 West Market Street. Gratz, PA 17030 717) 365-3300 Esd:2560 bsitlinger®mlwd.com Brent S Slinger bsiUinger@miwd.com Bftrior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luls Roberto Lomas PE-62514 National Accreditation and Management Institute 12I31/2015 Steven M. Udch, PE 0 Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 200S 6111 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my products) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A bttps://www.floridabuilding.orglpr/pr app 4d.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/30/201S Data Validated 04/30/2015 Date Pending FBC Approval Date Approved OS/06/2015 C n1nw'v of D.nAuMa Page 2 of 3 FL # Model, Number or Name Description IS332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"xe0" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVH2r No F115332 R2 II 08-0000C.0df Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 Impact Resistanh No Created by Independent Third Party: Yes Design Pressuroi N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510807B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLL5332 R2 It 08-00498C.odf Approved for use outside HVHZs Yes Verified by: Luis Roberto Lomas 625L4 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 51080SB.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVHZ. Yes Verified By: Luis Roberto Lomas 62514 Impact Roslstantx No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 512968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 1032.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 961x96" Limits of Use Installation Instructions Approved for use In HVHZ- No FLIS332 R2 11 08:Q2&49A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AS 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 1431x96" REINFORCED Limits of Use Installation Instructions Approved for use In HVHZe No FL15332 R2 It 0B-02250A.odf Approved for use outside HVHZZ Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL1S332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"s96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 s 08-1104 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 B 15332 R2 AE S12806a.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"s96" ALUMINUM SGD https://www.floridabuUding.org/pr/pr app d.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 3 of 3 Limas of Use Installation Instructions Approved for use In HVHZ. No FLLS132 R2 It 08-00501C.odf Approved for use outaldo HVHZt Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN AE byRIndepen0808irdPRESSURERATINGSTh. 20 Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGO SERIES 430/440 ALUMINUM SGD )00( 143"x80" NON - REINFORCED Limits of Use Installation instructions Approved for use in HVHZt No FLLS332 R2 171 08-00502C.odr Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Deslgn Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 510809B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143°x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 IT Oa-o0S03C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE S10810B.cdf PRESSURE RATINGS Created by Independent Third Party: Yes each Nee QML=IW :t 1940 North Momoa Street Talahassee PL 32399 Pliant: BSO-a97-1624 The State of Florida to an AAAMO amptoysr. Coawtobt 2007-200 Salta of Rod". N n AQWZWkRdQjaqd t: Rahnd Sdtamont Under fleft hit, enwa eddrwn are public morda. It you do net want your a•maa addrea rdesaed In respsna to a pubdo-mcords repuart, do net sand decbonle mall to" enity. 4atead, mnbact t a aMm by phone or by t adrdwal real, tf you haw airy auacMm please — * M4157.139S. 4uRltUrt m Section 4S527s(1)), Florida Statute: Mracdm October 1 2012, Ileotesus lmnod under Clapmr I55, P.S. must provide the nepartment smith an emal maddrIt they haw me. The amafb prwlda3 may be used fir * W commudatlon with the ltartme. Howawr cyan addramf are public recent It you do not wuh to aupply a personal address, plum provide the Department with an small addrew which an be made avallabh to the public. To determine If you are a Ikmsee under Chapter 455, P.S., please dick DIM, Product Approwl Aaoptat C. SAFE AEhttps:// www.floridabuilding.org/pr/pr app_ d.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAYING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECC OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED W THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. FRAM- MATERIAL- DRRUDED ALUMINUM 6063-T5. S. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTEC111r SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEAQING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS MAXUMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN i.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERKANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DEWLS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BE` 040 STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN IN ELEVATIONS AND INSTALLATION DETAILS 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANC14ORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPE7CIFlC GRAVITY OF G=0.42 8. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSL C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 0. METAL STRUCTURE STEEL 18GA, 33KSI OR ALUMINUM 6063-TS 1/8- THJC1( MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX. XP, PX. XIP, PD( I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS Wt I APMCWm AWED FUND£ AND FIN 64VALLATION 12/10/13 1 R.L. SIGNED: 1?/160113 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 GENN4 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" GENOTES O AT C 8:?ORlQ1olwne1A0NILcv 08 49 A 00/1 UALs1w> asNTS 10/30/13 1 OF 10 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED AN PER LOCA71ON SEE FOR NUMBER OF LOCATIONS REQUIRED 6• MAX r - 6• MAX I6• LAX AS1E IGHT L 6• MAX 6' MAX SO/ES 420 SOD REINFORCED WITHOUT ADAPTER ECTERJOR Y/EW DESIGNPRESsIQTERATm DIPACTRATTNC 135.0PSF NONE WRH2-lAwslL SEE CHARTS 01 ANO 02 FOR OTHER UNITS RATINGS OFr.+A91VPREswwRATm IaIPACTRATm 25.W-28.6PSF AAONE W TH I-V.—SAL SEEOWFMIOAND E4 FOR OThZR LOJRSRATMS CHART/I W7TN2.1/wsLLL W#MEWATWIDV a.TRATIONRESISTAIICEISRECUDZM 0 00 Z701Z71+Z1 gLIM 0 COMM WMf a.%W SrLL WNEREWATER PIPMTRATION RESISTANCELS ACTREOLMED. SEENOTE98HEEl1 EmEmm 11100 0011[mim 0 00 DIi0 D© 1 7L.S>rIG7 Esb1FiA mLmmKa L32latlT.uE.:` ROOM" OFSCftlPION WE I mN0 m ADOQ7 FIAMX AND FIN IHSTMIATION I 12/10/13 I ILL CHART43 W W I-I2•SRL WHEC-RE WA7M INFLIRAT(OM AESISTMICS IS REQUIREO- mc • a cmm . L'-7011i7mOtZ70tr'7. Olm®F®DE5>f E.TJDDDQE!lL!7NEU ZALM c E..'.7 CHARTt4 WITN 1-12'SLL WHERE WATER 9VFI.TR4TA NRESRSTiWCE6 NOTREOUIREO. SMNOTE9SHEET1 Wi4ff S Daslyn pnmtro ehvr[ I?u0 RWM UAWwnets TOWFtsaa 00 3•a 1i00 420 aSLOO ao Pas I Nq I Put I Hq Pui Nq Poi 1 W 7b 7 7 J 37A 34.4 3.{ u 3 39a z 3,0 J 1 42-1 1 a .2 1 30.3 3 60 13 1. amber a1•acltiw/owtlsns Alm 9iebFbWemlaw Vmpg leftw aao no 410 4" asa HLS limo NGS 3me N alma Nit s40 4 e d 6 a Nb 4 6 5 0 6 e w 6 6 0 6 e 0 A 4 6 6 0 6 e e MI WINDOWS AND DOORS LLC o`"1R: `[Ioz1001W. CROSBY RD 1 \S . • • • . ' CARROLLTON, TX 75006 ` 0EN8F9d SERIES 420 SGO REINFORCED WRHOUT ADAPTER ATAiEeOF96, x 9B• ELEVATION mame o•o N0. RV Ata;20RlOQ; d scut are 08-02 A O d'lpHANN, Nis 10/30/13 2 OF 10 E A FF HE 95' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX --{ 6' MAX 6' MAX 6' AX 1ME GHf 6' MAX SERIES 420 SGO REINFORCED WITHOUTADAPTER 9MA" VIEW 06TONPAESSURERAW,V WAOrAAr1N0 M.OPSF AME VMN2-tljr sal SEECNARTS Ol ANo a2SNEET2 FQR OlHFAUAPIS RA7INOS OESYGN PRfSSI1RERATUAG ldtPAGTRA7JM3 2&0%2s 6PSF mwe W TH 1-V7SILL SEECNARIS RiAND it SNEE72 FOR OTHERWM RATMW ot>zsta mx we erraa o ANO FLAME AND FIN INSTA MON t2/10/13 R.L. CHARTM msab6 e/fae0erf6eefemrngo/ne Idm ROYmeTEla11liNtlN Dal F-0— i60 Sib QO Q.O 91) sm no KO 66.0 Has A.mb Hie Jamb 066 lamb mm Amb W 4 6 6 a 0 6 1 6 1 a 91.0 I i 1 5 1 a 6 fu 7• c s a i e a e i6A a e 1 6 6 e e a a S 3/B' --•i 2' 2 1/d2' Stu AUJIMUM 6069•T3.0ff INCX 2' 1 1/7 SILL AWMD" 6064Ta.WTNCx MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 Jv.•GENSR;P SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96' FIN ELEVATION ATE OFW. V.L. I 06-02249 NTS lGXx 10/30/13 19M3 OF 10 1/2" MIN. EDGE DISTANCE waaws olsoroaoN CAM I A MVAM ADDED FLANGE MID FlN INSTALLATION 12/10/13 1 R.L. 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK i BY OTHERS MAX. SHIM 10 WOOD SPACE 1 3/8" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS DCTERIOR U_U lU l INTERIOR VERTICAL CROSS SECTION I110000 FRAMING OR 9KOUCK 80rAL LOITION NoTm T. INT R M AND OfIERIOR FMNES, BYOTNERS NOr"INNFORCLARiY. X PERIMETERANDJOffgTSF5ILANrBY0ThERSTO1iE DESIONED INACCORONNCE VWWASTUSnI2 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL REF SHEET 3 OR SELL OPTIONS MEN. ENT 1/2 EDGE WOOD FRAMING OR ZX BUCK BY OTHERS JAMB INSTALLATION DETAIL YY000 FRAM OGOR IX l =94STALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96" FRAME INSTALLATION DETAILS mane LrAO na L V.L 08-02249 NTS — 10/30/13 —4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE TT 10 SMS OR SELF DRILLING SCREW INTERIOR LTO BE SET IN 3ED OF VUU(EM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VER77C4L CROSS SECTION AD:TAL STRMCTURPUNSTAIIATTON DVf&t/ORANO EXTERIOR FB ME9 8YOTHM NOT SI AOWN F OR CL ARITY. E PtR4/ETPR AND JOA7 SEAL 4Nr9 Y0TRSRS TUBE DESIGNED OVACCOROANOE WRHASTME2112 TT 7/8' W EDGE OISTI t 10 SKS OR SELF DRIWNG METAL STRUCTURE BY OTHERS o o,az Al IOYm A I ADDED FIANCE AND FIN WrAIJATION 12/10/13 R.L 1— JAMB INSTALL4TION DETAIL METALSTRUQIURff#6TALL4TXW MI WINDOWS AND DOORS LLC VN>•R' YD/i/, 1001 W. CROSBY RO CARROLLTON. TX 75006 EH. slyG8 0SERIES420SGOREINFORCEDWITHOUTADAPTER*• 96" x 96" FRAME INSTALLATION DETAILS EVE DF ; iiSORt G\ VL oac A08-02249 0P N7S 0 I s srD /30 /13 5 OF 10 2 1/2- MIN. L EDGE DISTANCE II e • n '• ; 1 1/4" MIN. EMBEDMENT CONCRETE/ MASONRY 1/4" MAX . BY OTHERS SHI.M SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON O(TERIOR W J W J INTERIOR SILL TO BE SET W A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL 19 or 3/16- TAPCON SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS r. f 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECT70N CONCRIFTESMSONRYWSTALATION 1 1/4- MIN. EMBEDMENT 2 1/2, b MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 aumPmw are araovm AOOW FLANGE MID F01 =TALLATION 1Z/10/13 R.L. 1/4. MA)L SHIM SPACE UITERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRF7F//W S0AfRYWSPALL4 n0N NOTES f. MRPAIORANO EXTERIOR RN/SNES, BYO"09W NOTSHOWN FOR CLARITY. 2 PEROJETER AVD.VXrSEALANFBYOTHIR TO BE 09WNWINACCORDANCEIVITHASTMEV12 MI WINDOWS AND DOORS LLC S1R Ilp1001W. CROSBY RD CARROLLTON, TX 75006 N • • • . 4i. CENB d SERIES 420 SOD REINFORCED WITHOUT ADAPTER VrAVlPe0tF99" z 96' FRAME INSTALLATION DETAILS oltalts am IE4 REV i 4/S•,'p.NOAR1sucNTS08—OZZ49 A u10/30/13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. 860MENT SHIM SPACE 10 WOOD SCREWS INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION WOOO FRAHM 0RO(SUCKWSTALLATM NOTES f. nERIORAND EXTERM MSHES, BYOTHERS, NOT8HOWNFORCLAF TY 2 PERfwrMANDJOWT SSkL ANT 8YOTHERS T08E DE.SAGNED INACCOROANCE WTTHASfllP2fT2 I 1 3/8' WN. EMBEDMENT 1 3/8 MIN. EDGE DISTANCE 10 S WOOD FRAMING OR 2X BUCK BY OTHERS otul®1pu aie rwmrm ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL 1/4' MAX. SHIM SPACE JAMB INSTALLATION DETAIL NV OD FHAAfM OR PX 8UCK M8TALLAT70N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96. x 96' FLANGE INSTALLATION DETAILS gilt ow ft F L, 08-02.249 NTS — 10/30/13 —7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF ORILUNG SCREW INTERIOR rSILL TO BE SET IN A 80 OF WLKEM 116 f! CONSTRUCTION ADHESNE OR EDUAL VERTICAL CROSS SECTION METAL SFRUGT URF 1N51'ALLATION NOTIM f. INTSWORAND Ek79RIOR FINISHES BY OTHERS, NoTSIIOWFIFURCI.Mrr : 2 PERIMETER AND JONrSEALANT HYOTWJMTO8E OEPONED IMACGWIOANCENTMAS MEHFY SEE SHEET 3 FOR SILL OPTIONS 7/ 8' MIN. EDGE DIISTANCE J 110 SINS OR SELF DRILLING SCREWS METAL STRUCRIRE BY OTHERS 1/ 4, MAX. SHIM SPACE Fri® 16 vc ouvmo WE I Arvieovm AWED FLANGE AND FIN WSULLMON IVIO/13 I FLL JAMB INSTALLATION DETAIL METAL STROCTUREINSTAUATRW MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 4ZO SGD REINFORCED WITHOUT ADAPTER 96, z 96, FLANGE INSTALLATION DETAILS wrto owe wa L OB—OZ249 NTS m" 10/30/13 Isw8 OF 10 2 1/2- MIN. EDGE DISTANCE t .,' 1 1/4" MIN. i•. EMBEDMENT CONCRETE/ MASONRY 1/4- MAX, BY OTHERS SHIM SPACE OPTONAL - 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR LL1J 1L11 INTERIOR SILL TO BE SET IN A BED OF VULKE M 116 CONSTRUCTION ADHESIVE 3/16- TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS t . p,• 1 1/4. MIN. EMBEDMENT 2 1 /2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONGFIfiT&MASONRY=TALfATIQV ocmwrim oae awlmvm ADDED FLANGE AND FIN INS ALLAIIDN 12/10/13 R.L 1 1/4- MIN. EMBEDMENT 1 1/4- MAX. 2 1/2- `r SHILL SPACE INTERIOR MIN. EDGE DISTANCE ' f 3/18" TAPCON Fill CDNCREIE/MA90NRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK OONCR5r&%AASaVWfNSTALLATAN TO BE PROPERLY SECURED SEE NOTE 3 SHEET i NOTES 1.IJTERAORAND EXTERIORA)klSHES BYOTNERA A47T SHOWN FOR CLARITY. 2. PERGAETER AND JOW SEALAW RYOTNERS TO BE DWIGIVIED INACCORDANCEWRNASTUEV 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 St11 1!o/i ti G Ns- 4' EiG 11i• D SERIES420SODREINFORCEDWITHOUTADAPTERFLANGE INSTALLATION DETAILS AT OF % 20R1D , Cam • LnwneoneavOB A sole uue 8 OF 10 HTS103013 WOOD FRAMING 1/4 MAX BY OTHERS r SHIM SPACE NT ERfOfR 1 5/5' MIN. EDGE DIST. TRIM MIN. odeEOMTaTTINTERIORE71T- 1 1/4' MIN. MASONRY/CONCRETE BY OTHERS81% BUCK BY OTHERS. SCREW EXTERIO HOOK STRIP 1% BUCK TO BE 7/16' MIN PROPERLY SECURED EDGE DISTANCE 3/16' TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAMING ORYX BUGC INSTALLATION HOOK STRIP INSTALLATION MASONRYICOAA7:EM 1 1/4' MIN. EMBEDMENT METAL STRUCTURE B W000 W000 BY OTHERS SCREW FRAMING By OTHERS INTERIOR TRIM TRIM 1/4' MAX. 1 3/8' MIN. r SHIM SPACE EMBEDMENT INTERIOR 7/18' MIN TEDGEDISTANCE HOOK STRIP HOOK STRIP 10 WOOD IF10 SELF DRILLING SCREW SCREW ANEL EXTERIOR PANEL INTERLOCK EXTERIOR IPNTEJILOCK INTERIOR EXTERIOR HOOK STRIP INSTALLATI0N HOOKSTR(P INSTALLATION 2XBU04QWOODFR4lNWG METAL STRUMVRE VERTICAL CROSS SECTION WOOD ARAMM OR 2X SUCKWS7ALLATION FOR 8U W$rALGATIONBFESMESTS I.B. NOTIES. 1. WTT WRAND Of7FR10RFTN h=6YOTNE7TS NOT SHOKWFOR q.AR1TY. 2. POUT &FI91 AAV JOWTSEALMTTBYOTHERS TO BE OSSSMM #4ACCOR114NCEW W AM E2112 Roam 1/2' MIN. fc amcFamm WE AWRNW EDGE OMTANCE A ADDED CXARIS 03/00/12 R.L 8 REYLS D PER NEW TFSTNG 10/15/13 RL 1 3/8' MIN. C ADDED FIMiCE I=AL AT10NS 12/06/13 ILL WOOD FRAMING F1A8EQMENT OR 2X SUCK BY OTHERS 1 3/8' MIN. 1/4' MAX. 1/4' EMBEDMENT r SHIM SPACE MAX 5f9M ( INTERIOR 10 WOOD SPACE 1/2' MIN. SCREW EDGE OI,STANCE a0 EXTER10J4 INTERIOR 10 WOOD SCREW O SILL TO BE SET IN 10 WOODCREW A NST OF ION AD 116 SCREW CONSTRUCTION ADHESIVE , ri OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTAL1A71ON DETAIL BY OTHERS OR 2X BUCK By OTHERS WOODFRAARNGOAYXSUCK INSTAUATfON 1 3/8' MN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRfWWG CIR V BUCKI UDW ATION MI WINDOWS . cRoseaRoS LLC ``S ft.tlLow", 9 CARROLLTON, TX 75006 ` SERIES 430/4-40 XIX SGD 1t• 7 ev* _ ND7ES 143' x 96' REINFORCED 9TATOFaRFu4&nR,8YOTHEAS FRAME INSTALLATION DETAILS p TAT OPAl0t , RffYzp AYrSEALMRBYOnFBUTOSE 08- 00503 ' mod: R10•` DES/ GNEDINA000ROANCEWTHASM0112 g" HTS 01°E D2 23/09 —3 OF 9 !lIIIl111 o ac n aaE .wmm A ADDED CKAM 03/06/12 ILL. 1/4• MAX B fwAsm PER NTESTNC 10/13/13 FLL STRUCTURE METAL SHIM SPACE C ADOt:L FlANOE INEW 6TALlA (m 12/06/13 P-L BY OTHERS 1 1/ 4" MAX SHIM SPACE I 7/ 8' MIN. 10EDGE SMSORDISTANCE INTERIOR I SELFDRttSELLHGO SCREWa a E XTER/OR INTERIOR 10 SMS OR SELF' ORILUNG SCREWS SILL TO BE SET IN A BED OF WLKEAI 116 CONSTRUCTION ADHESIVE 10 SMS OR OR TOUAL METAL SELF DRIWNG STRUCTURE SCREW SEE SHEET 2 BY OTHERS EXTERIOR METAL FOR SILL OPTIONS STRUCTURE By OTHERS JAMB INSTALLATION DETAIL IN METAL STR!lCT1A4E WSTALLATIOIV VERTICAL CROSS SEC77ON METAL SIRUC7URE`XSrALL,4nOW MI WINDOWSDOORSLLC 10SB W. CROCARROLLTON. TX 75006 SERIES 430/" 0 )aC SGONOTEk oAr 1.>M iIORANOOCI IIoliFW5F16R8YD71iERs f 96" REINFORCED FRAME INSTALLATIN DETAILS NorSNOWFORCLARITY 2PSIMETE? ANDJOINTSEAcavrSYOT; ERSTOBE mwrte umSao. rsEv ORIOp'• : ijSS% • OLSlGNl MACGnIi1LUNCEWrtNA4TN [31 r2 F.A. 08-00303 C G WAM NTS 02 23/09 4 OF 9 2 1/2• MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1 1 /4' MIN. EMBEDMENT MASONRYCOW.RETE 13 OTHERS 2 1/2' MIN. iBUCK EDGE DISTANCEOFrrIONAL TO BE 1/4' MAX PROPERLY SECURED SHIM SPACE 3/16- TAPCON SEE NOTE 3 SHEET 1 3/16' TAPCON CONCREI$ OSO Y EXTERIOR INTO NOR SILL TO BE SET IN A BED OF WLKEM 116 3/16' TAPCON CCDRI aRULf10N ADHESIVE SEE SHEET 2 FOR SILL OPTIONS MASCONCRETE BY OTHERS MIN. EMBEDMENT of t . . VERTICAL, CROSS SECTION OOA CRET044SONAYINSTALLATION 2 I/2' MIN. EDGE DISTANCE t/4' MAX. rSHIM SPACE INTERIOR REV o0I1nIPt a1 0 A!}i001iD A ADDED CHARTS 03/06/IZ ILL 9 REVISED PER NEW TESRNG 1o/ls/13 R1. C ADDED FLANGE WSTA11AMNS 12/05/13 ILL EXTERIOR cu::y JAMS INSTALLATION DETAIL OPTIONAL 1X BUCK oaa wYlNSrALLATlOAf TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. NMMOR AND EXl'88OR RNMI ES. HY OTHERS NOTSHON'N RJR CLARITY. 2 PERWTM AND JOOVrSEALANT BYOTHERS TO BE OESxmw vAOCORMNCE WTH AST 1 HFN 12 MI WINDOWS AND cRoseDYasoSLLC LO /, CARROLLTON, TX 75006 v CENS gE SERIES 430/440 XIX SGOQVA 143• x 96• REINFORCED FRAME INSTALLATION DETAILS OF i0'••' 0i0R1O; 4js ONA UFAW: REV F. A.1xoua 08- 00503 C 11 N NTS 02/23/09 5 OF 9 vOOD FRAMING IOR 2X BUCK BY OTHERS JIG WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRANING OR 2X BUCK BY OTHERS i/2' MIN. I EDGE DISTANCE r1 3/6' MIN. 18/ -mENT 1/4, 7MAX. SHIM SPACE 1 3/B' MIN EMBEDMENT 1/2' MIN. EDGE DISTANCE INTERIOR JIG WOOD SCREW TO BE SET IN D OF VUU(EM 116 TRUCTION ADHESIVE QUAL SEE SHEET 2kA,FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS BMIN. BEDMENT VERTICAL CROSS SECTION WOOD FRANM 0R 2X 8UCKINST4UATTCN NOTES. T.WT980RANO8(TF)WCR FTNIb7= 6YOTHERS NOT SHOWN FOR CLVUY. 2 PEW4ETER AND.IDIYT SEALANT 8Y OTTERS TO BE DESOVED IJA000ROANCE WTTNASTIME2T12 DESUMON am APrg104w ADOED CHARTS 03/06/12 RL RMED PER NEV TESTOIG 10/13/13 RL ADDED (LANCE INSTAL AY(ONS 12/06/13 RL MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"0 XIX SOD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS oaanvt one Na F.A. 08-00503 VAS NTS 10ac 02/23/09 9M6 OF 9 METAL STRUCTURE BY OTHERS I 1/4' MAX. SHIM SPACE OR 7/6- MIN. LUNG EDGE DISTANCE J10 SMS OR SELF DRILLING SCREWS 1/4' MAX. r SHIM SPACE FINTERIOR FOOM RV pOdVf07N CAN aaeoum A AODID CHARTS 03/00/12 R.L 0 R&M PER NEW TES M 10/15/13 Ri- c ADDED FUWGE INSTALLAROIIS 12/OE/13 Rl. 11 SILL TO 0E SET IN LJ A BW OF HUU(EM 116 CONSTRUCTION ADHESIVE 10 SMS OR OR EQUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS p((FRIOR SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS METAL MUCIUREINSTALUATION VER77OAL CROSS SEC77ON WrAL ETTRUCnwOYSTAU ATA N NOTE£ 1.INTPRUORANDV(TER10RFDWSHES BYOTHSIA NOT8WKlV FORCLARITY. 2 PERUIME7ERAN17JOWrSEAL1NT OV OWERS?V 8E OEST& 7 ZD INA000RDANCE WTNASRI! EY11P MI WINDOWS AND DOORS LLC 1001 W. CROSDY RD CARROLLTON, TX 75DO6 SERIES 430/440 XIX SGD 143• z 961 REINFORCED FLANGE INSTALLATION DETAILS pMwK: aro Mn F A- 06-00503 1rA1E NTS IME 02/23/09 —7 OF 9 4*= VATR +w iiL`•' c 0RNQ: CONCRETEE/ 2 1/2' MIN. MASONEDGE 06TANCE BY OTHERS I 1 ' e' - , 1 1/L' MIN. i ' ' EMBEDMENT OPTIONAL - IX BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET 1 EXTERIOR 3/ 16' TAPCON -\ 1 1/4' MIN. EMBEDMENT 2 t/2 MN. EDGE DISTANCE 1/ 4' A1NT. SHIM SPACE 3/ 16' TAPCON J 3/ 16' TAPCON CONCRETE/ MASONRY INTERIOR BY OTHERS SILL TO BE SET N A BED OF WLKEM 116 CONSTRUCTION ADHESIVE OR EOUAL Sl>: SHEET 2 MASONRY,/ FOR SILL OPTIONS CONCRETE BY OTHERS • _ i 1 1/4' MIN. EMBEDMENT VER71CAL CROSS SECTION Y 1/2' MIN. CON0REr6A1AS0l YwbTALIATION EDGE DISTANCE RLYmQW ar oma®Rm1 0 ,R o A HOED CKARIS 03/06/12 R1- 6 REVRFD PER NEW TEESi1NC 10/15/13 R.L C ADDED FLANGE FWALLATIONS 12/06/13 R.L. 1/ 4' MAX, SHIM SPACE oPTTONAL IX BUCK JAMG INSTALLA77ON DETAIL TO BE PROPERLY OONCRETISUOISIONRYINSTALLgTTON SECURED SEE NOTE 3 SHEET 1 NOTE& T. WTM0RAND EXT8W0R RMSNE.R BYOTNER% NOTBNOWN FOR CCAR/1Y. E PFRIMErERAmD.ADwrss4L4NTBYOmosT08E DESIQNED W ACQDRDANCEW W ASTAI Est /2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 = SGD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS OpAft oRc re4 F. A. 08-00503 NTS — 02/23/09 —8 OF 9 v • CEIiISt.9e AGOF ; 1 5/8' MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE - PROPERLY SECURED EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION AMSONRYATOfVRETE INTERIOR TRIM 1 3/B' MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR -'— PANEL INTERLOCK HOOK STRIP INSTALLATION 2X8UIXp4VO00FRATAAro cog ArrpVm A ADOm CHARTS 03/06/12 R.L B RCAM PER NEW TEMG 10/13/13 N.L C ADO(D FIANCE IMAiNIONS 12/06/13 P.L. METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION ATETAL STRUCTLOW NOTE£ 1.ffa87 'IRANDOf 6VORFfiN6MESiBYOTHERS NOT 6NOWNFORCLARTTY 2 PERTMETERAND JOWSEAIAYTBY0IHERS TO BE DESMW /NACOOFVANW WTMASnW E2112 MI WINDOWS AND -DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143" x 96' REINFORCED HOOK INSTALLATION DETAILS aWou oY6 60 F.A. 08-00503 MILE nc Tunc 02/23/09 smwT9. OF 9 10/27/2016 Florida Building Code Online a Business 8Professional Reyulatlion M SCIS Home I Log In I user Registration I Hot Topla I submit Surcharge I slats a Facts I Publications I FSC staff I SCIS site Map I Links I search b h r I ;`1 Product Approval USER: Public user dJI,y Product Aoomval Menu > Produn or Aool cation SeanM > Anolication List > Appkatbn Detad 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 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA- 108 DASMA- 115 Year 2002 2005 hops:/ Mrww.floridabt6lding.orglpr/pr Epp dtl.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnl0heH%2t RKJkizESWxAzegKuYBGeGO%3d%3d 116 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 nary FL 4# 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 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 1 5120 / 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 FL9174 R11 II 0228 3189S8 P7.odf FL9174 Rif II Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0229 3189S9 P8.odf FL9174 R11 If Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.adf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 Rll AE FLO9174 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 1111 II 0230 318960 P10.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 PS.odf FL9174 III II Track Suoolement Chart P10.odf FL9174 Rll 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 6S3.0df FL9174 R11 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing IavailableintoporIntermediatesection. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL2174 Rll II 0234 319022 PS.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 MtpsJ/www.floridatxnlding.arglpr/pr_app M.aspx?param=wGEVXQwtDqufIIJRNVxf6u7ojnl0heH%2bRKJkizESlNxAzegKuYBGeGO%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE 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 FL9174 R11 II 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 Pi Post.odf Impact Resistant: Yes FL9174 Rll II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 If WD]ambSuoolementP16 s.odf Other: 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 s.odfrl 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 tI 0232 31a999 PS_odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.0df Impact Resistant: No FL9174 Rll 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 Rll AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 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 If 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 Rl l II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WD1ambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s-ad FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available In top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 RI II Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0237 31902S P6.odf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 P1 Post.odf Impact Resistant: Yes FL9174 RI II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes httpsJ/www.floridatxrilding.arg/pr/pr_appdU.aspx?param=wGEVXQwtDqufIIJRNVxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 3/6 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rii II 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 1111 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 Il WDlambSuoolementP16 s.Ddf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FW9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Ri 1 11 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL2174 Rll II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 If W03ambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.13df FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 1111 11 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.13df Impact Resistant: No FL9174 Rll II WD]ambSupplementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 Rl l AE ASTM A 6S3.odf door. FL9174 Rll AE Eval Reot 9100 rl s.odf FL9174 Rii AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available In top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WDlambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 1111 AE ASTM A 653.odf door. FL9174 Rll AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE F1,09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rii I1 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 1111 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll 11 Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WD]ambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 1111 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 III 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 1111 II WDlambSuoolementPl6 s.odf hltpsJ/www.floridatwilding.org/pr/pr_app o.aspx?param=wGEV (QwtDqu llJRNVx(6u7ojn10heH%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. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 0606 19 Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0606 319032 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: No FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 RI AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 r1 s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 S120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0609 319035 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoolementP16 s.odf Other. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 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 R-9174 R11 II 06OR 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 RI If Track Supplement Chart P10.odf Impact Resistant: No FL9174 Rll It WDJambSuoo1ementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.20 5140/9400/9600 #0607 16' 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 Rii tt 0607 319033 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf Design Pressure: +25.90/-28.80 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 Rii AE ASTM A 653.adf door. FL9174 Rll AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Balk 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 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The 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 Approve I Accepts: httpsJMrww.flaridabuildirg.orglpr/pr app till.aspx?param=wGEVXOwtDquFl1JRfWx(6u7ojnl0heH°62GRKJkizESWxAzegKuYBGeGO%3d%3d 5f6 10127=16 Florida Building Code Online I - Credit Card Safe haps•I/www.floridabuilding.orglpr/pr_app dtl.aspx?param=wGEVXQMDqufl1JRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 6/6 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 "o16s 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 7 6 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 - 30pst x 16ft/2 - 240lb/It i • 00 No. 51737WO STATE Of Z/ joss ONA . ` iIIII 4. CHART IS BASED ON 6-6- MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. S. 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 818.2.1. 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 56308/1`2203 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 "oTE 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 No. 51737 0` 0 STATE OF SS DNA; 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 REOUIRED 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 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/ N013 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 1 14 16 760 1 11 13 16 780 10 13 16 800 10 13 15 SC No. 51737 4 STATE OF Eft Z/;; , a/cINAILL ;'moI/11iriii 1. BASED ON 3/8*0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30pst DOOR WIDTH = 16ft LOAD PER JAMB = 30ps1 x 16tt/2 = 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. 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 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB 10TE4 2500 PSI CONCRETE NOTEI 4000 PSI CONCRETE"OTE, 2000 PSI GROUT FILLED CMU"OrE2 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 8 640 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. 51737aw 61 O STATE OF IONAAt 1. BASED ON 3/8"0 SIMPSON TITEN HO 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 ENO 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 = 1611 LOAD PER JAMB = 30psf x 16tV2 = 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 REOUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`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 4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE"OTE' 2000 PSI GROUT FILLED CMU"ore s 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 E' sCAr to 51737 of O STATE OF p N ••tL OR QP% O`er S /ONA `?\\`` Iflll 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 OUANTITY OF ANCHORS AS REOUIRED 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 S. 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 REOUIRED 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 7SO07 Fl. PE 51737 TX PE 56308/F2203 Revision P16 a® w 09 on 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 No. W37 0 STATE OF 4t' .1OR10 ON1 ;,` Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES. PE 3121 FAIRCATE OR CARROLLTON. TX 75007 It PE 51737 TX PE 56306/iZ203 PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR VERIFICATION OF 1NNDLOAD CONSUMC710W DETA0.S SEE DETAILS 1. 2. AND 3 REQUIRED FOR VERTICAL POST REINFORCING i_ SYSTEMS. 6' MAX MAXIMUM SPACING 6- MAIL MINIMUM 2a6 /3 Q, HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4- MIS Vz-3/4' 2) 3/8- SIMPSON 71TEN 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•. DETAR 1 MINIMUM 2500 PSI CONCRETE HOIL MAXIMUM DESIGN LOAD CAPACITY OF 2095 LBS, MINIMUM 2.6 /3 HEADER LOCK SOUTHERN PINE It LUMBER. B' 4' 4• 4) 31W SIMPSON 71TEN HD SCREW ANCHOR V47H A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 4'. D TAn ? MINIMUM 2000 PS! GRWT FlL_FD G7!U NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LOS. REVISIONS 2.5 /3 Q HEADER LOCK J PINE BRACKET 1-1/2• 1/ J-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. DETAIL 3 WOOD SUPPORT STRUCTURE NOTE MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS. a ice. n SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT DRAVANG PART NO. I REV. 324620 P16 wa c® Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 25W PSI CONCRETE EEM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE DESIGN 43'• OF SUPPORTING STRUCTURE SMALL MDM 2E 3/ DM THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE , a 3/8• SIMPSON 71TEN NO, 2-3/4• MIN EMBED. MIN 8' BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET 1/4-20N/18• TRACK BOLT AND 1/4-20 HEX NUT TRACK No. 51737 0 ; STATE OF — p00. 0 SIONi ;1` Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26 -06'OD' JOHN C SCATE5. PE 3121 FAMCATE OR CARROLLTON. TX 75007 FL PE 51737 TX PE 5630CMM PROFESSIONAL CNQNEER'S SEAL PROMDED ONLY FOR VOMCA710N OF WINDLOAD CONSTRUC71ON DETAILS MIN 2 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 - I HOLD BACK INTERIOR SHEATHING 5/10- LAG SCREW WITH 1-9/32- EMBED IN CENTER STUD (3 1/4-) FOR EACH JAMB BRACKET LOCATION - JAMB BRACKET 1/4-20A9/1V TRACK BOLT AND 1/4-20 HEX NU JAMB CONNECTION SUPPLEMENT 2 REVISIONS DRAWING PART NO. I REV. 324620 P16 The Genuine. The Original. I O Overhead Ooor Corporation 2501 S. State Hwy 121, Suite 200 Lawuvillo. TX 75067 Phone 4695497100 fax 4695497281 vwvw.ovarheaddoor.com April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 1J Kp.9 40 No. 7 VATE of Z. 4 o/S A. _ Overhead Door COr' 'ordtion 4S bsWia of SanwaHomi- Norton ... Tnncli 7 n9 ColPo! lb L : • . :: . 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 FL09174-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. C*U . E 11 v(olt 1 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. OM Drawings TABLE 1. Fl.09174-R7 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 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 1EA-FA= wtk 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 PS 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 fjo CAS 4 16(1b / (1 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a Y4" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 5 (°l0 ` 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, CCA"X> Jo n E. Scates, P.E. Y Florida PE # 51737 l0` 6 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 51h Edition (2014) FL 09174-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 5th 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 No. 51737 O STATE OF 0.t` `•!lOR QP p2 SS/ONAL llf1111 IuzmL 1. SNORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SS9 GLAZING IN MOLDED FRAMES SCREWED WITH A MINIMUM OF (6) /8x1' SCREWS INSTALLED IN 13 CA HOFO2 ANGLE - TOPTOP 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 FLAG ANGLE - OF 1175' AND A MAXIMUM LENGTH OF 16.75'. GLAZING 5 NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WAND -BORNE DEBRIS REGIONS. 16 GA MIN HORR- TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/160-5 '• 090' MINIMUM SSS GLAZING IN MQGLD FRAMES GLUED WITH LAC SCREWS A 1/6 BEAD OF BOSTIX 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITN A MINIMUM OF SHOWN) 13.1' SCREWSO SECTION (WITH OR WITHOUµT DCORATIVE INSERTS) NESTS 16 GA MIN VE RT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM IENGIN OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WARD -BORNE 511&1-5/8' LAP DEBRIS REGIONS GLAZED SECTION REQUIRES 16 GA IL -STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL FOB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FEED INSTALL ( 1) 1/4-14 7/B' SELF ON6LUNO CIWPTITE SCREW TO 1/4-20x9/16' TRACK - ATTACH i E J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER OETAL F ON NUT AT EACH JB JAMB SHEET 2. BRACKET LOCATION 1 IMPACT RESISTANT (LAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION ( WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKRGLON-AR POLVCARBONATE OR EQUAL GLAZING SMALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LEM01 H 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 15 GA STIFFENED' ATTACHEDTOU-SAR ON UPPER INTEGRAL FOB (SEE DUAL G JAMB BRACKETS SHEET2113GAJ-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SQKETDULE FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. INANITY. LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/6' SELr AND TYPE DRILLINGCRIMPTITESCREWTOATTAINTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE LOCK- 4. VINYL OR WOW DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REWWRED WITH OPERATOR 7/ 16' TO MEET NEGATIVE PRESSURES SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOOK, SLIDE LOLLS OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NQILL (4) SECTION SDI.ID POLYURETHANE FOAM INSULATION CHEMICALLY BODED TO 30 ODOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLANINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' 0". 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 BURDING OR STRUCTURE AND IN GLAZING OPTIONS ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS ORAWING. 6. 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) /ax1' SCEWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE RECUMENTS FOR WIND-BORNE DEBRIS REGIONS LOUVERED SECTION REWIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR JOIN E. SCATES PE 3121 FAIROATE DR. CARROU.-, Tx 75007 FL PE 51737 TX PE 36306/F220J PNOFE5901AL EXONEER•S SEAL PROMDED ONLY FOR KRFx' AnON OF WFOLOAD CONSTRUCTION DETAILS SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SE( REVISIONS P4 CHANGES TO GENERAL Ij FORMAT AND CHANGED DER U-BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER giwCHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/06 PS ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND 1 NOTE( 5) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS GREATER THAN 12'- 0'. (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TD MRB 5/10/06 I P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT i RESISTANT CRT 6/6/07 JAMB BRACKET SNEO DOOR HEIGHTNO. OF SECTIONSOF JAMEI BRACKETS EACH JAMB)OF TYPE LOCATION Of GENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM TRACK ( ALL DIMENSIONS t 2') 7'- 0' 4 a 01 , 25-1 J13, 34 JB . 45-I 4 (01). 63 JB 4 6 jFAJB 21-J 4 JB 29-3 4 JB 42 JB . 63-1 4 JBS B01 , 2J' JB , J4' JB , a7-1 4' 01 , W JB . 67' q 75' JB a7'- 5 a JB , 21-3 4 JB , 29-3 4 JB 48 JB , 57-1 4 JB ee JB 75-1 JB IGH LIFT OOF PITCHE OW tl4ILL GIRD FOLLOWING DIMENSION DENOTES SLATTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20A/16' TRACK BOLT AND NUT. C) FOLLOWING DIMENSION DENOTES DUTCH INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK ALL DOORS WITH MON LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REOUIRE USE OF CONTINUOUS WALL ANGLE. SE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HST UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'- 0' ALL 207.2 -230.4 14'- 0' ALL 1a1.J -201.6 12'- 0' ALL 1554 -172.a 10'- 0' ALL 129.5 -144.0 Wagne® Balton ADDISON DRIVE A. FLORIDA 32514 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIGN ( PSF): +25.90/-28.80 MAX WIDTH: DE16'-0' TEST (PSF): + 38.85/-43.20 IMAX HEIGHT: 8'-9' DRAWN 3 IMPACT/CYCLIC RATED (YES/NO). YES IMAX SECTION HEIGHT: 21' CHECKEO 4 ACKET SCHEDULE FOR T OPTION. ADDED LHR ACK DETAIL SHEET 2. T 4/ 17/08 1 ADDED IMPACT SISTANT GLAZING, OED TEXAS LICENSE IMBER TO TITLE BLOCK. HANGED LOUVER NOTE. XREASEO MAX HEIGHT 8'-9'. ADDED HIGH T AND ROOF PITCH ACK NOTE. T 7/ 22/08 i UPDATED TITLE BLOCK T 8/ 26/10 0 ADDEO LONG PANEL AZING OPTION T 3/ 15/11 MRB MODELS 5120/ 6100/9100 SHEET ) OF 2 DRAWING PART NO. REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (6) PEE-PUMCIED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UP; - IN BOWITH((TT))OM OF U-BAR AND ATTACH THRDWITH (( U))EN//D CM CRIMPh2TE1 SSC2EWS / 8.SELFEACH DRILLING CRI P11TE SCRFORSTANDARDTRACKAND ( u 1/4-14x7/B' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS slow+} LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BM PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14X5/8' CRIMPTITE SCREWS. THE (6) PRE -PUNCHED HOLES EACH ENO USE HEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH END VAIN (2) 1/4-14X7/8' SELF DRILLING CRUPTITE SCREWS 15 GA HINGt CHED IXCPTION U-BAR PLACED OVER TOP WITH (4) 1//8' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE S(2 OF BE ATTACHED THRU ENO CAP AT EACH W HICH ARE Y END WITH (1) 1/4-140/8' SELF DRIWNG ATTACHED) C IMPTITE SCREW LOCATED ON THE BOrMN FLANGE OF THE U-BAR NOTE• DUE TO CEARANCES REQUIRED TO 2' NYLON SARO INSTALL SCREWS AT THE ENDS OF THE ROLLER WIT U-BARS, ALL U-BARS SHALL BE 4-1/2' STE INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROUER SLIDES MO TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON INS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER INTEGRAL RIB AND ATTACH VATM (6) 1/4-20X5/0' CRIMPTITE SCREWS (2 OF WITH (21 1SCREW S/B' CRIMP SCREWS 1HRll WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED. 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (I THRU FLANGETOPLEAF. AND 1 OF WHICH IS FIELD INSTALLED OF U-BAR AND BOTTOM THRU PRE -PUNCHED HOLE HINGE LEAF AND 1 THRU WEB OF U-BAR AND IN U-8M DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED VAIN 3) 1/4-144 8' / CRIMPTITE SCREWS O CE U-BAR OVER INTEGRAL F48 WITH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRILL ENO CAP AT EACH END WITH (1) 1/4-14X7/8' SELF ORIWNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-14N7/8' 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) 1/4-20X5/6' ORIWNC CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. 6X3/4' MIN STAINLESS SCREWS WITH STAINLESS _ BACKED RUBBER WASHERS 3-1/2' D.C. MAX----X-' 1/8' BEAD GEULTRAGLS040ACSSCIOOOI AC I ZE STRUCTURAL SEALANT OR 1 FACER JOHN L SCALES PE NON-STRUCTURAL 3121 FAIROATE 0R. DECORATIVE INNER CAMOLLICH. TX 7SM7 WINDOW TRIM FL PE 31737 TX PC 3ww/F22O3 PROFESSONAL INONEER'S SEAL PROMOED ONLY FOR DETAIL E VEWFl TION OF Y•H410AD CXNSRIUCRON OETAILS USED ONLY ON IMPACT GLAZED SECTION - 11 GA REWORCEM04T BRACKET ATTACHED WITH ( 4) 1/4-14X7/6' SETT OPoWNC p CRIMPTITE SCREWS (2 0 THROUGH BOTH BRACKET AND U-BAR) DETAIL G 1 1 4-140/8' SELF DRILLING CRIMPTITE AT CENTER LINE OF DOOR THRU J- STRUT t OPERATOR BRACKET. B0JEL J-STRUT h SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WH 1/ 4-147/6' SELF Ca CRIMPTITE SCREWS I- __ IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) J'. 18 GA. 60 K9 U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH (5) 3% IS 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-PUNCIEO HOLES WITH (2) 1/4-14R5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4- 14X7/8' SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL 8 AND 0 THIS SHEET'), (2) 1 4-1h5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION. AND (1) 1/4-145/8' CRIMPTTE SCREW APPROXIMATELY 8' FROM EACH ENO. FOR DOOR MOTHS 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 (16) SCREWS EACH. FOR DOOR MOTHS LESS THAN OR EQUAL TO 12'-0'. THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- SAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. 2. NTH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN I/4' POLYCARBONATE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SUDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM Cr EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE 1, AND UNLESS NOTED OTHERWISE ON INS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14X5/0' CRIMPTITE SCREWS. 3, 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH ENO. Wa e® STATIC PRESSURE RATINGS APPROVED SIZES SC DESIGN (PSF): + 25.9O/-28.80 MAX MOTH: 16'-0' TEST (PSF): + 38.85/-43.20 IMAX HEIGHT: 8'-9' OR DOn pN90N OF OVERHEAD PENSACOL RLORIDA3251. ODOR CORF IMPACT/CYCLIC RATED (YES/NO). YES IMAX SECTION HEIGHT•lk 21' CF MODELS 5120/ 6100/9100 WINDLOAO SPECIFICATION OPTION CODE 0230 REVISIONS CHANGES TO GENERAL MAT AND CHANCED IM FASTENER TYPE END CAPS AND TOM RETAINER. AGED CENTER HINGE ICE AND ADDED VIP OPTION. JIGEO STRUT NTIFICATION METHOD M COLORED PAINT TO LOADS LARIFIED NUMBER OF ASTENERS AND CENTER TINGES REOUAREO FOR iARROWE R DOOR "DIMS. IRS 5/ 10/06 6 ADDED IMPACT DESISTANCE TO DOOR. NOT IMPACT ISTANT. 6/ 6/ 07 MOOIFED JAMB CKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2. 4/17/ 08 ADDED IMPACT ISTANT GLAZING. QED TEXAS LICENSE IBER TO TITLE BLOCK. CEO LOUVER NOTE. REASED MAX HEIGHT 8'-9'. ADDED HIGH AND ROOF PITCH CK NOTE. 7/22/ 08 UPDATED TITLE BLOCK 8/26/ 10 ADDEO LONG PANEL ZINC OPTION 3/15/ 11 N 1 3/8/06 1 CRT EO 4/ 6/06 1 MR8 SHEET 2 OF 2 DRAWING PART NO. I REV 318960 1P10 14" MAX 12" MAX 12" MAX I I 12" u MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75OD7 FL PE 51737 TX PE S4JDD/R2D3 PROFESSIONAL INC l4M SEAL PROVIDED ONLY FOR VERIFICATION OF VANDLOAD CONSTRUCTION DETAILS, PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIS CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE TYPICAL CUP OLTING DETAIN TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT 13 GA MIN CONTINUOUS " - WALL ANGLE TRACK r \i 2) 1/4" X 7/16 SEMI TUBULAR _ RIVITS O 11 GA MIN ( 1) 1/4"-20 TRACK CLIP SEE \ / OR CARRIAGE BOLT SCHEDULE \ "% NTH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 0.28"U 11 GA MIN CLIP 2 // SEE SCHEDULE l -y-(1) 1/4"-20 TRACK 13 GA MIN , i OR CARRIAGE BOLT CONTINUOUS / WITH 1/4"-20 NUT WALL ANGLE TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR MAX PSF WIDTH 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF REVISIONS 2 INCH ACK-CUPS-TEXAS J. ANGLE 12 FOOT DATED J 5/11/03 UPDATED FORMAT. XREASED ALLOWABLE ESSURES TO 5.00/-52.00 PSF FOR L DOOR WIDTHS. ANCED TEXAS WALL GLE' TO 'CONTINUOUS U. ANGLE' ADDED BSTRATE MOUNTING TAIL. CHANGED TO EN HD ANCHORS T 4/2/07 CHANGED FORMAT. DED MODELS 9800 D 8024 WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS TED IN CHARTS. DATED SPUCE k CUP HEDULES. 9/05/07 UPDATE MOUNTING TAIL DRAWINGS T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E /8 CUP (REPLACED 11 /9 ACROSS THE ARD} 10/24/07 UPDATED STEM UNTING DETAIL B 04/11/08 EXPANDED 1-1/2' TO 3/8' DOOR THICKNESS ART UP TO 14' HIGH. T 17/11/08 UPDATED TITLE xK T 6/2/10 wake® DRAWN DATE 8/21/07 NAME CRT CHECKED 8/21/07 MRB SHEET 1 OF 2 3395 ADDISON DRAWING PART NO. 307494 REV. P10TRACKSUPPLEMENTCHART DRIVE PEN( 80) A474o989032514 2 3/4" t1" EDGE DIST E60XX MIN 1 8 2-2, 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTIN 5/16" x 1-5/8" `-WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR _ _ BETTER AT EACH 1/4-2Ox9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL CONCRETE MOUNTING DETAIL JOHN E SCATES. PE 3121 FAIRrATE DR. CARROLLM". IN 730D7 FL PE 31737 1R PE 50305/F2203 PROFESMAL ENGINEERS SEAL PI WDED ONLY FOR s1C V[AA11ow or MNOLOAD CONSTRLICTXN DETA" 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 WELDIN( 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 A MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2 THICK DOOR HEIGHATE CLIP #'S FROM BOTTOM TO TOP PPLICE 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 DOOR HEIGH7'- 0" CLIP #' S FROM BOTTOM TO TOP SPLICE L5, 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 HEIGH7'- 0" CLIP #' S FROM BOTTOM TO TOP SPLL EE 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 HEIGH7'- 0" CLIP #' S FROM BOTTOM TO TOP L SPLICE4, 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 wa c® Difton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART P 1 850) A47FLRIDA 4 09890 32514 DRAWN REVISIONS ALL ' DATED ANGLE 12 FOOT J 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE tESSURES TO 46. 00/-52.00 PSF FOR L DOOR WIDTHS. 1ANCED ' TEXAS WALL NCLE TO 'CONTINUOUS ALL ANGLE ADDED JBSTRATE MOUNTING TAIL. CHANGED TO TEN HD ANCHDRS 1T 4/2/07 1 CHANGED FORMAT. wl) MODELS 9800 NO 6024 W1714 OVERLAY TRACK CUP HE=. IT B/21/07 5 UPDATED MODELS STED IN CHARTS. PDATED SPLICE h CUP HEDULES. P 9/05/07 S UPDATE MOUNTING TAIL DRAWINGS IT 10/05/07 7 UPDATED CHARTS TO IMINATE THE USE OF HE SB CUP (REPLACED 17H / 9 ACROSS THE DARD} P 10/24/07 B UPDATED STEEL DUNTWG DETAIL RB 04/11/08 9 EXPANDED 1-1/2- TO 3/ 6- DOOR THICKNESS HART UP TO 14' HIGH. IT 12/11/06 10 ADDED MODEL 8700. PRATED TITLE BLOCK RT 6/2/10 SHEET 2 OF 2 DRAWING PART NO. I REV 307494 P10 r Florida Building Code Online Page 1 of 2 Business • Professional Regulation t' 30jC 0 Dep=Mtd BCIS Moore ! Log In ! User Iteglstratlon i Hot lfop'= Subtnll Surcharge Slats a facts t Publications ! faC Staff SCIS Sim Map Links Search i Busines Professibb `naI E PUNICUpseer oval f- Regulation Product Aeeroval Menu > Product er Aedlkatkln Search Aedlkatien List > Application Detail FL # FL 19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived D Product Manufacturer Silverine Building Products Corp. Address/Phone/Emall One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrlan@slbp.com Authorized Signature Jon Berrlan Jonberrlanoslbp.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard AAMA/WOMA/CSA 101/I.S.2/A440 AAMA/WOMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products 1 FL 9 Model, Number or Name Description Year 2011 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxnuki ... 2/ 19/2016 Florida Building Code Online Page 2 of. 2 t 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Sinale Huna Window Limps of Use Certification Agency Certificate Approved for use in HVH2: No EL19715 RO C CAC 2-4-16 CCL-_Ist.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See installation Instructions, SVID002, and Product FL1971S RO If SWD002 SS 2016.02-03.odf Evaluation Report, PER3947, for design pressures and Verified 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.Ddf Created by Independent Third Party: Yes Back netst Contpct Us :: 1940 North Monroe Streer_. Tallahassee R. 32399 Fhone: ASO-487-1824 The State of Florida Is an ANEW employer. C32Vdaht 2007-2013 State of FlorSda.:: Privacy Statement :: Accesslbaity Sratemylt :: APAW4 Statement Under Florida law, snap addresses are public records. It you do not want your "ball address released In response to a pull k-records request, do not send alettmnk mall to this entity. Instead, cornett the office by phone or by traditional mill. It you have any questions, please coma SSO.487.139S. -Pursuant to section 4SS.27S(1), Florida Statutes, effective October 1, 201.2, licensees licensed under Chapter 45S. F.S. must provide the Derartment with an emall address It they have one. The emalls provided rroy be used for offbeat communication with the licensee. However emall addresses are public record If you do not wish to supply a personal address, please omvtde the Depatunent with an enu0 address which can be made available to the public. To determine V you arc a licensed under Chapter ass, F.S., please click toere . Product Approval A =pts: M ON ® M Cie ity:L http://www.floridabuilding.org/pr/pr_app_dtLasp0param=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 ENSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLA110N ANCHORS DEPICTED ES THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF IIn INCH ITIE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I.E, WIT)IOUT CONSIDERATION OF TOLERANCCSI. TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4 SHIM AS REQIIPRFO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/9INCH. SHIM WHERE SPACE OF 1/26 INCH OR GREA TER OCCURS. SMIMIS) SHALL BE CONSTRUCTED OF HIGH OENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE BB WOOD SCREWS OR I GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE INSTALLATION SHALL MAINTAIN MIN. 3/67 EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE R8 SEIf•T4PPING SCREWS, OF SUFFICIENT LENGTH TO A04IEVE A MINIMUM OF 3TNR0 'INN f M. BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN 3/8' EDGE OISTANCL 7. THROUGH FRAME INSTALLATION; FOR INSTALLATION INTO WOOD FRAMING USE 110 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1A INC14 MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCI(TO CONCIWWMASONRY, OR DIRECTLY INTO CONCREIE/MASONRY, USE 3 161NCH DIAMETER TW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE L-1/4 INCH MINIMUM EMSEOMENT. INSTALLATION LULL MAINTAIN MIN. 13/4- EDGE DISTANCE 9. THROUGH FRAME INSTILLATION: FOR INSTALLATION INTO METAL STUD USE 010 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 IHREAU5 PENE INAIION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, ING7LICING RUT NOT LIMITED TO STUCCO, FOAM, BRICK VENELR, AND SIDING 11. INSTALLATION ASSOCIATEDANDASSOTED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WrFH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBC). EXCLUDING NVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMA/CSA 101/IS.Z/M40*M1 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETUMASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WINO 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. 1X AND IX BUCKS (WIZEN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONOITIONS FOR A SPECIFIC SITE. IF SITE CONOMONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A UCENSED ENGINEER OR ARCHITECTSHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON• HVHZ AREAS, IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO RE OBTAINED FROM MIAM40ADE RER OR AMU. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK DO NOT INSTALL 7. IN ACCORDANCE WITH THE STH EDITION FBC• WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROMFRCCEDGEOFBLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCK' CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR S, GLASS MEETS THE REQUIREMENTS OF ASTM E LT00 MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANC140A CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. S. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C' GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C40 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROU r COMPRESSIVE STRENGTH OF ZMO PSI. 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 K9. MINIMUM WALL THICKNESS OF 47.9 MR (0.0478' oP 18 GAUGE). MIN. LIZ' EDGE DISTANCE. F. ALUMINUM - MINMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1116'. MIN. 1/2' EDGE DISTANCE. TAKE OF CONTENTS SHEET REVISION SHEE r DESCRE TEON 1 INSTALLATION A GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VEQTICAL A HORIZONTAL SECTION5 (NAEL FIN) 5 VERTICAL A HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORZONTAL SECTIONS. BUCK INSTALLATION, A GLAZING DETAEL MAX OVERALL SIZE CONFTG. DESIGN MESSURE MISSILE LNPACTRATING WCDTHHEIGHT36' 84- O/X 35 / -35 PSF NON IMPACT 38' 6r O/X 50 / •50 PSF NON IMPACT 315' 74' 0/X 50 / -50 PSF NON IMPACT 38' rr 0/X 33 / -35 PSF NON LHPACT 44' 62' O/X 50 / •50 PSF NON IMPACT 4r T2' O/X 35 / -35 PSF NON IMPACT 48' 64- O/X 201.20 PSF NON IMPACT 52, 72' O/X 23 / •25 PSF NON IMPACT 36' 63.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 4r 96' O/X (ORIEL) 20 / -20 PSF NON IMPACT 7r 6r O/X_O/X 35/-35PSF NON LNPACT 7Y 04' O/X_O/X 35 / -35 PSF NON IMPACT 76- 6r O/X-O/X 50 / -50 PSF NON IMPACT 76' 7r O/X_O/X 50 / -50 PSF NON EAPACT 76- 7r O/X-O/X 25 / -25 PSF NON IMPACT 80, 74- O/X-O/X 35 / •35 PSF NON IMPACT 96' 74' O/X-O/X 1 •30 / -30 PSF NON EMPACT I08' 6r O/X-O/X-O/X 50 / -50 SF NON IMPACT 103' 7r O/X-O/X-OM 50 / -50 PSF NON EAPACT 106' 64' 0/X-O/X-O/X 25 / •25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SilverUne MAnderum IY OOW/•0004{ aQ34vEdDEon" H601H MOWS UL W OM PH, rrm "a'm V) Z O Z H W w W RP mN o$ yz DWG M 5W0002 SHEET: 1 OF 6 MAX. FRAME Silver Une WIDTH 48' MAX. FRAME d1AndExSET 0 E WIDTH 48' 4 4 g oOnl orwswsa. w anol w 03t)•lS1000 F F f F S S S S 11 a0 r 8 VIFv q MAXAME MAX FRAME N m < HEI6HT96' X. HEIGHTgb• Go QUALIFIED CONFIGURATIONS y 40W 01 ARCH TOP CONHGURATIONS FOR ALL 2901s301 y < m w G RATINGS• SINGLE UNR CONFIGURATONS . X. W a a aC ^ aF d LUH A 0 A p 4 s s Tm ELEVATION ELEVATION ZSINGLEHUNGWINOCNV SINGLE HUNG ORIG WINDOW O H Z MAX, FRAME MAX. FRAME B E WIDTH 96' 8 E WIDTH TG8• w QUALIFIED CONFIGURATIONS s CH TOP CONROURATIONS FOR ALL ZM49M RATINGS, TWIN UNIT CONFIGURATIONS F F F F Z S 3 ... 710. M9 O• S ` ', MAX FRAME O • A i •` HEIGHT 74• MAX FRAME X. d•• ~ CG' S X. .X. •• HEIGHT 04• '`Y. pFLO% A 0 Z S A D V h ELEVATION s ELEVATION DWG `#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW G ` O002 SHEET: 2 of 6 2' MAX. FROM CORNERS It' MAN O c. III'MAX. 0 C. 2" MAX. FROM CORNEQ5 L L NO1D a••. et W VM AT OF SP FSF SMALL EE."Nx A YAK v OL AT wEA0. JAW. *m SILL ANCHOR LAYOUT NAIL FIN • SINGLE HUNG WINDOW 2• MAX.FROM CORNERS O.C. 4 1/2" O. 0 2' MAX. FROM CORNERS 1 AXJ L 41/ 2' MAX. O. C. ANCHOR LAYOUT NAIL iIN - TWIN SINGLE HUNG WINDOW t' MAX. MAX. _ 6' FROMCORNERS I O.C. 6' M. OI I; MAX I FROM -- i 6" MAX CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX. 20' MAX FROMr- CORNERSO.C. 6' MAX. 12• MAX. 6' MAX 12 3/4' MAX. CORNERS r FROM-_r O.C. CORNERS r I 1 O. C. 20' MAX. O. C. L 6' MAX. FROM CORNERS T ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW 16 10 II 6• MA . FROM CORNERS 161/ 2' MAX O. C. ANCHOR STRAP STRAP6FROM ANCHOR STRAP P/N SCORNERS P/ N 50-2995-2 SEE SHHEETEET -2 S FOR DETAILS SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME - TWIN SINGLE HUNG WINDOW THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW SIlEVAndeerssuii r4l eleeevA. 000et a,* SRVEHAE om l omw FPVLSNKC watw p.OSLI435Ie00 Z OVA 2 of W W Z m JG < i m It w maZ_ W N < w G F' Wof ay d D T m I* c 0 N 1.. o Na NG #: SW0002 BEET: 3 OF 6 CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 4 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 8 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE 6LAZING DETAIL, SHEET 1112, MIN. EMBEDMENT 3/6' MIN EDGE DIST. 1/4- MAX. SHIM SPACE J SASH REINFORCIN INTERIOR SEE SHEET 6 FOR REQUIREMENT SEE GLAZIN DETAIL SHEET INTERIOR g VERTICAL SECTION 4 HEAD- ZX WOOD SUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER / SEALANT BY OTHERS 1/4' MAX SHIM SPACE EXTERIOR FINISH BY OTHERS U8 WOOD SCREW INSTALLATION ANCHOR 3/8' MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 CONNECTION DETAILS p• "' °' CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 1/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION 4 SILL - 2X WOOD BUO( NAIL FIN EXTERIOR O.A. UNIT WIDTH 1/4' MAX. I I MIN. 3/8' EDGE DISTANCE SHIM SPACE 6 5 MIN.3 THREADS 5 PENETRATION BEYOND 6 METAL STRUCTURE NO GR. 5 SELF-TAPP" SCREW INSTALLATION ANCHOR r METAL STUD BY OTHERS. SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY oTHEas HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN SilverUne t-Andersen eeere•eeves as 31LVE"s anE mmw stuN wim"I cam M.pRI.IS oeD v od? z LL11 VV11 O ym< v m :<.m IA W Oz &_ V! < (•. 1 W G , d P Qf I I O 9! r u'1 > ... c11 t Z i N Z Y < z Og` V yVj Z DWG Ft SW0002 SHEET: 4 OF 6 910 WOOD SCREW INSTALLATION ANCHOR 3/4° MIN' CONCRETE/ MASONRY EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS BY OTHERS 5EE SHEET 6 FOR 1/4° MAX CONNECTION DETAILS SHIM SPACE MIN, 3 THREADS CAULK BETWEEN °• • a SASH REINFORCING PENETRATION BEYOND CONCRETE/MASONRY a SEE SHEET 6 FOR REQUIREMENTS METAL sraucruaE BY OTHERS SEE GLAZING MIN. V2° E06E DISTANCE 11/2• MIN. DETAIL SHEET 6 r EXTERIOR FINISH EMBEDMENT PERIMETER SEALANT Jvr—lk —1 1 1/4• MAX' BY OTHERS / SHIM SPACE O.A. EXTERIOR / INTERIOR UNIT \ HEIGHT SEE GLAZING DETAIL, SHEET 6 VERTICAL SECTION S IICAO • ZX WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME. HOLES PROVIDED TO ACCOMODATE #14 DIA. EXTERIOa INTERIOR ANCHOR STRAP, AT TWIN 8 TRIPLE CONFIG. ONLY. SEE 0.0620 PLANOA VIEW -ANCHOR STRAP 0,A. P/N 50.2995.2)' DETAIL AT HEIGHT RI614T FOR INSTALL. REQ. 1/4• MAX PERIMETER SEALANT SHIM SPACE BY OTHERS MIN. EXTERIOR FINISH BY OTHERS e EMBEDMENT PRECAST SILL 4? BY OTHERS 3/16• ITW TAPCON e •• .' INSTALLATION ANCHOR e t EDGE DISTANCE p VERTICAL SECTION159SILL • CONCRETE/MASONRY THROUGH FRAME INTERIOR lu fR S 5ELF•rAPPI1136 SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH F HORIZONTAL SECTION 5 IAMB . METAL TUBE/STUD OR APPROVED MULU THROUGH FRAME 3(2) 6.0000INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY. USE (4) 3/16• LTW TAPC0N5 PER STRAP, MIN. t-1/4' EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, SR. 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, MIR V EDGE DISTANCE. SilverUne aAMewn arfi JV3 nE w mom momFVuwwKowuroenopsrl uXno n 8 3: 7e. qz r • N M P Y Ot7 0 v m p G ZccRW < W b k 0 V) Z 0 0 H $ ws O m . I. 1,5: p 3 Y Z O p V! DWG #: SWD002 SHEET. 5 of 6 INTERIOR EXTERIOR INTERIOR SMALL' FRAME LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF, SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. VERTICAL SECTION HORIZONTAL SECTION MEETNG STILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESI6N PRESSURE •/- 35 P5F 36 X $4. (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-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF t08 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72, (O/X-O/X-0/X), DESIGN PRESSURE •/•50 PSF C- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESI6N PRESSURE •/- 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATIIGS: 76 X 62. (O/X-0/X), DESIGN PRESSURE •/- 35 PSF NOTE: ALL BLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND A5TN. E 1300 GLASS LOAD RESISTANCE, 5/8' O.A. I.6.6LA55 EXTERIOR / \ INTERIOR MIN.6LA55 SITE 1/2' 1/8' SETTING BLOCK GLAZING DETAIL I NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN i' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK. 1/4• ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 11/4- MIN. EMBEDMENT 11/2- MIN. EDGE DISTANCE 2- MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL Silverline hAndersw r1l ow mve".2* o¢K r.aumi.m..sw"L a.w M 052) 433-=* V) Z O Z H Lu %n DC o o%% o O ,. q • ram• -6'% av T > Z a ") DWG #: SW0002 SHEET 6 OF 6 WINDOW FDOOR RE NNUAACTURSASSOCIATIONHallmark® Certificate of j% AMS, INC. NOWDMA Conformance and License (CCL) f' AdminWia"YStmag Systrm.% 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-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 220Pa 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 914x2127mm ( 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 6/7/2013 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 4/3/2017 1219x1676 mm (48x66 in}H 440- H-025.40 2900/4900 70 Senes 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 413/2017 914x1930 mm (3606 in)-H 440- H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05! Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440- H-025.42 2901/4901 101/I.S.21A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm ( 44x75in}Type H; Positive Design Pressure DP) = 120013a (25pso; Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440- H-025.43 2901/4901 101/l.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' ( 38x66in'}Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52pso WD- 20 10114109 Friday, May 13, 2016 Page 7 yWMUOFCTURERSAS=AnON Hallmark® Certificate of ,; AMs, INC. IEWDMA Conformance and License (CCL) Adm"°'m'""°°ag`m"" Systems, 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-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 511/2017 1118x1575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psQ 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf): DP =-2400Pa (-50psQ: 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 = 240OPa (50psf); DP =-2400Pa (-50psi) 440-H-025.47 2900impact ASTM E-1996 12JASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 511/2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psQ 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 7.52psQ 440-H-025.50 2901/4901 101/I.S.2JA440-08 Class LC-PG50: Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2J24/2017 965mm x 1880mm , (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psQ 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cyde Pressure +50/-50 38in 62in NCTL-110-16675.1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440.11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS,INC. 4 4IOWDMAConformanceandLicense (CCL) 1WW Admieisyacrn'Inc. mrnt . Syucros, 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 440-H-025.57 2901/4901Impact 440-1-1-025.59 2901/4901Impact 440-H-025.60 290114901Impact 440-H-025.61 2900-4900 Series/290141901 Single Hung Window 440-H-025.62 2900-4900 Series/29014901 Single Hung Window 440-H-025.63 2900-4900 Series/29014901 Single Hung Window 440-H-025.64 29004900 Series/29014901 Single Hung Window 440-H-025.65 29004900 Series/29014901 Single Hung Window 440-H-025.66 29004900 Series/2901/4901 Oriel Single Hung 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 440-H-025.68 29004900 Sedes/29014901 Single Hung WD-20 10114109 Friday, May 13, 2016 Standard Rating 101/I.S.2/A440-11 Class R-PG50; Size Tested 965 x 1575mm (-38 x 62 in.) ' Type-H ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, E-1886-05 - Wind Zone 4 ASTM E-1996 121ASTM DP +501-50 psi, Missile D, E-1886-05 Wind Zone 4 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi; Water Test Press 260Pa (5.43psQ 101/I.S.2/A440.11 Class LC-PG35; Size Tested 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm x 1676mm (38 x 66)' Type-H. DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 101/I.S.21A440-11 Class LC-PG50; Size Tested 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ Wide High Test Report # CertDate ExpDate 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 965mm 1575mm NCTL-110-16675.2 3/5/2014 2/20/2018 1219mm 2134mm D9957.01-109.47 10/9/2014 8/6/2018 1321mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm 1829mm D9964.01-109-47 1/29/2015 814/2024 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 Page 9 WINDOW MMUTURS ASSOCIATION I2 • Hallmark0 Certificate of 11WDMA Conformance and License (CCL) y Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceil.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adn,in6vid,Yl,,an„ Systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109.47-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.70 29004900129014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109.47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/490TTW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in)-H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35, Size tested 1829mm 2134mm C9952.01-10947 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994xl524mm' (79x60in')•H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/49D2 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.21A440-11 Class R-PG50: Size Tested 1918mm 1575mm C0328.01-10947 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 36OPa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1118/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440.11 Class R-PG35: Size Tested 1829 mm 1575 mm D9358.01-109-07 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psi; Water Test Press 260Pa 5.43psQ WD-20 10114109 Friday, May 13, 2016 Page 10 M U4NU c;DOOR ASMICtATION Hallmark® Certificate of 11WDMA Conformance and License (CCL) '' Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Administ>stivYMenagernent - System,, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109.47 5/12/2015 5127/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109.47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 29004900 Series/29024902 Twin Single Hung 101/I.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 psi; Water Test Press 360Pa (7.52psi) 440-H-027.31 29004900/29024902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1127/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psi) 440-1-1-027.32 29004900/29024902 Twin SH (Finless) 101/I.S.21A440-11 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 psi; Water Test Press 360Pa (7.52psi) 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/2112025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psi) 440-H-028.14 290314903170 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 2900/4900170 Series 101/I.S.21A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109.47 2119/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-10947 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 D5516.01-10947 3/26/2014 3122/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW R DOOR MANUFACTURERS ASSOCIATION IEWDMAConformance Hallmark® Certificate of and License CCL1 ,t1itl Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Administretir,laoagemcnl sysums Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 29004900 Sedesl2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-10947 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 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 psi; Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.21A440.11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-028.22 29004900129034903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30, Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 29004900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-10947 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi, Water Test Press 260Pa (5.43psQ 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 3.13psQ 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 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. NOWDMA Conformance and License (CCL) AdIn111istrnpsystem01s4,I8b'lrlftrlt lr10K. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-2344228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440•1-1-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 440-H-089.01 5500/5540Transom (Specimen 1) 101/I.S.2/A440-11 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. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43pso Class R-PG35: Size Tested 2734mm x 914mm (108 x 36) Type-TR: DP +35/-35 psi: Water Test Press 260Pa 5.43pso By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109.47 lt, I-t<— John .1IcFee, VP of Certification 11/23/2015 4/27/2025 11 /23/2015 4/27/2025 iVDAYA Hallmark By: &J4 Rhonda Schon_, Authorized Representative, AMS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscen.com WD-20 10114109 Friday, May 13, 2016 Page 26 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# FL 19715 Report No. 3947 5th 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 I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' 0 'i 0 7 F .......... G StONAL Hermes F. Norero, P.E. Florida No. 73778 A\\ 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 f# 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL t# 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5' 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' 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 lr•BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization f#: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # 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 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL*: FL1971S Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/28/2017 Florida Building Code Online BCIS Horne I Log In I user Registration I Hot Topics I Submit surcharge I State a Faces I Publications I FBc staff I Bus site Map I Links I search Ruda d L r I Product Approval f - USER: Public user Iat arK r ,rL 4L:r:ii,•.Kr Product Approval Menu > Product or Apolicatlon Search > Anollmdon U > Application Detail FL * FL13192-114 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. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorized Signature Pingsheng Zhu r pingsheng.zhu@jameshardle.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pi ngsheng. zhu@ja meshardle. com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Category Panel walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florlda Professional Engineer 1, Evaluation Report - Hardcopy Received I i• Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. f Validation Checklist - Hardcopy Received lCertificate of Independence FL13192 R4 COT RIO - Certificate of Independ nce.PD Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R4 EDuiv ASTM C1186 Eauivalencv Sianed.odf httpsJ/www.floridabUlding.orgtpr/pr app d.aspx?param=wGEVXOwtDgtsk%2bGnUu47ocicmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA*/o3d%3d 1/3 4/28/2017 Florida Building Code Online f Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved su, minary of Products .._ ..__ . Method 1 Option 0 08/17/2015 08/26/2015 09/07/2015 10/16/2015 FL # Model, Number or Name • Description'. . 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL13192 R4 H ER RIO-2553-IS Plank metal wood.odf W3192 R4 H ER RI0-2557-15 Plank Shingle CMU.odP Impact Resistant: N/A FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing odf F113192 R4 lI Install CemPlank Sidino.odfDesignPressure: N/A Other: For use In HVHZ Install In accordance with NOA IS- FL13192 R4 II NOA 15-0122.04.odf 0122.04. Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Parry: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shlnale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.2 HardlePlank Lap Slding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes R-13192 R4 II Ea RIO-2553-1S Plank meLl wood.odf Approved for use outslAe HVHZ: Yes FL13192' R4 11 ER RIO-2557-15 Plank Shlnale r ML .o f Impact Resistant: N/A FL13192 R4 lI ER RIO-2577-15 Plank to WSP Sheathino.odf Design Pressure:•N/A FL13192 R4 II Install HardlePlank Sidino.odf Other: For use In HVHZ install in accordance with NOA 15-. FL13192 R4 II NOA 15-0122.04.odf 0122.04. Verified By: ]ntertek Testing Services NA Lod. Created by Independent -Third Party: No Evaluation Reports 1`1.13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4'AE ER PIO-2557-15 Plank Shlnale CMU.odf FL13192 R4 AE ER RI0-2577-15 Plank to WSP Sheathina.odf FL•13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.3 HardleShingle Individual Shingles fiber -cement Individual cladding shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL13192 R4 II ER RI0-2555-]5 Shingle metal wood.odf FL13192 R4 ]I Install HardieShingle Sidina.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2SSS-15 Shingle metal wood.odf Created by Independent Third Party: Yes 13192.4 Hardle5hingle Panel fiber -cement notched shingle panels (straight edge, staggered edge, half round edge)' of Use Installation InstructionsfLimitsApprovedforuseinHVHZ: No FLi3192 R4 II ER RIO-2555-15 Shingle metal wood odf FL13192 R4 II ER RI0-2557-15 Plank Shlnole CMU.odfApproved.for use outside HVHZ: Yes FL13192 R4 If Install HardleShlnale Sldino.adfImpactResistant: N/A 4 Design Pressure: N/A Verified By:.Intertek Testing Services NA Ltd. i Other: Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15•Shinale metal wood.odf L13192.R4 AE ER RIO-2557-15 Plank Shlnale CMU.odf4 , Created by Independent Third Party: Yes y13192.5 Prevail 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.odf https//www.floridabuilding.orgtpr/Pr_app dtl.aspx7param=wGEVXOwtDgtsk%2bGnUu47ogxmaHRnHI104CXwhKRgKDf?RrxWwZsbl */*3d%3d 2/3 it 4/28r1017 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- 13192 R4 11 ER R10-2557-15 Plank Shingle CMU.odf R-13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 11 install Prevail Lao Sldina.adf FL13192 R4 li NOA 15-0122.04.Ddf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER 11I0-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shlnole CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: OS0.487-1824 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 try traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 20t2, Ilwtsee$ 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. 1f 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 4SS, F.S., please dick b=. Product Approval Accepts: Credit Card Sate httpsl/www.floridablalding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDfIRrxWwZsbgAa/o3d%3d 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. 4a HardiePlank• "Zr-9 Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 OW INSTALLATION REQUIREMENTS - PRIMED & COLORPLUV PRODUCTS *11wnvfte.horde.comfor die most recent version. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL`" SMOOTH • CUSTOM COLONIAL'" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURETO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING' CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONV- PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10e PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONErr" APPIJES TO YOUR LOCATION, VISIT WWW.HAROIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store Rat and keep dry and covered prior to Installation Installing siding wet or saturated may result In shrinkage at butt Alms. Carry planks on edge. Protect edges and comers from breakage. James Hardie Is not responsible for damage caused by improper storage and handling of the product. CUTTING I OUTDOORS INDOORS 1. Perllan culling stallan so that wind will bbw dust away from user 1. Cut only using scare and snap, or shteaa (manual, electric or pneumatic). and agars d woderq area. 2. Position cubing station In well -ventilated area 2 tine one of the ro mettods a Best. I.mdn, elod(c or pneur aic) - NEVER use a ewer saw Indoors- b. Better: I.Ousl reducing radtra sawegipped with a - NEVER use a Bala saw blade that does not carry to HerdeBlads saw tllade eadanark Harueftla'saw Maya and FA team mfractbn NEVER dry sweep — Use wet suppression or HEPA vacuum a Good; L Dust reduti•ng circular sawwifn a Hardid(Rade saw blade my ran for law In moderab odlig) Important Note For maximum protection lwzt respirable dust prodrliora, Am Hangs recommends always using •Be-Iml cutting nled where La46k. NK)SH oiled resplalrns can be used In conjundnn with abut amrg pmckes to fuufner reduce dust ewes. Addliotd eMure IrdormaGon is available at WN. jammeftne.cdm to help you deamim the ma9 appoprias cutting msthod (Or your Job rerpltemems. g concern dill Oasts about Cuipom letets a you do riot campy, with fine above practices. you sr" ah"s cona ita uyuagred ndusutal hygletdsf oreonlact James Hartle for further inf rmatim. GENERAL REQUIREMENTS: HardiePlank• lap skiing can be Installed over braced wood or steel studs spaced a maximum of 24" D.C. or directly to minimum 7/16" thick OSB sheathing. See general fastening fequirements. 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 wwty. lamehardle.00m A water - resistive barrier is required In accordance with local building code requirements. The water -resistive barrier must be appropriately Installed with penetration and Junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap• Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When Installing James Hardie products all clearance details in figs 3-14 must be followed. Adjacent finished grade must slope away from the building In accordance with local building codes - typlcally a minimum of 6" in the first 10'. Figure 1 Doable wall Single Wall Do not use HardlePlank lap siding In fascia or trim applications. Construction conrfbuetion Do not Install James Hardie products, such that they may remain in contact with standing water, water -resistive banner ui-In bracing HardiePlank lap siding may be installed on flat vertical wall applications only. pM" or 24•0`. rrex. For larger projects, including commercial and multl-family projects, where the span of the Wesheatung wall is significant In length, the designer andlor architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin 'Expansion Characteristics of II James Hardie' Siding Products' at www.JamesliarcRe.com. DO NOT use stain, olValkyd base paint, or powder coating on James Handle® Products. INSTALLATION: JOINTTREATMENT One or more of,the following joint treatment options Figure 2 amine fine (I call \ are required by txxie (es referenced 200)nde preset plata \ R703.3. 2) fastener 314• / A. Joint Flashing (James Hardie recamme81 •from tap B. Caulking' (Caulking Is not recommendrt' ' of Iarf4 .o for ColorPlus for aesthetic reasons as' PCaulking and CotorPluswillweatherdifferently. For thesamereason, do not caulk nail heads on o ° •,, • war ColorPlus products.) Harr d1t„arsding ~'`moo .o o: 11Stelet C. "H" jointer cover n Install a 1 1/4• ataner strip to Instal piarm in \F ° o ensure a consistent plank angla moderate Contact at bum ldrns iavve appropriate gap beavee n plankc and trim them cauk" Note: Feld painting over caulldrg may produce a sheen difference when compared to the field painted PrimePkus. 'Refer to Caulking section In these Instructions. For additional information on Hardiewre Villather Banter, consult James Hartle at 1-866.411ardle or wwmhardletwap.com WARNING: AVOID BREATHING SILICA OUST comes Hordb° products contain tesphaba crystaline sIcA tvhlch Is lmvn to the State of caitomb to Cates career and Is considered tr/ IAIIG and MOS H to be a cause of cancer from one occupational sources. Brealhing excessive emoums of resplreete slfca dust can also came a 0laebing Ind potentially fatal lung disease called sills rob. and has bem linked w th other @trues. Some shulles suggest snakk maayy Increase lh se rwcs During Installation or handing: 01 work 4 muhhoor arms with ample vmtllaBm; (2) use filer cement shears forcudling or, whom not fw0k, use a Hardlr&mle° saw Made and dust reducirig0cular saw atuchod to a HEPA vacua; p) wain others In the immediate Grow (4) weer a propay-filta NO'JH-appraeddust mask a respirator (b g. N95) In accordance with applicable gWemmnn rapt lions and manufacturer Instructions to further Ilob repiabb slim miposuns During ckgrt-up, use HEPA vacuums a wet cleanup marrieds - rover d ccmep. For fuller Inkrmallm, rotor HSfAUAiION Fbiftstructions iH1CT10 SandyLEADTO SEd Data MaterialSafetyPSieelNALsalable atlmOR OFATHeshadlacon or bycalling1-ratio-9HMpE (I-ag0.942.7343). FAILURE TO AOHEf TO OuR WARNNGS, MSOS, AND HS11110-P1/4 6/13 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Roof to Wall Horizontal Flashing Kickout Flashing Zflashing '' _ As re aired by IR code LiL K' r ' 0. min 4' x 4" Min. X" Do not caulk J III i Figure 7 Figure 8 Figure 9 Figure 10 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas A yo. ME Figure 6 Slabs, Path, Steps to Siding Figure 11 Mortar/Masonry Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension ecommandsd In 1-1710 i ct9Atlsuhi 5 trap •I e 1 c V{hg ,utte efit FASTENER REQUIREMENTS ** Blind Nailing Is the preferred method of installation for HardlePlanke 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 nalling (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed comers may be done for aestfletic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nall (0.09" shank x 0.221 " HO x 2" long) 11ga. 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 framing. Nails - Steel Framing Er& F Panelfase nails or equivalent (0.10" shank x 0.313' HO x 1.1/2" long) Nails must penetrate minimum 1/4' into metal framing. OSB minimum 7/16" 11ga. roofing nail (0.121" shank x 0.371" HD x 1.75" long) Ribbed Water -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). St O.C2n. i Nei Line ') Bind Will wbint Rethdva 1 t!4'm4l Barrier Overlap ,: .... 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 Ribbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323" HD) Screws must penetrate 3 threads Into metal (ranting. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1-12" long) Nails must penetrate minimum 1/4' Into metal framing. OSB minimum 7/16" Siding nall (0.09" shank 0.221" HD x 1-1/2" tong)' Figure 16 Minimum overlap for Both Face and Blind Naigng min. 1 114' overlap 7 44' — O.C. max. 314'-1' 1. ice_oor 1 1!4' min. overlap water maladve 112MV Laminate sheet to be removed Immediately after installation of each course for colorPluso products. When face nailing to OSB, planks must be no greater than 91/4" wide and fasteners must be 12" o.c. or less. Assn see General Fastening Requhements; and when considering alternative fastening options reler to James Harde's Test klkl Bulletin USTB 17 - Fastening Tips for HardePlankO Lap Siding. HS111194W4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or starless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is net responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie• products near the ocean, large bodies of water, or In very humid climates. Manufacturers of ACO and CA preservative -(mated wood recommend spacer materials or other physical bafflers to prevent direct contact of'ACO or CA preservable -treated wood and aluminum products. Fasteners used to attach HardleTrim Tabs to preservative -treated wood shall be of hot dipped zinc -coaled galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specilied design wind loads. NOTE Published wind loads may not be applicable to all areas where Local Building Codes have specific Jurisdiction. Consult James Hardle Technical Services If you are unsure of applicable compliance documentation Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). Mg. A) Do not over -drive roil heads or drive nails at an angle. If nail is countersunk till nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). NOTE Whenever a structural member is present, HardtePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing Is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener Is driven snug with the surface of the siding. A gush mount attachment on the pneumatic tool Is recommended. This -will help control the depth the nall Is driven. If setting the nail depth proves difficult, choose a setting that under drives the roll. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, tlq, 0LLYYfill &add nail snug flush 91 DO -NOT DO NOT Figure A I Figure B I under drive nails staple PAINTING DO NOT use slain, oiValkyd base paint, or pa#vder coating on James Hardiep Products. James Hardie products must be painted within 180 days for primed product and 90 days for unprirned.100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Beck -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. COLORPLUS® TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James Hardie® CobrPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden lose. Touch up n1ds, scrapes and nail heads using the ColorPlus• Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardlePlank° lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after Installation of each course. Terminate non -factory cut edges Into trim where possible, and caulk Color matched caulks are available from your ColorPlus, product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party much -up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie CobrPlus Limited finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface Is clean, dry, and free of any dust, dirt, or mildew Repdmirg Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oil/alkyd base paint, or powder coating on James Hardie® Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-PY4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANr LAP SIDING WIDTH SQ 5114 6114 7114 7U2 8 8114 9114 9112 12 11S0=100sg1t.) exposure) 4 5 G 61/4 6314 7 8 8114 103/4 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 80 67 64 59 51 50 50 37 5 125 100 83 80 74 11 83 63 47 6 150 120 100 98 89 86 75 75 58 7 175 140 111 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 1633 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 18e 188 140 16 400 320 267 25G 237 229 200 200 149 11 425 340 283 212 252 243 213 213 158 18 450 380 300 288 267 257 225 225 167 19 475 380 317 304 261 271 238 238 111 20 500 400 333 320 29G 286 250 250 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building deslgrL James Hardie does not assume fesponsibUty for over or under ordering of ploduct. IRECOGNITION: InamadanceWillICC•ESEwluarwnReport ESR•22MHardlePbrdtlap sktingbrowgnhedasasultadealternate tolhatspedtedircthe 2008,2009,62012loWnationelRasidentlalCode for Ora - and Two-fsnlly Dmegrgs, and tine 2006, 2009. & 2012 Inlemallond Bdldltg Cade,. HmdlePlank lap ddkg e also reaognhed for application In the hl!Wng: Cky of LosArrgafns Research Report No. 2486Z State of fbridalblkrg RA89, Oade County, flolda NOA No. 024729.02. U.S. Oepl. d HUO Moladals Release 1263c, Un3Oeporknerl d Instuarrce P"d Evalwilon EG43. Qtyof New York MEA 223-934,1, and Collforda OSA PA-011 These document ehoukl also be oawdbd for addifoml Information cmaernirg the altaUTAy of this product lot spedfk eppWalbra. d 2013 Jens Halle Buldi g Products. All rights rosened. TM, Ski and 6 denote kademaft or re&WW trademarks of James Hardie Tedmolop Llmlled.,oiis a regfstered trademark of James Har®a 1 eduatogy Llmiled. Paneffest Is a registered trademark of ET6P fastening Systems. Ina Additional Installation Information, 461 Warranties, and Warnings are available at JamesHardie www.jameshardie.com HS11119•P4/4 6r13 MIAMI•DAD MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATIONISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/eeonomv James Hardie Building Product, Inc. 10901 Elm- Avenue' Fontana, CA 92337 SCOPE: This NOA is'being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such. product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" And "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSofftt, 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., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant LABELING: A permanent label with the mantifacttirer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on sofft' panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there fins been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiratiou date or if there has been a revision or change in thb 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 NO& Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors And shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 013-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMMDADE COUNTY NOA No. 15-0122.04 Expiration Date: May 1, 201.7 Approval Date: April 9, 2615031;;b IVIVX James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" L. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.071, 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted ttuder 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.. AT[ 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 5`h edition (2014). FBC issued by Ronald I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3o1Zo15 Carlos M._ Utrcra, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Bate: April 9, 2015 E-1 LENGTH PRODUCT DESCRIP,I 0-N WALL SEE HardBeParhe6011, Cempanew. & Stud Spacing at 16" O.C. DETAIL A Prevan Panel Siding materials are B 4 nonassbestos fiber -cement products r _ ! W8• ehidc 15 ply APA rated tuy.tecl in accordance with ASTM pMM+od sheavik 9 in C1186 Grade it. Type A and meeting i i i i '! •'`. ,i •..• a000ctance with Rorida the requirements of the Florida B"rg Code Section Building Code. 6hh jAhhrhdm I ` ,•' • 2 n z PANiLDIMENSIO IS g Coat i Goa!! a : Water resistive Width Length Thickness, WALL licit?• : ( ` : barrier per Florida Q 8,9,10' SltG 0G i byo>mgs ..i -Oy $ ' Balding Code I i I' seWon 14o42 QMSLG PRIrS_S_lpaRA rreac F `C. Installation Design r x a•s RF wood studs Wood Studs Wood Psf HardiePanel impact Resislant- i Planks installed over W thick 15 Ply a BE— Nah1s at 16" O.C. (typ.) S C ' Prehrail Panel APA rated plywood sheathing 318" Minimum Edge Distance Siding RE10,6 Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 K h HardiePanel, Cempanel, Prevaail Panel Siding Water4eshstive barrier per Florida Building Code Section 14D42 SW thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23213 2" X 4" S-P-F Wood Studs the wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Buiilding Code: HA1_2DIEP Nq,IL PA R V 1 L MEL iq 1NG 1NST%L]A ON DETAILS A11 installation shall be done in conformance with this Notice of Acceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.O.A. Note 13 SW thick / 5 ply APA rated plywood sheathing sha11 be attached to the studs in accordance with Florida Budding Code Seefi n 2322.& sheathing supporiec' The siding panels shad be installed over SW (flick 15 ply APA rated plywoodbyaminimumof21)(C S-P-F wood studs spaced a nhaoamum of 16• Q.C. Note 2] The siding panel fastener shall be a Y long. 0.223 head diameter, 0.092" shankdiameter. corrosion resistant siding nail, the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the SW thick 15 ply APA rated plywood sheathing into wood studs located at 1S• O.C. Fasteners shall have a minimum edge distance of 3i1r and a minimum clearance of 2" from comers. HARDIEPANEI, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, b= 1D901 Elm Avenue Fontana. CA 9=7 CE I FSOO No ( ---- A PNL.PLKSOFF Creator. E Gonzales scar a ire= 1-4r I Dace 4f2420t3 ,sh+Or 1 or 12 Fastener Spacing per Florida Cladding Building Code.Section 23223 16 OOin. Is— • FramingI• . p 7fJCia ' Fastener Spacing per Florida Sheathing ew 6%, vw *at- iwidh cling Code Section 2322.3 0 Z 'i I•l nE.. I coaee I • I j 1011f rraEvUEDmom Iys13B/1.d7 o STA* 0 iI'roaoaca as Rq]NING NOMINAL 2" X 4" S-P-F WOOD STUDS t6" O.C. FASTENED WITH 3-VT16d COMMON NAILS (2 PER TOP AND FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOM CONNECTION NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SkF.A7 il,NG NOMINAL SIV' THICK/ 5 PLY APA RATED PLYWOOD ° HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 23223 C_-AgQ12LCz James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH Y LONG, 02V HEAD DIAMETER, 0.092n SHANK DIAMETEf; CORROSION 10901 Elm Avenue RESISTANT SIDING NAILS, PLACE NAILS S" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909366-6300 S¢s FSCM NO OMNO Fax 909-42 -0634 A PNL-PLKSOFF Creabr E. Gonzales §CUE 1"=1*-0• Date: 4242013 Z; 2 OF 12 ALL LENGTH SEE Stud Spacing at 15- O.C. DETAIL A B ^ I F---T`---T— SB" ttodc / 5 ply APA rated pNwood sheathing fastened i ; i rrjr` OG , to metal scuds as descmbed in Note 1eltOUtK.T oendra . 1 , Q i.i , •• 1 ` water"esisfire NoWALL1t ; : Barrier per Florida HEIGHT Building code I lid FCa>oaii ' = i ' STATE 1 Seaton 1e042 L 209a, 3.6/8"X 1S/8" lule l Un,d 84 HardiePanel, B I NJLCempanel, Nails at 91 O.C. (typ.) Prevail Panel 318" Minimum Edge Distance Sig REIAtL—A Sheathing fastener. as described in Note 1. rAe 1F7p a0s Panel fastener, as described in i7- Note 2 HardiePaneW Siding Water -resistive barrier per Florida Building Code Section 1404.2 I sr thick / S ply APA rated L pymod sheathing fastened to metal studs as described in Note 1. 20ga. 3-5/8" X 1-5/ir 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. P&QD_UCT D_E_SCB-EnOjj HardlePaneldi, CempaneM, & Ptevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance v+ith ASTM C1186 Grade If, Type A and meeting the requirements of the Florida Building Code. PANEL DLINENAMAS Width Length Thickness 4' 8.9.10, sms" R j-C-_bLUjMS-1-V1Wjt* Installation Design Pressure Metal Studs -104 psi Impact Resistant - Panel installed over SW thick 15 ply APA rated plywood sheathing iA—I pj.EPAN CENtPANEt,_PFj 1E /A,I_IzPANE SIDWG 1NS/U,1_ONDELTAIL S, AU installation shall be done in confomhance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Sidng •will be installed shall be designed by an Engineer or Architect pefthe Florida Building Code and the requirements of this. N.O.A. None 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6 oo at panel edges and all intermediate supports using a No.8A 8, 0.315" head diameter x 1-1X long bugle head screw The siding panels shah be installed over Sr thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 351W X I-W' Metal C studs spaced a maximum of 1S"• O.C. Note 2) The siding panel fastener shah be a minimum No. 8-18, 0.315" head diameter X 1S/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 SW thick 15 ply APA rated plywood sheathing into metal surds located at 18" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Balding Products, Inc, 10901 Sm Avenue Fontana, CA 9=7 A I I PNL-PLK-SOFF Creator. E. Gonzales IscuF - 1r1" =1=0" I Dare: 4242013 jsi W 3 OF 12 REV 6.001n.,•- I I I I Ii T 6.010in. PRODUCI: REVISM m c0njpb swj& d,tiAllr n Ho / 3NG i t?oaas C.eaaoil EC iB I!LG FASTENED WITH SW WAFER HEADCRC (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 AHEATHING . i NOMINAL 5/8° THICK / 5 PLY APA RATED PLYWOODSHEATHINGTOMETALSTUDSAT6.00 AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING AGLENO.8-18, 0.395° HEAD DIAMETER X 1-U4' LONG BIJ HEAD SCREW CLADDINGTHEPANEL IS FASTENED WITH NO. 8-18, 0.315' HEAD DIAMETER X 1-61S' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6° O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing II I I Sheathing II ICI II II I I I I ,,, ova I I '110.i 21 I STATE OF PLO Rlt- sic FOR METAL ND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOAFTHSAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEI„ PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products. In- 10901 Elm Avenue Fontana, CA 92W Phone: 90w4=-wuw '— PNL-PLK OFF Fax 909-427-063 4 A sT 40F12 Creator. E. Gonzales SCAW 1' =1'-0" Date: d/24/2013 T 4 WALL L at IV, as i• ii Miraia 3/4" Minimum Edge Distance Q491LA with ID LENG111 Sheathing fasteener. as described in Note 1 aogcootroi i .i i SSIONA- Nails at 16" O.C. Siding fastener, as described in Note 2 HardiePlanK Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 14042 A r 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2' X 4' S-P-F Wood Studs The wag and soffit frames are to be designed by the Architect or Engineer of Record in comofiance% tit the Florida Building Code. SEE DETAILA pgODUCT D=SCRIETION HardiePlanW, CemplankZ. & Prevail® Plank lap Siding materials am. tWdc / 5 ply ApA are nonasbestos fiber -cementproductstestedtoaccordance withratedplywoodC1186Gradeit, Type A andsheathingASTMinmeetingtherequirementsofthewbFloridaBuildingCode. FW& Buldurg Code Section 2322.3 lMkEL, p M_ENSLOW vvawAisis ive Width Length Thickness barrier perRwida Sc}1/r 17 SMS' BuaTog Code Section 14042 DaLC,N P _,•_ _S 119ER_ARq 2-X a• S-p,F Installation Design Pressure Wood Surds Wood Studs -92 psf Lop Siding Impact Resistant — Planks installed over 5/8" thick / 5 ply 1-1/,rraft x 5/16' APA rated plywood sheathing thick slarter drip CNK,. eft VA_ i4L A SID_INGJ+TA1!?.E tJ All installation shaD be done in conformance with this Notice of Acceptance, the manufacirn ems Installationrecommendations, and the applicable sections ofthe Florida Building Code WoodstudsvdlereHardiePlanl4Cemptank, Prevail Lap Siding will be installed shall be designed by an EngineerorAtdmitectpertheFloridaBuildingCodeandtherequiremetrtsofthisN.OA Note 11 W. thick / 5 pry APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 23223. Planksshallbeappliedhorizordailycommencingfrom the bottom course of the wag with 1-1W vAde laps at the top of the plank such that the exposure area of each plank is s 84W vertical/. Wote21Thesidingfastenershallbea2-1/2' long, 0.223" head diameter, o.0g2" shank diameter, corrosion -resistant siding nail; The siding is bstened s 8-1/4" O.C. vertically and 16" O.C. horizontally, fastenersaredrivenintowoodstudsthrough5/8" thick / 5 ply APA dated plywood sheathing. fasteners areplacedintheoverlappiingareaapproximately3/4' from the bottom edge of the overlapping plank Vertical joints shag be placed -over studs. sheathing supported by a TheplanksshallbeinstalledoverSthick15plyAPAratedplywoodminimum of Z%4" S-P-F wood studs spaced a numealurn of 1S' O.C. Fasteners shall have a minimum edge distance of 3W. HARDIEPLANK, CEMPLANK, pREVAJL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie suildrng Products, fm 10901 EIrn Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Creator I— Gonzales IscALE 1/r =110 I' Date: 4/242013 IsMM 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 -16 in OC— Cladding 0.75n as .i&tee8xw* SwEnCoat wo-spmoo we t345l/,Ci sa25in. f Fastener SpaI Icing per Florida Building Code Section 2322 3 FRAMINC1 NOMINAL ? X 4' S-P-F WOOD STUDS 16' O.C. FASTENED WITH 3-11T 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEA- W4_ NOMINAL 51&' THICK / 5 PLY APA RATED PLYWOOD SHEATHINGFASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C- LA_ MMP PLANKS. OVERLAP 1-1/4' THE EXPOSURE IS a-1/4" THE PLANKS ARE FACE NAILED WITH 2-112' LONG,1=' HEAD DIAMETER, 0.09T SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Framing rac aucr aev><saca , I ' +`,•- -SF _ tS No. 121 Iay STATE OF . 1 r oaresca ai _po,<;•- ' OR DP- • `' V FSS. ONAL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND rLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 A I I . PNL-PLK-SOFF Pr J Stud Spacing at 15' O.C. ALL LENG SEE PRPON- T SCRI t0M DETAILA Hard;ePlank®, CemplankO, and Prevail® Plank Lap Siding materials5r8"eiiek/5plyAPA are nonasbestosfiloer-cement I sheathiiV fastenedIl products tested in accordance with ASTM C1186 Grade 11, Type A and sbiftdesaSbedNote 1' meeting the requirements of the i* iiDFlaA Florida Building Code j t Water{ESistive WAIL I I _ `' _ barrier Florida N IMENS ONS Pet __. _L_ HEIGHT BuI&V Code Wift Length Thickness Section14042 59-11Y' 12' S/15• i i 1 I Y AudcoixCoat9sl i ' : jt• ! : i 20ga, DESIGN PRESSU$E 8A77NG l.i i F Memel Cad Installation Design Pressure Flank, Metal Studs -92 PSI gt-- " - S;••••...... r C LapSt M impadResistant - 3/ 4" Minimum Edge Distance Naas at 16" O.C. (typ.) -'s TONAL • 6 Planks installed over 518" thick / 5 ply thick starter strip APA rated plywood sheathing HARDIEPLAN CEMPLANK PR V IL L P S_IDING_WS?ALLgilOLJ DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation i N, Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code described in Note 1 e Metal studs where HardiePlank, Cemplank, Prevail Lap Siding wag be installed shall be designed by an PRObUCr Engineer or Architect per the Florida Building Code and the requiiemertts of this N.OA gv" 0°e da 1'd piote 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6'oc at panel wa epwes S. Siding fastener, as edges and as intermediate supports using a No,8-18, 0.315' head drameterx 1-1/4" long bugle )lead screw described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/W wide laps at 1 , the top of the plank such that the exposure area of each plank is 5 8-114" vertically. jNote 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1W long` bugle head HardiePlank, screw over metal studs ror screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 6/8" 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 barrier per Florida 20ga• Nominal 3-W' X 1.561 Metal C studs spaced a maximum of 16" O.C. Buadsng Code Fasteners shall have a minimum edge distance of 3/8". Section 14042 1- 01HARDIEPLANI(. CEMPIANif„ PREVAIL LAP SIDING SW thick/5 plyAPA rated(M) INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened tometal studsasdescribedin ' James Hardie Building Products, Inc.Note 1 10901 E]mAvenue Fontana, CA 9=7 209a, 3-5/8" X 1-W Metal Catud Phone: 909.356-6300 svE vscrr NO °Nil xo REV The wall and soffit frames are to be designed Fax 909,gZ7-0834 A PNL-PIX-SOFF 1 I by the Architect or Engineer of Record in compliance with the Florida Building Code. 'Creator. E. Gonrales scue 1W =1'-0" Date: 4r242013 s-r 7 OF 12 o{ 6.00in. 6 00in. . A I 0J5n T ' ......—.—. —... — eomglyi r3e i Acwpmm tNo Dak Fmd 58 n. ' ERAmm_A NOMINAL 20 GAUGE 3.58" X 1-50, STEEL STUDS 16' O.C. FASTENED WITH SW LONG RIBBED BUGLE 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 SHEA NOMINAL 5/&'THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-1B, 0.315' HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW c gnp-1 Q PLANKS OVERLAP 1-'l/4' THE EXPOSURE IS 9 84W THE PLANKS ARE FASTENED WITH NO.B-18, 0.315 HEAD DIAMETER X 2-1W LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. Cladding Framing Sheathing V 121 TATE OF ROR OhtAt v,6n' 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) HARDIEPLANK, CEMPIANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.Im 10901 Elm Avenue Fontana, CA 9=7 F-ax 909-427-0634 A PNL-PLK-SOFF I 1 Cteater. E. Gonzales IWAW 1' =1-0' Date: 4124/2013 swm 8 OF 12 DEML A WALL LENGTH Stud Spacing at 16" O.C. ems_ I 8" Minimum SEE DETAIL A 2" X 4" S-P-F wood Studs Hardiesotfit, Cemsoffit 1 _qEGTIQNB B. Nails! "oC. (typ.*tetoucrREV91ED Distance a amoyieg wft ft tb" tile 0 0 MAW offit'fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wag and soW, frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code, l'OALLCVDESMP_TI1Q HardieSoffitS & CemsoffM materials are nonasbestos fiber -cement products tested in aocoMance with ASTM C1186 Grade 11. Type A and meeting the requirements of the Florid Building Code. SO Ff[DIMENSIONS Width Length Thick s t: 4 V 1/4" pASLQR P_f_ZFS_SURE.iq'Uk G, Irmllation Design Pressure Wood Studs 70 psf No. 4 21. STATE OF ass/O.4A1- k(KRRIk W.S_O.EFJY-P— !FL.ICIsTA JJo".EI.A(4A All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's it station recommendations, and the applicable sections of the Florida Bulding Code. Wood studs where HardieSoffit, Cemsoffit H6U be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of tics N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16, O.C. Note 1] The soffit fastener shall be a 7 long, 0.223" head diameter, 0.09r shank diameter, corrosion resistant siding nail the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16' O C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. PRODUCT REVIED A"v xor3-, I Daft ey cAnd etCa>bol HARDIFSOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana. CA 92337 PNL-PLK-SOFF F" 4.00! . s algI3' g wo tfte Room as comp4iW wi& me Flo i im r7 Afmsi PR AWCi MA . Mi -CF9oePfo>k+e =wool • FBLMIli G NOMINAL r 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 ARCfirrECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ' THE SOFFIT IS FASTENED WITH 2• LONG, 0.223- HEAD DIAMETER, 0.092° SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS L- Cladding Framing 44111 121 STATE OF FF': JONAI. > 3 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF T41S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 am Avenue Fontana, CA92337. FaX 909.427-0634 A I IPNL-PLK-SOFF t Creator. E. Gonzales So" 1"= V-0." Date: ,W4=13 SHM 10 OF 12 WALL. LENGT SEE P-QELU_CT DESCRIPUQI. Stud Spacing at 16' O.C. DETAILA HardieSof W&CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the BuildingrequirementsoftheFlorida Code. 2Qga. 3-W X 1-518' WALL ! i i i j j i i! I Gsfud Width Length Thickness OGHT i I i f 'j i i'i 4' 8' i i.j l= HaroieSoffit, DE$1GN P FSI NCt Cemsoffit installation Design Pressure Metal Studs rl I;CT QN B-B M0DUCTBEVL,;W malls at 6" O.C. (typ.) PRoDt= FVWjM rW de M a was ei]aaid. F to3WMinimumEdgeDistanceDalr.o A9 13. '• 121 w++crosd. '`' c P„aeac,.,ea -FSF QRICP C3`", TIARA.I cE.IIASO.F_IT ALlE.4laS7AL!-E QN.4;z7A LS r/AL AD installation shall be done in conformance with this Notice of cturer's installation recommendations, and the applicable sections of the Florida Building Code. fastener, as Metal studs where HardieSollk Cemsoffit will be installed shall be designed by an Engineer or ribed in Note 1 Ard*ect 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 1-5/8" Metal C•3luds spaced HatdieSotfrf. Cemsoffit a maximum of 16" O.C. Note 1] The soft fastener shall be a minimum No. B-18, 0.316' 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 intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3V and a minimum clearance of 2' from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION a... ,t .-....,... C.-sbcd Lj The wall and soffit fames are to be L___ designed by the Architect or Engineer of Record in compliance with the Florida.Building Code. 0 James Hardie Building Products, Inm 10901 Elm Avenue Fontana, CA 92337 Phone: 909,356.6300 SUE FSCM NO DWG NO REV Fax 909-427-0834 A PNL-PLKSOFF 1 Creator. E•Gonzales. SCALE 112° = T-0" Date: 4t2412018 W!ET 11 OF 12 . Cladding Framing 6.001n. soo gr•p1lbe folii pRpp rg'%)SED AwaseoimQ11 6vr DtlselGlo ida fpiiiiii fi' +r'o nd gar . I FLICIA ssloNA NOMINAL 20 GAUGE 3-5d6" X 1-6d'8" STEEL STUDS 1V' O.C. FASTENED WICONNECTION) ' WAFER HEAD SCREWS (2 PER TOP FOR METAL AND NOT PART O THIS APODSTUDS, PROVISIONS FOR DIAPHRAGM AC71ON AND GRAVrfy DE AND BOTTOM C APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS OR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BYT'riE 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 DIAMETER 1- 1/4' LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULi THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS W O.C. AT PANEL EDGES AND INTERMEDIATE w STUDS Fontana. CA92337 Phone., 900- 356.6300 SUE MM no °i"o N'0 aEvFax 909- 427-06U A PNL-PLK-SOFF 1 Creator. E Gonzales sc" 1 ° =1'-0" Dabe: 4a4l=13 WM 12 OF 12 4/2 M17 Florida Building Code Online t SCIS Home j Log In I User Registration I Hot Topics I Submit Surcharge j Stats Q Facts I PUbllcatioro I FaC Staff j SCIS Site Map I Links j Search 1 F flf 3 0Product Approval USER: Public user i•ye •.: +e Y nkr ::L;•. rm Product Aooroval Menu > Product or Application Search > Analication Litt > Application Dotall FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcolisinc.com Gareth Rahman grahman@aluminumcolislnc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost0a I uminumcol Isinc. com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcapy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden t Validation Checklist - hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Resort 2014 FBC 04 T4 Soffits.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpslhvww.floridabuilding.org/pr/pr._app dU.asp(?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%3d 112 4@8/2017 Florida Building Code Online Product Approval Method Method 1 Option O 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/OS/2017 SummaryofProducts .,.,....-'.i----._...cr.t._?...:,:........ .• — --- ? -.. ..:i<_..._.....:. - FL # Model,' Number or Name Description'. °'' • "' 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL12194 R3 II ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Impact Resistant: N/A Verlfled By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Other: See Evaluation Report for limits of use. Created by Independent Third Party: Yes Evaluation Reports FL12194 R3 AE ALC1S001 Evaluation Report 2014 FBC 04 T4 Sofflts.odf Created by Independent Third Party: Yes N 1' Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 one: 8S0.487-1024 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 a -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. U you have any questions, please contact 850.487.139S. *Pursuant to Seaton 455.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for ofndal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public To determine If you are a licensee under Chapter 45S, F.S., please dick here . Product Approval Accepts: LEM Credit Card Sate httpsJhvww.floridabl.dlding.orglpr/pr_app dtl.aspxTparam=wGEVXOwtOquk24AUC%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 5r" EDITION (2014) Manufacturer. ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 8/3)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 Reoort No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1462 Certified Testing Laboratories (TST1577) CTtA 2076W AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 LIMITATIONS Year 1986 1986 1986 1986 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 611320-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendlx 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 TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 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. a, rut VENT e• erwmocrr iM en,o wuE 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit in?, provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /Itn.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. fiRIIIIIIIII ECREEKTECHNICALSERVICES, 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. AY 11 8111II, . O N No 74021 r STATE OF00 O R I EN, CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 4i.r.a...nasra •_. 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluatlon. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or dlstributing 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) ALClSO01 FL12194-R3 Page 3 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valld. 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 LIMIrATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLAnoN section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified. the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location L tion ALC15001 FL12194-R3 Page 1 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. r' CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A d. 16" 04 Soffit — 84nch o.c. Fastener Lnmtinn if - Fastener Fastener Locationx)n 1 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 16-Inch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 4J roved Systems for 244nch Overhang with J-Channel Approved Systems for 12-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max One (1) min. 3/&inch head dia, nail. One (1) min. 318 x 318 inch One (1) min. 1 3/44nch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.3/16xmin072-Inch dia. . - t40.0 24-inch o.c. o a inch head dia. trim nail spaced 364nch o.c. Max Three (3) min. 3/44nch x 1/4-Inch One (1) min 3/4-inch x 1/44rich 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 244nch o.c, and securing each panel lap head die. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1)14 ga. 5/8-InchInch 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 6-inch spaced 8-inch o.c. W crown staple spaced head dia. trip nail spaced 48- 64.2ainchpandsecuringeachpanellapincho.c ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- Inch x 1/4-Inch crown One (1) min. #8 x 1/24nch One (1) min 3/4-finch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood 16 inch staples in diamond head diameterlongx spacedscrewspaced 164nch o.a Wood 1/4tnch crown staple inch0.0ad dish dia x min. spacedheaddia. trip nail spaced 48- 4. 64.2patternspaced24- connecting soffit to Jchannel spaced 8-inch o.c. Inch O.C. inch o.c. Approved Systems for 164nch:overhang with F-Channel Wall Connection Eave Connection System Panel MDP. No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.764nch x 16F-1 Max Masonry One (1)14 ga.•5/84nch long T nail Wood 14nch leg staples spaced max finishing nail anti mindiameter i53. 3 124nchspacedmax8-inch o.c 44nch o.c. and securing each inch head spaced panel lap 12-Inch o.c. Three ( 3)18 ga.1/flinch crown x 1- One (1)18 ga. 1/4-Inch crown x One ( 1) min. 1.75-Inch x 0. 072-inch diameter 16F- 2 Max 124nch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max flinch o.c. and securing each finishing nail with min. 3N6- 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.3/8-ihch x 3/8-inch One (1) min.1 3/44nch long x 0.072 inch dia. x min. 16F-3 164nch Wood' 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/ 164nch head dia. trim nail 25.6 inch o.c. O.C. spaced 364nch o.c. 16F Max Three ( 3) min. 3/44nch x 1/44nch One ( 1) min 3/4-inch x 1/flinch One ( 1) min. 1 3144nch long x 0.0724nch dia x min. 1/4- 27 4164nch Wood crown staples diamond pattern spaced 24inch o.c. Wood sle staplePpacedflincho.c. Inch head dia. trip Hall 36.1 spaced 48 nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance dhanges throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Tum CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-Inch x 16F-5 Max 164nch Masonry One (1)14 ge. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 143.3spaced8-inch o.c. inch.o.c. and securing each inch head spaced panel lap 16-inch o.c. Max' 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$ 16-i^ Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securingeach finishing nail with min. 3/16- g 3A3.3 spaced 16-inch o.c. panel lap i^ head spaced 16-inch O.C. Approved Systems.for 164nch.overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psn Substrate J-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment 16J-1 M Wood Three (3) min. 3/44nch x 1/4-inch crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16i^ spaced 244nch o.c. crown staple spaced 8-inch o.c. min.1/flinch head dia. trip 31A nail spaced 494nch o.c. ALC15001 F1.12194-113 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Ap roved 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.194nch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x linch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F- 1 12- inch leg staples in min. 2.25- Wood leg staples spaced 8-Wood finishing nail with min. 60/-90 diamond pattern Inch Inchx7d ring One (1) m1 in. .75-inchinch o.c. 16inch head spaced spaced 16dnch 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 44nch o.c. One (1)18 ga.1/4-Inch crown z 1- inch leg Nominal,1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1l4- One (1) min. 1.754nch x 24F-2 Max Wood Inch x 11 a. g smooth.shankanchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801 124nch roofing nails spaced g pa1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced & 3/16-inch head spaced 76.6 16 inch o. o, inch ring shank x 0.0724nch diameter inch o.c. 12-inch o. o. nail 244nch o. c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal Ix2 staples spaced No.2 SYP 124nch o.c, securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max One 1 1.4 a. 5/8- g anchored toeach panel lap inch crown x 1-inch 0.0724nch diameter 801 24F 12- inchMasonry inch long T nail varier with one Wood leg staples spaced 8• finishing nail with min. 76.6 spaced 8-incho.c. 1) 7d x 2.25- One (1) min. 1.75-inch Inch op 3116- inch head spaced inch ring shank x 0.0724nch diameter 124nch o.c. nail 244nch o. c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALCI5001 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 241nch overhang with. F-Channel Wall Connection Center Connection Fave Connection System Panel MDP No. Width pso 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 Three (3)18 ga.1/4- No.2 SYP anchored to staples spaced 12-Inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch ratter with one each panel lap inch crown x 14nch 0.072-inch diameter 24F 16-inch Wood leg staples in min' 2.25- One Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern inchinchx 7d ring 1) min. 1.754nch inch o.c. and securing 3116-inch head spaced spaced 164nch o.a shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24 inch o.c. finishing finishing nail with min. 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- Not SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min., 1.754nch x inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F- 5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/164nch,head spaced 164nch o.c. Inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3116- inch head spaced 44nch o.c. One ( 1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 2417- 6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 31164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 244nch o.a finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALClSO01 FL12194-R3 Page 6 of 7 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 whim 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 Systerns.for•244nch overhang wlth J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width. psi) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (11 min. 2.254nch x 7d One (1)18 ga.1/41nchNominal1x2 ring shank nail crown x 1 inch leg No.2 SYP anchored to Three (3)18 ga.1/flinch crown s throughueraftertherafterIntotheend staples spaced 12-Inch o.c. securingg One (1)18 ga. '/.- One (1) min. 1.754nch 24J-1 Max rafter with one x 1-inch le 9 of the batten or two (2) each panes lap Wood inch crown x 1 inch x 0.0724nch diameter finishing nail with min. 36012-inch 1) mitt. 2.25- inch x 7d ring staples in diamond pattern spaced 16- min. 2.25-inch x 7d ring shank nails toe- One (1) min. t.Tsinch leg staples spaced 8-inch o.c. 3/16-inch head s paced shank nail inch o.c. nailed on either side of x 0.072 nch diameter finishing nail with min. 12-inch o.c. 244nch o.c the batten at each batten/rafter 3/164nch head spaced intersection. Max. 4" i^ch o c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.2Sinch x 7d One (1) t8 ga 1i4inchga.114nchNominal1x2 9 shank crown x leg No.2 SYP anchored to Three 3 18 ga.1/flinch crown through throughsheraterIntodxrafterintotheend staples spaced 12-lndr o.c, securing One 1 18 a 'h- ginchcrownx1-inch One 1 min. 1.75-inch 24J-2 Max rafter with one x 1-inch leg of the batten or two (2) each panel lap leg staples spaced x 0.072dnch diameter 164nch 1) min. 2.25- staples in diamond min. 2.2Sinch x 7d One (t) min.1.75 ir>ch Wood 8-Inch o.c. and finishing nail with mot. 353.3 inch x 7d ring pattern spaced 16- ring shank nags loci x 0.0724nch diameter securing each panel 3/16-inch heads d 16-InchshankHallIncho.c. nailed either side of 131164nchfinishing nail with min. lap o.c. 244nch o.c. atme n at each er head spaced intersection. MaxM 4-Inch o.c 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 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 INSTALLATION Note - Refer to the APPRoyEo 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. 3/61 head die. nail with min. i% sng&gamant(:or wood substrata) or oln. 0.0971 die. T-n&il a stub nail A th min. 5/9' eagagemsnt(tor eencrste o A-lock substra:ro). apace: as nctwd abote. 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. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 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 STAPLE Dingy 3/4- X 1/4- DIAMOND PATTERN E.... DETAILCROWNsraPtFs USING A DW.IOND STAftu PATTERN FACIA BOARD Ii FASCIA CAP 12F-2 3/4' X 1/4' CROWN FACIA BOARD 8' 1-3/4- TRIM NAILT-'F'WWNEL STAPLE ON CEMER 1-3/4- TRIM NAIL PAINTED S.S. CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAIUNG FLANGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT- max. 12-inch span SOFFITWOOD SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 12J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RAFTER 3/4" X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN ti—VI1AMLL 1-3/4' TRIM NAZIscrewedto -soffit with cnstl) k8 x PAINTED S.S. 48' 112' z 1/8' bead O.C. diame=er screw, 16" o.c. WOOD OR BLOCK SUBSTRATE SOMT—max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN I I FACIA BOMB > .,vu,„r DETAIL TMLCS ASC14 CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALCIS001 FL12194-113 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 spedifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I t' TRIM NAM1 FASOA BOARD PALYTED SS FASCIA CAP SOFfn I1' 14' CROWN STAPLE OPEN RAFTER FASCIA BOARD I+ W' :ifilil:T 16F- 1 SOFFIT & FASCIA 16F- 5 DETAIL I FASCIA CAP•, REFER TO SOFFIT t FASCIA DETAIL P' CHANNEL SOFFIT: MAX TV SPAN MASORRY SUBSTRATE ALC15001 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 Win. 3/S" head dia. nail with min. I',— six3aaement(for war3 sub3trate) or min. 0.097" dia. T-nail or stub rail with min. 5/a' engagement(for concrete or block substrate), Spaced an noted abova. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" 16F-3 CHANNEL Wood, wncrote or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" 0. 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 Detaii I' n, % SOFFIT STAPLE OPEN RAPIER 3/4• x 1/a• ; I DIAMOND PATTERN D AILCROWNSTAPLES USING A DIAMOND FACIA BOARD i LERN FASCIA CAP 16F-4 3/4• X 1/4- CROWN FACIA BOARD 8. 1-3/4• TRIM NAIL STAPLE ON CENTER 1-3/4• TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- X 1/4• DOWN CROWN STAPLE SOS -max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This 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 I t' TRIM NAIL fASGA SWARD PAINTED SS. FASCIA CAP SOFFIT 1'q'' CROWN STAPLE OPEN RAPIER FASCIA BOARD 1-4, cRoww SIAMES SOFFIT 8 FASCIA US@rfi A 16F-Z TAPLED PATTERN. REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA f• CNANNQ OCTAL 8 3/8 SOFFIT; MAX 16- jr SPAN 1 M SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALC1S001 FL12194-113 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN W00D OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM' Nat_ PAINTED S.S. 46' O.C. SOFFIT —mar. 16-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE LI DETAIDIAMOND PATTERN FACIA BOARD 1, vw crv i trwus / ASCIA CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 F1.12194-113 Page B 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 1{' TRx1 NAIL FASCIA BOARD 1';" CROWN PAINTED ii. • CAPSTAPLES USING A DIAMOND FASCIA SOFFIT PATTERN: REM TO Yv{• C40xx STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL t {' tRIN HALL FASCIA BOARD PAINTED SS. SOFFIT b FASCIA DETAIL 24F-1 & 24F4 rd• EgOWN STAPLE FASCIA CAP; REM o TO SOFFIT It FASCIA / \ DEtA0. _ xea nal r:r srP F-CHANNEL Rafter An fa SOfflr; MAX. Tt" ' RalRaftersankh w e R'uq Shank NAaI at very Rafter f MD00 SLBSIRATE 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f• TOM NAIL FASCIA BOARD i PANTED ss. I r.• Sn00TB SHM11 I FASCIA CAP ROOF HALL SOFnT 1.4* CROWN STAPLE 1 T• Tf1Y1 RAX FASCIA BOARD PANTED SS SOFFIT & FASCIA 24F-2 & DETAIL 24F-5' r.f• CROMN STAPLE FASCIA CAP. REFER 10 SOFFR L FASCIA DETAIL domhw tar SYP Mph to SOffIT; "AX 24' F-CHAN;70. r aTs mBalarleophamfn Shast Nail of M+T Baku 1r000 SUBSTRATI 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 It TRIM NAl FASEIA BOARD PAINTED S.S. ILGA ( T•NAR.S FASW CAP SOFFIT 14' ERONN STAPLE I I- TM NAIL FASEU BOARDPAINTEDSS. SOFFIT & FASCIA 24F-3 & DETAIL I 24F-6 re!' CROWN STAPLE FASCIA UP, REFER TO SOFFIT & FASOA DETAIL NeMol I-a2- SYP F•EMANNEL Batfan Anchored to SOFFIT; MAX 24• Rafters with one Td Rug Shank t4R at every Rafter MASONRY ALC15001 FL12194-113 Page 11 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 evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1I' 1RM IWL FASCIA BOARD PAINTED SS. 1'teS tROWN STAKESS FASM CAP USNG A DIAMOND SOFFITPATTERN; REFER TO CANTILEVEREDOIAY.OND ro' CROWN STAPLE SOFFIT STAPLE RAFTERPATTERN DETA0. FASCIA BOARD SOFFIT FASCIA t = rRm NAl PANTED ss DETAIL 24J-1 & CROWN srAP1E 24J-2 FASCIA CAP; REFER TO SOFFITT t FASCIA FScWJNd OETA0. t SYP bantt hen xqa ano SOFAIMAX TA'uMANl. L w (n r0 Nn0bat01 WWWUvouril L'at@W 4Yn the end WOOD SUBSTRATE of On bot*n or bm RI Id nn0 yunt na0a tawwsc an edAm atle of the Won At IM DAttWn0e1 lnwsoctbn i SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix C DESIGN WIND LOADS 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, 11, 111, 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 104112 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. VLat 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 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind'Pressuresfor Soffits in Exposure B, Building Type . Zone .. Mean Roof Height ft . Basic Wind Speed mph 120' 130 . • 140 1.50 160 170• 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60:3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1' Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 1 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 1 17.0 19.5 22.2 25.1 28.1 1 31.3 1 34.7 60 1 13.1 15.4 1 17.8 20.5 23.3 26.3 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. v' CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n-Wind'Pressures for'SoffRs in Exposure C Building Type Zone. Mean Roof Hei ht ft Basic Wind Speed mph). 120 130 140 150 160 170 180' 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 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 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 48.3 754.6 61.2 68.2 75.5Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 1 -36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32A 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 1 34.0 37.9 42.0 40 16.0 1 18.8 21.8 25.1 26.5 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 1 46.7 60 17.4 20.5 1 23.7 27.2 1 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 Desl nWind Pressures for Soffits in Exposure D Building. Type Zone• Mean Roof. Height ft Basic'Wind Speed m h 120 130 140., 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49:6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 522 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 1 202 1 23.7 1 27.5 1 31.6 1 35.9 40.5 45.4 1 50.6 56.1 ALCI5001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" J-Channel 3/4" -- 1/8' HEM T 7 3/4' i 3/8, ISOMETRIC VIEW 37F PROFILE ISOMETRIC VIEW 37F 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" 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 25 IYP. Mm M. 18* BLANK 3 / 8 PROFILE 2.625 REF. D10DDDa aDDDD DDa0DDry a00D a0DDD e 0DDaD bM , MO PlT1fIM 1,1 M f1 QDtNER3 OPItED N SwE GNrCIION AS IE2S) ALUMINUM COILS, INC Soffits Appendix 0 ALC1 SO01 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 3 1/8' 7/6" 3 1/8' 7/8" 3 1/8" S/16" 1/2- 1/2' 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8' 0,125 rip. 13.75" BLANK 3/8" PROFILE U25 RU. 50 rip. 1 DDDDD- DDDDDD10 DDDDD 0 DDDDD DDDDD WOF IQOYM PArnn"I MR1 SQUn r -V= FORMW a SAVE MOM AS RW) END OF REPORT ALUMINUM COILS, INC soffits Appendix 0 ALC15001 FL12194-113 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE SP 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 Eak Renort No. Standard Year Certified Testing Laboratories (TST1577) CTtA 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. S. 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 minlmum'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 318" 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 Peas 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 TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 In /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and fot the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided In 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent configuration. See Appendix D for dimension drawings. 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 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. GAP R 2015.08.27 No 74021 07:05:00 y = O/.4 1 ti4M, 411Y.,1l -- 04'00' 1) '. STATE OF : W O <Cr P' N` Zachary R. Priest, P.E. Florida Registration No. Organization 21 No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, not 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) ALCI5001 I FL12194-R3 Page 3 of 3 This evaluation report Is provided for Stele of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (1NDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2: Refer to LtmrrAmoNs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Lo ion Lotion Llon Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20,3. The manufacturer shell 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 L- Fastener Fastener Lac i on 1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-Inch Overhang with F-Channel 12J Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 6J Approved Systems for 164nch Overhang with J-Channel 24EA Approved Systems for 24-inch Overhang with F-Channel Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-.Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/84nch head dia. nail, One (1) min. 3/8 x 3184nch One (1) min. 1 3144nch long x 12F-1 n164ch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 161nrh 0.072-inch dia. x min. 3116- 0 24- inch o.c. o c inch head dia. Idm nail spaced 364nch o.c. Max. Three ( 3) min. 3/4-inch x 1/4-Inch One (1) min 314-inch x 1/flinch One (1) min. 1 314-inch long x 12F-2 16 rnch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/44nch 48 spaced 24- inch o.a and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o. c. 12F-3 Max Masonry One ( 1)14 ga. 5/84nch long T nail Wed One (1) min 3/44nch x 1/44nch One (1) min. 1 3144nch long x 0.0724nchdia. x min. 1/44nch 48 16-inch spaced 8-inch o.c. crown staple spaced head dia. trip nail spaced 48- 64.2 end securing each panel l nal lappincho.c. ALC15001 FL12194- R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other Product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-Inch crown One (1) min. #8 x 1/2-inch One (1) min 3/44nch x One (1) min. 1 3/44nch long x 12J-1 M Wood staples In diamond long x 3/ space head diameter Wood 1/4-inch crown staple i dia. x min. inch 164nch pattern spaced 24- grew spaced 164nch o.c. spaced 8-inch o.c.. head dia. head dia. trip nail spaced 48spaced 64. 64.2 inch o.c. connecting soffit to J hannel inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/44ncb 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- l53.3124nchspacedmax. 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3)18 ga.1/44nch crown x 1- One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-Inch x 0.072-inch diameter 16F-2 Max 12 inch 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. 3/16- 253.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max One (1) 3/8-inchhead dia. nail. min. One (1) min 3/84nch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24 Wood crown staple spaced 16-inch 3/164nch head dia. trim nail 325.E inch ma O.C. spaced 364nch o.c. Max. Three (3) min. 3/44nch x 1/44nch One (1) min 3/44nch x 1/44nch One (1) min. 1 3/4-Inch long x 0.0724nch dia. x min. 174- 2716F 164nch Wood crown staples in diamond pattern Woodspacedcrownstaplespaced8-fnch o.c. inch head dia. trip nail 36.1 24-inch•o.c. spaced 484nch o.c. ALCIS001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16.-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.754nch x 16F-5 Max. 164nch Masonry One (1)14 ga. 5/84nch long T nail Wood 14nch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3spaced8-inch o.c.. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Max Three (3) 18 ga.1/44nch crown x 1- One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-Inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood 14nch leg staples spaced 4- inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 164nch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall -Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment 16.1-1 M ax Wood Three (3) min. 3/4-inch x 1/44nch crown staples in diamond pattern Wood One (1) min 3/44nch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 164nch spaced 244nch o.c. crown staple spaced 84nch o.c. min. 1/4-Inch head dia. trip 31.4 nag spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. m 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.1/44nch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 124nch Wd Wood leg staples in min' 2.25- Wood leg staplesples spaced 8- finishing nail with min. 801-90 diamond pattern Inc Inchhx 7d ring One ( 1) min. 1.75-inch inch o.c. 3/ 164nch head spaced spaced 16-inch o.c. shank Hall x 0.0724nch diameter 124nch o.c. 24- inch O.C. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. One ( 1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 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 14nch 0. 072-inch diameter 801 24F-2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 6 roofing nag spaced 1) 7d x 2.25- One (1) min. 1.754nch o 3/ 164noh head spaced 164nch o.c. inch ring shank x 0.0724nch diameter 124nch o.c. nail 24-inch o.c, 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 No. 2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.754rich x Max One (1)14 ga.'S/8- anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80/ 24F 12- inch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- fintshing nail with min. 76.6 spaced8-inch o.c. pa1) Td x 2.25- One (1) min. 1.75-inch inch o.c. 16- inch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch 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 Soffrts Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width ps{) 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 Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 124nch o.c. securing One (1)18 ga. 1/4- One.(1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 14nch 0.0724nch 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. p shank nail x 0.0724nch diameter each panel lap 164nch o.c. 24=itch o.c. finishing nail with min. 3/16•inch head spaced 44nch o.c. One (1)18 ga.1/44nch crown x 14ndh leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.a 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 smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 164nch o.c. nail 244nch o.c. finishing nail with min. 3/16-Inch head spaced flinch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-Inch 0.0724nch diameter 24F-6 164nch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 244nch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 Not SYP scabbed between rafters with one (1) min 22SInch x 7d One (1) 18 ga.1144nchNominal1x2 ring shank nail crown x 14nch leg Not SYP to Three 3 18 ga.1/4-inch crown straight -nailed through the rafter Into the and staples spaced 12 inch o.c. securingng One (1) 18 ga. /.- One (1) min. 1.75 inch 24J-1 Max. nchored rafter with one x 1-inch leg of the battenen or two (2) panel lap Wood inch Crown x 1-inch x 0.072-Inch diameter finishing nail with min. s50 12-inch 1) min. 2.25- staples in diamond min. 225-indt x 7d One (1) min. leg staples spaced 3/164nch heads acedpinchx7dringpatternspaced16- g shank nails toe- diameterx0.072ineh diameter Sdnch o.c. 124nch o.c. shank nail inch o.c. nailed on either slde of finisNnp nail with mirL 244nch C.C. the batten a1 each battenlrafler 3I164nch head spaced Intersection. Max 4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2 2SIx h x 7d One (1) 18 ga.tl4anchNominal1x2 ring shank nag crown x 14nch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown stral ht-nailed through9rntherafterintotheend staples spaced 124nch o.c. securingg One (1) 18 ga. /.- inch crown x 1 nch One (1) min. 24J-2 Max rafter with one x 1-inch leg or the barren r# two (2) each panel lap Wood leg staples spaced diamenchterx0.072 inch diameter finishing nail with min. t53.3 16-inch 1) min. 2.25 staples in diamond min. 2.2slnch x 7d One (1) min. 1.7SInch 84^ch °•c• and 3/1 frinch heads acedpinchx7dringpatternspaced16- ring eAank nails toe- nailed on either side of 0. 0 x72-inch diameter x0.0 securing each panel 164nch o.c. shank nail inch o.c. the batten at each rig nag with min. lap 244neh o.c. batten/ rafter 31164nch head spaced interssection.. Max. M44nch o.c. 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 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 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 Min. Sib* head dla. nail with min. IWI en2sg4nsnt(:or wood substrate) or min. n.097* dia. T-nail or stub nail A :h min. S/a- angagemantl:or --Zn_rete Or.bluet substrata). apaood as noted above. 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 ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail IN J n ``, SOFFIT STAPLE aPEn 3/4' X 1/4' DIAMOND PATTERN i L DETAIj LCROWNSTAPLES USING A DIAMOND 1 PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X 1/4- CROWN FACIA BOARD 8' TRIM NAIL STAPLE ON CENTER 1-3/t' TRIM NNL PPAINTEAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLEDW"H THE O.C. Id NAILINGFLANGEUPOR3/4' X 1/4' DOWN CROWN STAPLE SOFFIT- max. 12-1nch span S' TE SOFFIT & FASCIA DETAIL Ir ALClSO01 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12J-1 No. I Installation Detail. OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN I J—CHANNEI. 1-3/4' TRIM NAIL ccrexed to soffit with osntli B8 z PAINED S.S. 48' 2!21 Vs- head D.C. di.ter screw, i6- O.C. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 22-inch span ALUMINUM COILS, INC soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN D AIL FACIA BOARD ' F-' trwm, I FASCIA CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE 'B- ON CENTER 1-3/4- TRIM NAIL 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 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t TANAL,.,—FASOA BOARD PALFASCIA CAP 1-4' ERONN STAPLE OPEN RAFTER FASCIA BOARD us:BTaI:E 16F-1 SOFFIT & FASCIA 16F-5 DETAIL fASOA CAN REFER TO SOFFIT t FASCIA OETAR. F CHAtON;A Sam: MAX 1t' SPAN MASONRY SUBSTRATE ALC15001 FL12194-113 Page 4 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 dhanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/S' head dia. nail with min. 1!:' ongagoment!for wood substrata) or min. 0.0971 dia. T-nail or stuff nail with miu. 5/3" eneagement(for concrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" 16F-3 CHANNEL Wood, Concrote or Block Mall 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 SOFFIT STAPLE OPEN RAf7ER SWUM% 3/4- x 1/4' I I DIAMOND PATTERN DETAILCROWNSTAPLES1r1 USING A DIAMOND J _3MKIV 41 PATTERN FACIA BOARD FASCIA CAP 16FA 3/4- X 1/4- CROWN FACIA BOARD 1-3/4- TRIM NAILWr-F- STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTEO S.S. CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHE0C RMUNG FLANGE UP OR 3/4' X 1/4' GOWN CROWN STAPLE SOFFIT- • 16-fnch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I- TRIM NAIL FASCIA BOARD PAINTED SS AP i FASCIA SOFFIT r4' CROWN STAPLE OPEN RAFTER FASCIA BOARD r4• twowN STAPLES SOFFIT FASCIA USDIC A DIAMOND 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL PASCIA CAP; REFER TO SCIOFIIT 1 FASCIA F• CHANNEL DETAIL 8 3IBj SOFFIT: nAx +r SPAN V SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1/4' CROWN STAPLE -24- ON C04TER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRIM NAII PAINTED S.S. 48- O.C. SOFFIT —max. 16•inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE I DIAMOND PATTERN DETAIL I FACIA BOARD semi STOP= i FASCIA CAP 3/4- X 1 /4- CROWN FACIA BOARD STAPLE 'S' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. ASCW CAP 3/4- X 1/4- cRottrt+ STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClS001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail t I- A' NAILFASCIA BOARD PA1'.?, EROMNSTAPLESFASCIACAPUSINGADIAMOND PATTERN: REFER TO SOFFIT STAPLE r,{' C.tOMN STAKE DIAMOND PATTERN DETAIL t j!' TRW NAIL FASCIA BOARDPADnTOS.S. SOFFIT & FASCIA 24F-1 & DETAIL 24F-4 rd' ERDNN STAPLE FASCIA CAP; REFER / \ TO SOFFIT A FASCIA \ DETAIL / NaNCaal rat' SrP - 3/B Batten, to SOFFIT; NAIL Ia- I LF-CMANMEL Rattan v;Po etK 70 Sbaak Was at MOOD SUBS1RAif e.ei7 Rafter \ 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 P TROT NAR FASCIA BOARD PAFITEDOFFIT SS la' SMOOTN SXAXX FASCIA CAP ROOF MAU S r4- CROWN STAPLE t ' TRR1 NAi FASCIA BOARD PANTED SS. SOFFIT & FASUA 24F-2 & DETAIL 24F-5' 1'ar (ROMN STAKE FASCIA GLPi REFER TO SOFFIT L FASCIA DETAIL Nmoat 1-.r S"P Batton MN6ored to SOFFIT; MAIL IL• F-(NANNEL Ratle: r0A ant Id Rog Shook flap at ivory Ratty MOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 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 8OAAOFASCIA P"M SS ICbA j)- ialA4S I FASCIA CAP SOrFIT rxt' CROWN STAPLE I TRIM NAIL FASCIA OOARDPANnEDS.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 r>:+' wowN STAPLE FASCIA GPI REFER iD SOFFIT 1 FASCIA OETALL Nativist 1'xr SYP f-CNAIINEI Batted Anchored to SOFFIT; MAX. tt' Ratios rllh ma Td Rig Novak Nail at every Ratter MASONRY ALCIS001 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I trim NAR FASCIA BOARD PAINTED SS. 1'xt CROWN STAPLES FASCIA CAP OSM A DIAMOND SOFF1r PATTERN: REFER TO CANTILEVERED rat- CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN OCTAL FASCIA 80ARD SOFFIT' & FASCIA It TRW MAIL PANTED ss. DETAIL 24J-1 S 1-xt- CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL/ N011tala1 1' a r SYP Dana Sobbed beaaeen wflers an0 SOFHT: MAX. 24- 1-MAMNEL miucllteCtnO fttt Or10 (1) 701bIR V"k rta0 SMOnMNeb I Nrotph the (11W Mfb the eft WOOD SUBSTRATE of 01•- ba.'ten or tWb (2)70 Nn0 sturil, nett tosAa w— dTW SW- o! the ba1101/1 a the ba3wWafter Mstw9m SOFFIT, STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of 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 attributed 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,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-ft? or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V,& is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or {0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 34 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 dhanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 140 150 160 170 180 . 190 200 Enclosed 4 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.6 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 1 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26A 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4Positive Loads) 5 20 10.8 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 1 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 1 17.0 1 19.5 22.2 25.1 28.1 1 31.3 1 34.7 60 13.1 1 15.4 1 17.8 1 20:5 23.3 26.3 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Pege 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKr TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Moendix C Design Wind Pressures for Soffits in Ex 'osure C Building Type Zone Mean Roof. Height ft Basic Wind Speed m 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 4.7.3 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 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 1 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 40 16.0 18.8 1 21.8 1 25.1 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 ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures fur Soffits in. Exposure D Building Type Zone ' Mean ' Roof Hei ht ft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200. Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7M5036.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35:9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 1 31.6 1 35.9 40.5 1 45.4 1 50.6 56.1 ALC15001 FL12194-113 Page 4 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" J-Channel 3/8" 3/4" 1/8" HEM 1 5/8" ISOMETRIC VIEW 318' PROPLE 1! WT%C VIEW 3/ C PROFIE 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 eveluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0CREEKTECHNICALSERVICES, LLC Fascia 7/8" 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 SERv1GES. LLC 16" 04 Soffit 2s M 0,125 n?. 18' BLANK 3 / 8 PROFILE D D0000 00D0 DODDDD ODDDD DD000 DOODO QOUYr1S OLVIR.D N SWE Du EC110M K j ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194-113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does.not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8' 7/8" 3 1/8" 5/16' 1/2" 1/2" 1/2" 112" 3/4" 1/8" 25 'M 0,125 M 13.7S" BLANK 3/8" PROFILE 2625 W. 1 DDDDD DDDDDD DDDDD 0 DDDDDD-- DDDDD M7or I OLFAR VArmw ( "1 SL 11 LaMOQ turn® N S-M DMOM MA9 fm) END OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are riot specifically addressed herein. 41MG17 Florida Building Code Online s ;S•? r t':I:,;;+lti s: Y /1'1/1 f' I UCt" acts Home Loo in User Registration Hot Topics Submit Surcharge Slats a Fads Publications FaC Stall SCIS Site Map Linos •Search Florida c,,. 1::aj. Product Approval L•.- :IL', USER: Public User Product Approval Menu > Product or Application Search > Application Ust > Application Detail FL # FL5444-R10 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Oroduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark.d.harner@salnt-gobain.com Authorized Signature Mark Harrier mark.d.hamer@salnt-gobaln.com Technical Representative Mark D. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 193SS 610) 651-5847 Mark.D.Harner@salnt-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida Ucense PE-S9166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By ohn W. Knezevlch, PE Yi Validation Checklist - Hardcopy Received Certificate of Independence FL5444 R10 COI 2016 01 COI Nleminen.odf Referenced Standard and Year (of Standard) 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.0oridabuilding.orgryx/pr app dtl.aspx?param=wGEVXOwtDgtahlgO7CSsoycOr128CcpCJInUeXw71bKv1UzOW4hL8w%3d%3d 1/2 4128/2017 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 12/1S/2016 Date Approved 02/07/2017 StiiilmaiY of Pioducts _ . _. r ., _ , _ ^. _ __. -.. _.. _...._. _, _ .. -- • ] FL # Model; Number or Name' •' . Descrlptlon 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Umits of use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FLS444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FLS444-R10.Ddf Impact Resistant: N/A Design Pressure: N/A Other: Refer to ER Section 5 for Umlts of Use Verified By: Robert Nleminen, PE PE-59166 Created by Independent Third Party: Yes Evaluation Reports FL5444 RI.O AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FLS444-R10.Ddf Created by Independent Third Party: Yes aaSVj] Nc Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 hone: 050-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :! AotessIblll_v Statement :: Refund Statement Under Florida law, email addresses are public records. It 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. It you have any questions, please contact 8S0.487.1395. *Pursuant to Section 4S5.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address It they have one. The entails 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 4SS, F.S., please duck bUL. Product Approval Accepts: 141101*4 ®=_a Credit Card Safe https:lAvww.floridabuildirig.org/Pr/car ppp dU.aspz?param=wGEVXQwtDgtahlgO7CSsoycOri28CcpCJinUeXw7ibKvlUzOW4hL8w%3da/o3d 2/2 EXTERIOR RESEARCH & DESIGN, LLC. Certykate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT i113 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3S32.09.OS-Rii 20 Moores Road FL5444-R10 Malvern, PA 19355 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 Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DEscRIPnow 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 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. 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 i through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The lacamlle seal appearing was autharited by Robert Nleminen, P.E an 12/08/W16. This does not serve as an elactrordcany s4ned document Stgned, stated hudeoples have been tnnsord"ed to the Product Approval Adminbtratu and to the named dent 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 IERD 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. l TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5`h Edition (2014) Florida Building Code and Sw Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.S, 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: 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 03161 03CA12702 OS/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29947 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 OS/24/2004 UL (TST 1740) ASTM D3161 04CA32996 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16778 05/12/200S UL (TST 1740) ASTM D3161 05CA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 OS/22/200S UL (TST 1740) ASTM D3161 05NK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK09037 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 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFW2.R684 04/22/2014 UL LLC (TST 9628) ASTM 07158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM 03161 & 03462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & 03462 4786S70826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & 07158 4786S70717 12/16/2015 ULLLC(TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC ( TST 9628) ASTM D3161, D3462 & 071.58 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 03161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-Rll Certif Bate of Autharizatlan 119503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/ 2016 Page 2 of 12 C I TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20114, XT" 25, XT'" 30 and XT'" 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont^', Carriage House Shangle*, Grand Manor Shangle®, Landmark'", Landmark"' IR, Landmark'" Pro, Landmark' Premium, Landmark'" TL, Landmark"' Solarls and Landmark'" Solarls IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"' Is a fiberglass reinforced, laminated, SOS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solarls'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge', Shadow Ridge"", Cedar 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. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVH2 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: SAA All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to V„a = 1SO mph (V„tt = 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 Vo,a =150 mph (V„It =194 mph). 5.4.3 Classification by ASTM 07158 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 Solarls') exceeds the calculated uplift force (FT) at a maximum design wind speed of V„a = 150 mph (V„lt = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.L.C. Evaluation Report 3S32.09.05-Ril CertiJlcate of Authorhaden 99503 FBC NON-HVH2 EVALUATION FL5444-R10 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 6.4.1 TRINITY I ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R90S.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 1SO7.2.7 or Section R90S.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC iSO7.2.6 or R90S.2.S. 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 CT20TM, XTy" 2S, XTTM 30, XTT" 30 IR: I ENGLISH 17, 121, 12" 305 mm) (305 mm) (305 r m) i rl"(25mm) —11ant 1"(25m6)y 5 s/a" (145 nm) — 1 5 t Obmood METRIC 13/a" t3ye" 13va" i 1"( 25mm) _plant 1"(25mn) li rN,. Ngum 11.3. Usefournatlsfor—ryftdCsburgle STEEP SLOPE Use four naps and sit spots of asphalt roofing cement* for every full sldngte ( F1gum 11-4). Asphalt rooting cement meeting ASTM D4586 Type Il Is suggested. t Reeling Cemanl Apply 1"(25 nm) spots of asphalt rooting cement under each tab corner. Figure11- 1.•Umfournapsandstsspot; ofxph*mum Ion sleepsk* WITION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridae for CTZOI, X" 25, XT'" 30, XT*" 30 IR: Cut Shingles mm1- ` -Remove,. li 11 11 1l if p_T 12.. Cap Cap Cap305 ) Shingle Shingle Shingle figure 11.24,-Od Ws, Am hire bark to nwhe cap shingles 6ggllab dlnunsions sboum). 125 mm) i tn c 9( 9 gh o No''i°oAC\ awl Figure 11•25: hufallatlon q%oapa long Its h0s and ridjas. 6.4.1.1 For ASTM D3161, Class F performance use BASF "SonolasticO NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cert(ficate oJAuthorkadon g9503 FBC NON-WNZ EVALUATION Evaluation Report 3532.09. 05-R11 FL5444-R10 Revision 31: 12/08/ 2016 Page 4 of 12 6.5 6.5.1 PTRINITYIERD ARCADIa—: LOW AND STANDARD SLOPE STEEP SLOPE Use SW nall. for every fill shingle locnim its shown helow. Use SIX nails and FOUR spots of asphalt roofing cement for tang full shinitle as shouv hdote Applg:upitalt rooting cement 1'(25 mm) from edge of shingle. Asphalt roofing cen:em meetingAMM D 4586 11t,c (I is suggct d. LL wQ5et11) 1•r6eml-- ta9 u•. t ate rtam:y rusenf-- FYgum 3: Use six mails fur eaerP fill sbbtgle. :, , ;, ;, Fktuor 3. lire slx tails nod four ay,ots t taspindl nxJinq Content on steip slopes. Hip & Ridge for Arcadia: Cedar Crest'"", Cedar Crest'" IR 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 03161, Class F performance use BASF "Sonolastic' NP11"" adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and Install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, I.I.C. terdjleate of Authodsadon 09S03 Fec NON-HVHZ EVALUATION Hand -sealing adhesive 114" •— 4• 3/4" — Ir Dab of asphalt Icementbetween 1„ shingle layers Evaluation Report 3S32.09.0S-R11 FLS444-R10 Revision 11:12/08/2016 Page S of 12 6.6 BELAA0N7-. Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. sw 0fi tad o Add,iimol coils t iied SSW i240mm) I— f W (is am) JTRINITY1 ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement— for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. Wo (Mi I 1' I2scmd gmdN ct"M ----- 6.6.1 Hip & Ridge for Belmont"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar CrestTM' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangleo Ridge Figure 17-18. Mangle* Ridge. t 8' Exposure Remove tape from1ne right side 1' g" and fasten r 1 SECOND theFasten left side 85/a. RIGHT FIRST LEFT rlgure 17-19: hlstallailou ofSbanglc® Ridge sbingles on 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,LLC. Evaluation Report3532.09.0S-R11 Cerdl7cate ofAuthoatadon p9S03 FOC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 I CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLEO' LOW AND STANDARD SLOPE Use five nails for every full.14magle. L f.-(25mm) I (25 mm) F- SAr• 8 .. tbmm) ) j 011 1 , 1-7Rnre 17.1: lhe/6e nalitforen-tyf ll GrandAlavor Shangrr, G41111tlge 110110 SU11910. or C.enknrlla! Stale. Q.ffR, INITY I E R D SHIP SLOPE Use Seven call$ mid direr spots of asphalt roofing centau ror mrry 6111 Grand Manor.%angle. 0.a: rive nails and three spurs of wphali roofing cement far emery (till Carriage Hnesc Shmigle and Centennial Size. Apply asphall ronfing ttmiM V (25 nun) from edge. of shingle Plgum 17•5). Asphalt Haling cement mceting AbT3( U45861jpc II Is suggested. 17gtrrr. 17-5.• IVben iutlallbgr Ghaid.UanarSAatgllrt an thap.dolm we satin ualltand three spots ofotphall roo/hrg marmt. 6.7.1 Hip & Ridge for Carriage House Shangle° and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6.8 LANDMARK'", LANDMARK" IR, LANDMARK`"" PRO, LANDMARK'"'. PREMIUM, LANDMARK"m TLC LANDMARK`"' SOLARIS, LANDMARK"' SOLARIS IR, N.00HGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17, 14314" 12" 1--(305 mint: --(375 mm)-r +-(305 mm)-•{ u. va enear av an.:ea.,ev wu+. Release Tape 1" (?.5 mm)-•I 11I1' Nailahler Aim Exterior Research and Design, LLC CertlJkote oJAuthorhadon 09S03 LANDMARK TL 131tr 13" 131k" 343 mm)- (330 mm)-- —(343 mm)-j I--1"(25 mm) 1" (25 mm)-•I - Im: N N, Xgnrtr 1.1,4. Nufaar nalltf-errryftdl tb1m#r. NorthGate: WIDE ra0140 12' 14 314' :r A9FA F- (305 mm) --• 375 mm) 305 mail 1 r (25 mm) lSRtaNalingUlHillIre r (23 ram NaLhg organ ter low and slandatd dope" (lame 2:12 m 21:12) No] bemmupperRtreeIan eaemnOwe. FBC NON•HVH2 EVALUATION Evaluation Report 3532.09.0S•R11 FL5444- R10 Revision 11:12/08/2016 Page 7 of 12 STEEP'SLOPE Use six nails and four siwrts of :uaphak roofing cement for e%vty (till laminated shingle. tics+ below. Asphalt roofing cement should meet AOM D45861}1)e If. ,Apply 1' spots of asphalt roofing cement uncle each corner and a1 about 12' to 13" In from each edge. METRIC DIMENSIONS 14'/4"— 12"---" I- 12" 305 mm) 375 mm) 305 mm) L.•2,1 I"(25 mm) a.Y7l:etw Y,1.r.C.::cwt.'s:.a7iLtY.Y: f (25 M«J WlArea1. Rdeaste Tape E0r Stt v I"- j- 25mm) I---- Raoline Cement J TRINITY I ERD LANDMARK TL 1 25 Figure 13 S: Use stz "ads 0nrl four spots of I " aspbdt rooftngCMO's on steep doper 2s nxui, NorthGate: STEEP 12' 14-3/40 12' SLOPE I. (305 mm)— (375 mnq— 1 r—(305 mNAILING NaIin knitsp— -1'(25 mm) e " i'(25 mm] r ww w t \ 1 Nailing areas for steep slopes (greater then 21:12) and "Stomt-Nalling" Nail between lower 2 nail Ones as shown above. 6.8.1 Hip & Ridge for LandmarkTM, Landmark'" IR. Landmark'" Pro, Landmark"' Premium, Landmark' Tl. LandmarkTM Solaris, Landmark' Solarls IR. NorthGate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12' 07N 305mm) 8' 415/16(- 250#J m—) 415/lT 11-M) (150mm) ( 125mm) I (125mm) t— Notfor Notch for Centering Centering 12' 131/4' I 305mm) Notches forAlgnnierdttoo ( mm) Notches for Alignment to the Top Edge of the Previous 7 the Top Edge of the Previous Cap for 5'(125nn)Exposure (180nm) Cap to 55R'(141mm)Exposure (m) English Dimension —li Metric Dimension i Shadow Ridge— Shadow Rfdge" 1 . mm) Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05•Rii Ce tlpeare of Authorhadon p9503 faC NON•HVH2 EVALUATION FLS444-R30 Revision 11:12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 0 27/32' 250 it e •i 16(126 mrn) Cectuill M&A 13 1T 337 mm) \ Allyn tress / nowles to lop 7 5/6' edpc ' it (10. mn) p; rrAWscbures NorthGate Ridge INITYJERD 13 1/8" II - -•( 333 —)- 6 II II ( 169 mm) 160 mm)II iConterinp 131/ 4' Noah 337 mm) \Align theso notches to top 7 edge d (194 mm) trevlouscourse. NorthGate Accessary w7 .. .. I 1" Fir- 15-20.1 Use bytngnokbes to centersbinglar on lips and, d4p, and b toeow do comw eayomnx For ASTM 03161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest-, Cedar Crest"4 IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-R31 tertiJkote of Authorkation 09503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE"", PRESIOENTIALSHAKE'" IR, PRESIOENTIAL•SHAKE TL"A, PRESIDENTIAL SOLARIS'": 71 LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, rise five•nads for each hill Presidential For sleep slopes, use nine palls for each full Presidential shingle and shingle as shown below. apply9' diameter spots of asphaff roofing cement under each shingle tab. After applying 5 nails In between the Hering guide Wes, apply 4 palls 1 Nailing 40' above tab cutouts maldng certain tabs of overlying shingle cover nails. 1i111do tines (1016 Trim) S 114' — 133 mmj • . • 141/4' 1 1lT 38 mm) (362 mm) NOTE: Apply nails on painted guideline. Ripre 16-6- FastenMZPmk&nda[and Praldmllal TZ Sbake sbingles art later and Amdard slopes T 1' diameter asphalt roofing cement t Flgum 16.7., faslatfng Amrldentlal and•Pntldentlal T/L-Sbake shingles on steep dopar. 6.9.1 Hip & Ridge for Presidential Shake',, Presidential Shake' IR, Presidential Shake TM 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 "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate - either 3W' 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 t31/4' accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic' 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 HATTERAS'•"": LOW, STANDARD AND STEEP SIOPE: Argure 15•j: feiarrningl1n11rmsFhhrglRon Itur aidVnlntunl Vo1ws For low and sian(lard slopes. use gap mills for etch full Il:uterss slingJeuc sheatt ahmc. I" 25lntej o rM• li. ): rLareloo 11r11maAAr4#M nr V&P.V&j" For acep Jape% we Ere iW is and eWd Vail of asphalt n"nng weals fur axh Inn Itulty" shingle as sham ahoar. Apply I 125mnp dhunWcr slums of nto0og commt (ASTAI l) 458611pe ll sugz cd) ami r carp cab mtmr. Picas shinoc lulu placr. ato not e4X" cemcmt. CAIMON: Too much rwfbg cnnnm eta cause shingh s to blister. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-R11 Certi lcate oJAuthorbatlon 09503 FOC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 10 of 12 ITRINITYJERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras IN Figure I5-14: 18 three piece malts separate -to »rake 54'Hatteras Aecessory shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 91,— 230 MCII I I 8:. 18" (460 mrr) 00 I— — — 18" (203 460MM) Cap Cap Cap Cap Shingle Shingle Shingle Shingle Figure I5-20.' Cut Hatteras sb1ngles to make cover cap. Figure 15-21. InatallaHon of caps along hips and rtdgett 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic0 NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'", HIGHLAND SLATE'" IR: I' LOW AND STANDARD SLOPE: STEEP SLOPE: Watama.no,.a Ibsud ow caft a60114 along. Flgnre II.3: use FIr6 nnlft for eeay HISI& l Shia sbbngla the MIR nails and RIGHT spots of asphoft rooang cement, for each full Highland slate shingle. For hflamt-02de, SIX dints are required. Apply V diameter spots of asphalt roofing cement under each lab comet Asphalt roofing cement moeling ASDN 1)45s61ype n is suggested. r— r —6• mt..ewo..r a+a rti m:. l ostnq WnfM7 npaa t•Rinnl r0i thaw enr ' n r. n : • Awn"") Reeling Can Rynra II jd: aw RW nails and elybt sport gfmpball roq/ ttrp cons iI ander &wb sob turner. CAUTION: fiscessive use of roofing cement can cause shingles to blLtter. 6. 11.1 Hip & Ridge for Highland Slate'". Highland Slate'" IR: Refer to instructions herein for Cedar Crest'*, Cedar Crest' IR or Shangle Ridge"m hip and ridge shingles. Exterior Research and Design, LLC. CerNpcote olAuthorbodon 09501 FOC NON-HVHZ EVALUATION Evaluatlon Report 3532.09.0S•R11 FLS444• RIO Revislon 11:12/08/2016 Page 11 of 12 6.12 I• PATRIOT'": LOW AND STANDARD SLOPE Use FOUR nails for eery full shingle loaucd :v% shotctt below. clam JPTRINITYIERD STEEP SLOPE Use FOUR nails and four slots of asphalt roofing cement for emy full shingle as shown IkloN Asphalt moving mucat meetim. ANT&i 04586 Alve 11 is suggu ied. Apply 1'(Li nuu) slxits of asphalt mvng camcul :Ic shown. CAUMIN: ftessice use of roofng cement can muse shingly to blister. hur, IlJem) ,._ nmueo cement wma on+w wra0 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall Indicate compliance with one of the required classifications detailed In FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named 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, U.C. Evaluation Report 3S32.09.0S-R11 Cenif late oJAuthorhadon H9S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:1Z/08/2016 Page 12 of 12 J TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ojAuthorization #9503 353 CHRISTIAN STREET, UNIT #f13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.0S-R11 FLS444-R10 Date of Issuance: 09/22/2005 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 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 SO Edition (2014) Florida Building Code sections noted herein. DESCRIPnON: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC iS07.2.7.1 / R90S.2.6.1 CONnNUED 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 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 "TrinityJERD 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. 59166, Florida DCA ANE1983 The facdmile seal appearing was outhorlced by Robert Nlemlnen, P.E on 12/0812016. This does not serve as an electronically signed dowmenL Slgned, seated hartteoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will It acquire, a financial Interest in any company manufacturing or distributing products It evaluates, 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither TNnityl 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. TRINITY I ERD 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 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. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R90S.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: kfity 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 03161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/1S/200S UL (TST 1740) ASTM D3161 OSNK16778 05/12/200S UL (TST 1740) ASTM D3161 OSCA16778 05/12/200S UL(TST 1740) ASTM D3161 OSNK14836 OS/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM 03161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 17401 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 03161, D3462 TFW2.R684 04/22/2014 UL LLC (TST 9628) ASTM D71S8 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & 03462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/201S UL LLC ( TST 9628) ASTM D3161, D3462 & 07158 4786570717 12/16/2015 UL LLC ( TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 UL LLC ( 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, U.C. Evaluation Report 3532.09.0S-11I1 CertlJkote Of Authortrallon # 9503 FOC NON-HVH2 EVALUATION FLS444-RI0 Revision 11:12/ 08/2016 Page 2 of 12 J TRINITY IERD 4. PRODUCT DESCRIPTION: 4.1 CT201", XT'" 25, XT" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', Belmont', Carriage House ShangleO, Grand Manor Shangle•, Landmark'", Landmark'" IR, Landmarkm 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 TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras', Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot" 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"A 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)ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified In accordance with FBC Tables 1S07.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (V„I, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„d =150 mph (Valt =194 mph). 5.4.3 Classification by ASTM D71SS applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. S.4.3.1 Analysis in accordance with ASTM D715B Indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidentiol Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vad = 1S0 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.S All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 302.09.0S-1111 Cerd/kate ofAaModradon 09503 FBC NON-HVHZ EVALUATION FLS444-RIO 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 6.2.1 6.2.2 6.3 6.4 6.4.1 6.4.1.1 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle In accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.S. 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 lirriltations set forth in FBC Section 1S10 and CertainTeed published installation instructions. I. CT20r', XT'," 25, XTr"' 30, XTt." 301R: I ENGLISH 12" 12" 12" 305 mm) (305 trm) (305 mm) 1'. (25 mn) _pant 1.'(25 mm)- 5 s/e" (1 45 mm) — 1 S llr"phmit000dd T METRICJ.A1"(25 mm) Se5 mm)+( 1 6 lie. T Flgun: ll ;?: UmfournniUfor—yfuUsbingfe Use four nails and six spots of asphilt roobg Went* for every full shingle (Figure 11-4). Asphalt roofing cement meeting AM B4586 Type If Is suggested. r — — — — — — — — I - ROoOnp Cemenl Apply 1"(25 mm) spots d nphalt r00009 cement undos each tab corner. Figure 114, Usefournails and sir spots gtasplydl coriumI on ship sbpu CAUTION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20', XT' 25, XTr" 30, XTI 30 IR: Cut Shingles 25 Mori- I I 2" (50 mm) `Remae. I 11 t, ill 5 12" (305 mm) f V 11 (t25mm) 3M mm) •a Shingle Shingle Shinapgle r 951e rcr++ U Akurre 11-24. Oil tabu, then (rAn back to w4l:o cap sh/ng/ar Eh#1sb dlnumtlons sbotan). Figure 11.25. lnrhdkrsion ofoaps long she bier and rhtes. For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-11II CertiJlcote of Authortradon 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 4 of 12 6.S I ARCADIA'"":' LOW AND STANDARD Use SIX nails for c"ry fidl shingle Inrued as shontt hdoa: ELL 5mW 1'175mW-+ tuu tin MUM Figure 2. Use sl s nails for ever 1-frill sLLtglu. l\J*T'*'RINITY I ERD Use SIX naps and MUR spots of asphalt roofhtg ceuient for errs full Shin" a as.hoWr WOW Appl • agrhalt ron6n centcot I-(25 null) Grim edge of shiugh MIAMI moriug cement nteetiag :1.4 M D 4586 1Pe II Is suggested. 6. 5.1 Hip & Rldee for Arcadia^": Cedar Crest'", Cedar Crest"' IR t• QSem1 t'rLSiml-- — E 1 CI l Rlgan•?: L'so sir nails and f our s/xNs of asphull rrx f riq Ccaraul on steep slopes. 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 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 NP3'0" 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. Hand - sealing adhesive 14 4' 1l4" 3r4° — I 1' Dab of asphalt cement between shingle layers Exterior Research and Design,LLC. Evaluation Report3S32.09.05-Rll Cerdfleate ofAuthorlrotfon #9503 FBC NON-HVH2 EVALUATION FL5444•R10 Revision 11: 12/08/2016 Page S of 12 6.6 I BELMONTr-: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. IIQ•Q3am1- a o "1 iimnil mils Vicew ire$ l w%r VT_RINITYJERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement— for every full Belmont shingle. Apply asphalt roofing cement 10 (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. I , , II! 171mJ t I s+e cteaal eslaRNA (Eoemdjglnj I.4+Imn} -- flcolin0 Geld----- 6.6.1 HIP & Ridge for Belmont": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest"', Cedar CrestTM IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge 12' Removo This Tgpe Flgnre 17-1& Shangle" Ridge. Remove tape Im the right side and laslen SECOND RIGHT Lthi Figure 17-0.• Installation ofShangle® Ridge sbingles on hips and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S•R1L Certiileate o/Authorlratlon M43 FBC NON-HVHI EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 6 of 12 TRINITY I ERD 6.7 6RRIAGE-HOUSE SHANG1.0 AND GRAND MANOR SHANGLEO: LOW AND STEEP SLOPE STANDARD SLOPE Use five Trails for every fullShangle. V. _ 1.. lz5 Trim) (2S tram) 5 aIr 16mm) (? mm) or Figure 17-4: W fire aalkfor etrfy frdf Gmud Atemor Slnng&. Garrlaga llnnso Sl,uttgle. ot• (.enlrltnlal.Sla1e. Use seven nails and three spots of :uphall routing cement.for tarry fill Crrind Hanoe.Spangle. llu five nails and three spots of withall roofing cemem ktr every full Carriage llnose 5hangle and Centennial Slate. Apply asphalt roofing maleni I' (25 mm) from edge of shingle Plgune 17.5)• Asphalt mafing cement meerlog ASTM k58611m, II Is suggested. 145 mm)r POP, 2 m Figtor. 17 S: Mbru instaftiq Grand -Maim. rShingles an steep drolft rise setva sidAt and jilme spurs ofarphid? twjhtg mmenl. 6.7. 1 Hip & Ridge for Carriage House Shanele° and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6.8 n • t' rat • tea tar LANDMARK ;LANDMARK :ea IRS LANOIVIARK. PRO, LANDMARK"' PREMIUM, LANDMARK"TL, LANDMARKim SOLARISE LANDMARK' m SOLARIS IR; NORTHGATES LOW AND STANDARD SLOPE METRIC DIMENSIONS 1r' 14314" Ir' mmj~ --(3f5 mm)- +-(305 mm)- n:rsasoE. cm s. ^:a toy.a:r rsuixa u..x I" (25 n1m) Rdcos Tapa 1" (25 mm)—1 Naila6 T Area Exterior Research and Design, I.I.C. Certificate of Authorization a9503 LANDMARK TL 13'/2" 13" 131W 343 mm)- ( 330 mm)--(343 mm)-i I-I"( 25 mm) 1" (25 tmn)-{ hlgen134:6efonr1161" formr0•ftdls6ingle. NorthGate: avoe u" 1r 14 305 ran) —.- 375 mm) — 305 mm) -01 1' (26 mm) Naling Umb pptt nil lno rnwrna'lln t' ( 25 am 1 71 NaUll areas rot low and standard slopaa (Imm 2:12 to 21:121 Nel oatrram upper d Iraer Ina as s'ava above. FBC NON-HVH2 EVALUATION Evaluation Report 3S32. 09.0S-R11 FLS444-RLO Revision 11:12/ 08/2016 Page 7 of 12 STEEP SLOPE Use six nolls anti four spots of asphak roofing cement for every full laminated shingle. see below. Asphalt roofing cement should ntect ASTM 04586 type If. Apply I' spots of asphah roofing cemertf uncle each corner and at about 12" to 13' In from each edge. METRIC DIMENSIONS 305 mm) (375 mm) I"{25mrn) Release Tape Wail Area ftx StecD_f. _ 25 mm) • - - - — Roaiine Cement STEEP SLOPE CJ TRINITY I ERD LANDMARK TL 131/2" 13" 131/2-!- 343 mm) 330 mm) 343 mm) I t+1 "(25 mrn) I 1 "(25 mm)-, I V. 25 mm) PA ( 25 mm) Roofing cement 25 mm)- i 1 Flgwe 13-5.• Useslznath.andfourspolsof 1" asphalt tw ingcmna It on sleep slopes 25 mm' NorthGate: 12' 14-3W 12' f H-H Roofing Cement Nailing areas for steep slopes (groater than 21:12) and "StommNalling" Nail between lower nal Ines as shot -in above. 6.8.1 HIP & Ridge for Landmark'". Landmark"' IR, Landmark' Pro, Landmark'" Premium. landmark^' TL. Landmark"' Solaris, Landmark"' Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge"' or NothGate Accessory 12' 305mm) 8. 97/8. 415/f ( 22500Il-gym-) 415/1fi 150mm) 150mm) 125mm) I .125mm) Notch for Centering F- Notch for ceMednG 1[- Notches Notches3D5mm) Lt!!tt—l for Alignment to the Top Edge of the Previous T 18 n)Qphx55B'(141mm)fxposum(19ttmm 337mm) for AllpnmeM6 o the Top Edge 0l lira Previous it ) English Dimension Metric Dimension Shadow Ridge"' Shadow Ridge"' Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certificate ofAuthodrodon #9503 FBC NON•HVH2 EVAWATION FL5444-R10 Revision 11:12/08/2016 Page 8 of 12 TRINITY I ERD 927137 250 mai) 4 19i16' (125 trim) 13118' 333 mm)-- Ctrtdl.'tg hktch 6 5!B•-H.-B 619•-I I 168 mm I 168 mm I 13114' / I337mm) \ A Qn these / T I centering notches to top 7 5/8' 131/4' ` Notch / ` altic ei (194 mm) (337 mm) \ AUgn the./ 1I p: o 40us cocttro 7n noto top (14nun) edge edge a1 reAous course. NorthGate Ridge NorthGate Accessory Laying Notch I I II I 5• 025MI00 I I I mute I ,L, rrr9DJJr' Ffgrtre 13.20.. Uss layingnotclar to c ter shingles on Gips and ridgms, and to locale the correct exposure 6.8.1. 2 For ASTM 03161, Class F performance use BASF "Sonolastico NP110" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1. 3 Option 2: Refer to instructions herein for Cedar Crest'"A, Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certgicate oJAuthorbotlon a9S03 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/ 08/2016 Page 9 of 12 1\ J TRINITY I ERD 6.9 I PRESIDENTIAL SHAKE:'"; PRESIDENTIAL SHAKE"4 IR, PRESIDENTIAL SHAKE TL'", PRESIDENTIAL SOLARIS"A: LOW AND STANDARD SLOPE: For low and standard slopes, use the nails for each full Presidential shingle as shown below. Nailing i• 40' -mot Guide uncs (1016 mm) 5114 133mm) 141/4' 11/ TM mm1 ( I NOTE: Apply nails on painted guideline. Figure 16.6 Aaslening Hasklenllat and PreWmital rL Sba1,s shing/eson low and standardstopet STEEP SLOPE: For slap slopes, use nine nulls for each full Presidential shingle and apply 1. diameter spots of asphalt tooMg cement under each shingle tab. After applying 5 nails in betwmt the m tig guide Wes, apply 4 tails t' above iab cutouts maldng certain tabs of overlying shingle cover nails T I'diameter asphall ruo0ng eemenl t Figure 16-7: Faslcning PrerldenNal and halderttlat T/L S6aAs shingles on slev slopex 6.9.1 Hip & Ridee 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 shinglesmp.to the:ridge (expose no more titan 7' from the bottom edge of the -"tooth." Fasten each accessory with two fas- teners. The Listener's mu'st 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 129, x 12"; Portland, OR produces•97/e' x I31/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastice' NP11a"' adhesive or Henkel "PL° 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 HATTERASta': I.OV1 STANDARD AND STEEP SLOPE: rret.r..", mn...", r•11n......, rem....., harem 15•3- MdealndnallemsWiglrra" tow dud.04mianAA )Vr For lore and Standard dopes. use fire ails far- eadt fall Ilaltera shingle a: daivu drnc. Uterlor Research and Design, I.I.C. Certlfleate of Authodratlon 09503 FBC NON•HVHZ EVALUATION rsgrrrr IS•t: rmtralgrrrernar.rN Ine..vrpvyrr kre Sleep doper, WV nee nuns and Ngla spur of asphalt tw,nag ctineat for earh loll IlAtcm shnngle as shma•abote. Apply I' Mantl tnamticr qua of Nofing ertneat (ASTU It 4586 Ape 11 w=9W) antler rat to alb cotam Past shingle Into IAacr tin Slat upase cement. CAUTION: Too much (00(ing corm rna ,mac Shingles to hlinn: Evaluation Report 3S32.09.OS-Rll FL5444-R10 Revision 11:12/08/2016 Page 10 of 12 J TRINITY I ERD 6.10.1 HID & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14. 18 tbreepiece [mils separate to make 54 Hatteras Accezory sbin#n 6. 10.1.2 Option 2: Cut Hatteras Shingles r 230 nIm) I I I I 1t s\ m 461 men (203' mml 18 , ZS I Cap. Cap Cap Cap Shingle Shingle Shingle Shingle ,•9 Figum 15-20.. Cut Hattwas sbin& to ruake cow cap. Figure 15-21: lnstallatlon Of caps alone hips and ridges. 6. 10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic° NPl'"" adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE's : HIGHLAND SLATE'"•" IR: LOW AND STANDARD SLOPE STEEP SLOPE: MW 0o04n*.*" snob"Moo Wwwaawcow cAmlu domQ, Figure 11-•1- Use Fff nalltjoreury 1110and Slab sbingla Use Fn'8 nails and RIGHT spots of asphalt roofing cement, for each full Highland Slate shingle. For bUsml-Dade, Sex nails are requhvd. Apply V diameter spots of asphalt roofing cement under stilt tab comet Asphalt roofing cement meeing AM D4586 typo 0 It suggested. f Y— P r• 44 M*-4 U. ntoarnvri" r0s"mt ao.ro sapalr. wr r r. r• '_i iafitlawreiWgunman) -- RootlnpCei' in" Ftguro II•,jk (Iso RIT rodsandaot spotsojasphdi rootW owient under exb tab mrsw. .. CAMION: Ucesshe use of.toofing cement can cause ibingles 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. Cerdfleate olAuthorlmtlon #9503 FEIC NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FLS444- R10 Revision 11:12/08/2016 Page 11 of 12 6.12 I PATRIOT'": LOW AND STANDARD SLOPE Use FOUR nail:,; for c cry full shingle loctlecl z shomi belotc. LF..r 6.114. TRINITY IERD U,sc POUR nails' and four spots' ttf asphah moring n ment for every full shingle as shown ttelow AUph:dt mftng Dement meeting ANT.d1 04586 Ape It Is sttggt,-ted. Apply 1'(25 ntm) sputs of asph:di nxiflug umcnl :v. shown. QtrnoW: Gmttsire use of ruoring centent can c u., shine, to blister. 159nm1 p31rr4 !4la4 (1Aa. — atltr• t nea11a0Caneel t24T pgaed MW (lung 6.12.1 HIP & Ridge for Patriot': Refer to instructions herein for Cedar Crest"", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle RidgeTM' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design,LLC- Evaluation Report 3532.09.05-Rll Certlpoate of Authorhadan #9503 FBC NON-HVHZ EVAWATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 Florida Building Code Online SCIS Home Log In User Registration Hot Topics Submit Surcharge Stats a Faces Publications I FSC Stall SOS Site Map Unks I Search r0.11111d r o ° Product Approval IUSER: Public User Product Anernval MOnu > Product or A.ruiratinn Setrth > Anal anon tist > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@Interwrap.com Authorized Signature Eduardo Lozano elozano@interwr;ip.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000. 778)945-2891 eloza no@interwra p.com Quality Assurance Representative Address/Phone/Email Category Roofing' Subcategory Underiayments Compliance Method Evaluation Report from a Florida Registered Archltect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nleminen• Evaluation Report Florida License PE-S9166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Kneievich, PE 0 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://Mvw.ilorid&building.otg/pdpr_app_4tLaspx?pwm—*GEV XQwtDgv3y.VKIZIQRAdhy(2ugkQGQyfjaHbVeiOpVSvxwSdC6Q%3d%3d[&'2412017 1:57:59.P.M]—.... 0 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 It 201S 04 FINAL FR INTFRWRAP RHfNQROOF F 1S216- R2-RdApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section S for Limits of Use. Evaluation Reports FL15216 R2 AF 2015 n4 FINAL ER INTERWRAP RHINDROOF F IS216- R2.A.df Created ti r Independent Third Party: Yes Contact US :: 2601 glair Stone Road. Tallahassee_ FL 32399 Phone ASa-487-1824 The State of Floflda IS an AIVEEO employer. Coovrlaht 2007-2n1 A State of Rome :: Pthracy Statement :: Accesslhal v Statement :: Refund Statam nt Under Florida taw, email addresses are public records. If you do not want your e-mail address released In response to a pudln`records request, do not send electronic mall to this entity. instead, contact the office by phone or by tradittanal mall. If you have any questions, please contact 850.487.139S. *Pursuant to Section 4SS.27S(I), 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 f6rofficial communication with the licensee. Howavv!mall addresses are pudic record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made ovailade to the pudic To determine If you are a licensee under Chapter 45S, F.S., please dick bore , Product Approval Accepta: LOOM ®E Credit Card Safe I I I I btgr./Avsw.noridabuilding.org/pdpr_app dtl.aspz?paampvOEVxQwd)gv3yVVluzlQRAdhyl2uSkQGQyljaHhVeiOpvsvxwsdcoQYJd%3dt824/20171:57:59.PMj. vTINInIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140S10.02.12-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 SIh 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) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 the facstmde seal appesting was authortted by Robert Nlerntnan, P.f. on 04/27/201S. Z. don not serve es an ekcuonlolly sW4d domment. signed, sealed hardmpks have been transmitted to the Product Approval Administrator and to dus naread dent 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. S. 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. ARINITYIERD 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 1S07.23, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1S07.9.S on Heating 1507.23,1S07.S.3, 1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: faitt Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 1OUS3939SCOQ-002 10/27/2011 ITS(TST1509) Physical Properties 10OS39395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multllayered 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: S.1 This Is a building code evaluation. Neither TrinityjERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. S.2 This Evaluation Report is not for use In the HVH2. S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhlnoRoof 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 AM for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable roof coven 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 RhlnoRoofU20 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 S herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturers published Installation Instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1S07 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certilkote of Authorization #9503 Evaluation Report 140S10.02.12-R2 FL15216-R2 Revision 2: 04/27/201S 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 HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver: Roof Soose > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting In a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 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, U.C. Evaluation Report 140S10.02.12-t2 Certificate ojAuthoriroUon #9503 FLIS216-RZ Revision 2: 04/27/201S Page 3 of 3 QOTRINITYIERD EVALUATION REPORT 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 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The laalmlle seal appea %vv s authodsed by RobertNlemtnen. PF. on 04n?/2025. This does rot serve as an ekctroNnlly signed document. S@ned, sealed hardcoples have been transmitted to the Pro4at Approval Administrator and to the named dlent 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. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. I TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1S07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.8.3, IW7.9.3, 1507.9.S on Heating LS07.2.3, 1507.S.3, 1So7.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 200S 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1SO9) Physical Properties 10OS39395COQ.006 10/27/2011 ITS (TST1.509) Physical Properties 10OS39395CGQ-002 10/27/2011 ITS (TST1509) Physical Properties 10053939SCOQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 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 Trinity)ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. 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.S 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 I 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 Umltations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments In compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or II or 04869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design, I.I.C. Evaluation Report 140SI.0.02.12-R2 Certlflcote OJAuthorization p9SO3 FL1S216-R2 Revision 2: 04/27/201S 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 RhlnaRoof 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 undedayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-Inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named 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 ENO OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 CertiJkate ofAuthorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 4 4128017 Florida Building Code Ordlne WS Nome I Log in I User "stratlon I Mac Tope I Subwt smdwge I Stec a Facts I Ptmtlrauooa I FeC Staff I eaS site MaP I UMn I Sean rkb a Product Approval R•.. useRPu : buc user e Product Approval Menu > Product or &Mlcatlon Saab > AnMlcatlon Ust > Applketlen oethu FL 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 t' Product Manufacturer Lomanco, Inc Address/ Phone/Emall 2101 West Main Street Jacksonville, AR 72076 S01) 982-6511 acarter0lomanco. com Authorized Signature Andrew Carter acarter® lomanco.com Technical Representative Andrew Carter Address/ Phone/Emall 2101 West Main Street Jacksonville, AR 72076 ' 501) 982-6511 Ext 361 acarter@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 Accessories that are an Integral Part of the Rooting System Compliance Method Certification Mark or Usting Certification Agency Miami -Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml- Dade TAS 100 (A) L99S Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httpsdhvww. floridabuilding.orglpr/pr epp dtl.aspx?param=wGEVXQwlDgsFgPhXomz9PGbelqdikEk7oGQ6zyYrmkOA3d 1/3 4#2812017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised oc w 3792.1 ' 135 Roof Louver Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressuro: N/A Other. 1. Refer to applicable building codes for required ventilation. 2. Model 13S Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles 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. Florida Building Coda Online 09/30/2015 10/06/201S 10/09/201S 08/16/2016 Model, Number or Nanio, _ Oeseriptlona Aluminum Roof Louver Certification Agency Certificate EU792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 It Lomanco 13S - 2000 PV - NOA 11-0602.02.odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 13S - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730•Roof Louver• Aluminum Roof Lower' — Limits of use' . Certlflcatlon-Agency Certifikate Approved for use -in .HVHZ., Yes Approved for use.outslQe'MVHZ: Yes Impact Resistants N/A H:3792 -R C CAC L'drrianm 70U Serie$ - IVOA 11- 0602.04.odf . Quality Assurance Contract Expiration Date Design Pressure: N/A • ,. ; 08/.16/2016 , bthen 1.'Refer tu'applicable building codes for repulred _ 164tallation Ins"ctions. ' ventilation. 2..Lbmanro.'s Model 730,750,770 Roof Louvers, • ' shall comply with applicable Wilding code. 3. Lonianco's • FL3792 R8 II• Lornaoed 700 Series - NCIA 11-0602.04.2df Verlfled:By: Mlar lr' Oade BCCO - CER ' Mode1'730,750,770 Roof LduvPrs shall not -be Installed on: root' Created by Independent Third Party:. mean heights greater than 33 feet. _ . :: ' • Evaluation Reports FL3792• R8 :AE •Lamanco 700 Series = NOA'31=0602.04:odf Created by independent,ThIrd Party: Yes 3792.3 750 Roof Louver Aluminum Roof Louver Limits of use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanm 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers W792 R8 II Lomanco 700 Series - NOA 11-0602.04.odf Verified By: Mlaml-Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Model 730,7S0,770 Roof Louvers shall not be Installed on roof Created by Independent Third Party: mean heights greater then 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602.04.odf Created by Independent Third Party: Yes 3792.4 Aluminum'6i Lauver Limits of.Use Approved for use Ln•H1fHZ: Yes Approved for use outside HVH2::Yes Certification Agency Certificate FL3792 R& C •CAC' L9[g4n ' 700 Series'-' NOA 11- . 0602: 04 t)d " Impact: Reslstant:•N%A' Quallty.Aesufance Contract Expiratlon Date ' Design Pressure: ;N/A • 08/16/2016: . Other. 1..Refer -to applicable building codes jbr•requked Insiafiation:Instructlons ventilation. 2.. Lomanco's Model 730,750;77Q'Roof Louvers shall: comply with:applicable bulding code: 3: lgmapGo's .:.:: Model 730,750,770 Roof'L.otivers shall not be -installed on roof E113792 R8 'II Lomanoo.700 Series- NOA 11-0602.04:odf Verified' ey:;Mlami-Dade BCCO - CER Created by Ihdepb4dent Third, Party:, mean heights greater. than 33 feet.. Evalysailin Reports FL3792: RB AE Lomanco 700 Series - NOA 11-0602.04.6df Created by Independent Thltd Patty: -Yes 3792. 5 7700 Roof Louver Aluminum Roof Louver Limits of Use Certlfieatlon AgencyCertlficate Approved for use In HVHZ: Yes FL3792 R8 C CAC NOA 15-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 II NOA 15-0709.09.odf Verified By: Miami -Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports I httpsJ/ www.11oridabdlding.orglpr/pr app dtlaspx?param=wGEVXOwtDgsFgPhXouu9PGboMdlkEk7oGO6zyYnmk%3d 213 4r28/2017 Florida Buildng Code Online 792 RA AE NOA IS-0709.09.odfICreatedbyIndependentThirdParty: Yes Contact Its :: 260t elalr Shame Road. Tallahassee fL 22399 Phones OSO-4e7-1e24 The State of Florida Is an AA/@D employer. C:eoyrlaht20o7-2012 State of Florida.:: PrIraLV Statement :: Arresslhllhv Statement:: Refund Statement Under Florida law, email addresses are public reports. If you do not want your e-mail address released In response to a public-ramNs regw4, do not sand electronic mall to this emlty. tnOwd, contact the office by phone or by traditional map. if you have any quesllort% plaaso contact BS0.497. U9S. -Pursuant to Section 4SS.27S(1), Flodde Statutes, effective October 1, 2p12, licensees licensed under Chapter 45S, F.S. must Provide the Department: with an email address If the have one. The smalls provided may be used fa official communication with the'llcemee. However email addresses are publiceacord, u you do not wish to app o personal address, please provide the Department with an email address which an be made avallabla to the p%MIc. To determine, If you are a licensee under C ter 4SS, F.S., please dick bco_ Product Approval Acceptat Credit Card Safe https9lwww.flaridabullding.orglprla olio dtl.espx?pararn=wGEVXQwtOqsFgPhXmugPGbeVJdkEk7oGQfizyYnrnk963d M MIAMi MIAMI-DADE COUNTY MEAM PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/eeonomv 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 is 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 Inaterial tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement:'"Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for terinination andremoval of NOA. ADVERTISEMENT! The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.tnay 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. i5-0831.07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez MIAMIaADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Catmorw 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 l00(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6:5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS l00(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter-opening. Model 750-E 23" x 27-1/4" x 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 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test A egncy Center for Applied Engineering PRI Construction Materials Technologies MIAMMADE COUNTY Fn o Test Identifier Test Name Date MDC-98&99. TAS 100(A) 03/16/95 LOM-013-62-01 TAS 100(A) 05/21/07 RRWA-001-02-01 TAS 100(A) 07/29/15 NOA No.: 16-0510.28 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 rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the.vent'is centered over vent hole. Fasten the base to roof decking with 1 %." aluu)inumannular 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" from -roof louver end and a minimum of 8" o.c. at sides of louver vent .perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads withroofing cement. Ridge Shingle: NIA. Net Free Area: Refer to manufacturers published literature Minimum Slope: 2:12 NOA No.: 16-0510.28 WMIAMMADECOUNTYM Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of W'. Cutout: 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. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerP' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and mnderneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %' 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 LIMITATIONS: 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;750-5, 750zE, 770 Roof Louvers shall comply with 1517.6 of the- Florida 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. NOA No.: 16-0510.28 . Miaa FtwoecouHrr Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A i 700 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/3.0/16 Page 5 of 9 DETAIL B Minrai•oaoe couNrr 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 MIAMMADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/36/16 Page 7 of 9 DETAm C NOA No.: 16-0510.28 MM"MADE COUNTY Expiration Date: 08/16/21 Approval Date: 06130116 Page 8 of 9 DETAIL D MIAMI QAOE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 4/28J2017 Florida Building Code Online 40 F. I SCIS Home ( Log In User Registration Hot Topic Submit SurcKarge slats & Facts Publications FBC Staff SCIS site Map Links Sea" Fkxictia iRy a Product Approval J USER: Public User Product Aooroval Menu Search Amlicati m List > Application Detail iiil•)imr?:t~^ . FL f FL158-118 Application Type Revision c Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commisslon if necessary, 4 ' Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email r r i•= :. Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Methodr4 • Certification Agency Validated By a CAST-CRETE USA, Inc. PO Box 24S67 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cpa rri no@ca stcrete. com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Usting Miami -Dade BCCO - CER Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard ACI 318 ACI S30 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A s`: _ Date Submitted 04/29/2016 https://www.8aridabuilding.orgtpr/pr app dtl.aspx?param=wGEVXOwtDquegl%2bT71%2(F192gnRzHNulct85pgLXkU6gO/a3d Year 2011 2011 1/2 4/28r2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Sur rnMaryof Products FL # Model, Number or Name Description 1S8.1 High Strength Concrete Untels 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.odf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FLIS8 R8 H NOA 14-0903.03.odf FL1S8 118 If NOA 16-0126.03.odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1 f14 NUAt Contact Us :: 2601 Blair Stone Road. Tallahassee FL M99 Phone: 850-487-1824 The State of Florida Is an AA/EED employer. Coovdaht 20m7-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are pudic 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 afore by phone or by traditional mall. If you have arty questions, pease contact 8S0.487.1395. -Pursuant to Seaton 4SS.27S(L), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic To determine If you are a licensee under Chapter 4S5, F.S., please dick he . Product Approval Accepts - on ® Credit Card Sate httpslhvww.0oridabuilding.orgtpr/pr_app rill.aspxlparam=wGEVXQwtDquegl%2bT71%21F192gnRzHNuicgi5pgLXkU6ga/o3d 212 MIAM 1-DADE MIA I-DADE COUNTY PRODUCT CONTROL, SECTION DEPA 11THENT OF REGULATORY AND ECONOi14IC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) rww.mlamldade.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 (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 lire requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUM-ENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Pan-ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets i through 3 of 3, prepared by Craig Parrino, P.E., dated 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 lire Miami -Dade County Product Control Revision statrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RE,ENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting lite 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 tho 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 JE-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 14 0903.03 M1A u•oaoE eouNiY v % . Ifvc. Expiration Date: 09/11/2018 Approval Date: LO/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lhitel Details", sheet 1 of 1, prepared by Craig Parrino, P.R. dated Alarch 24, 2003 and Dn enving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Sgfe Load Tablas'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24. 2003, last revision A/ dated April 28, 2003 both dra vings signed and sealed b, Craig Parriuo, P. F B. TESTS 1. Test reporl onflexural lesting on 4 ", 6" & 12 " Precast Concrete Lbntels Filled and Unfilled A/odels, total of (13) concrete lintel specimens, per ASTA,1 E-529-94. prepared by Applled Research Laboratories, Report No. 30404A, dated 04110103. signed and scaled by Christopher A. Kamon, AE. C. CALCULATIONS 1. Calculations.for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, AE., signed and sealed b>; Craig Parrino, AE. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrha, P. E.. signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Qnra!lly System Alanual for Cart -Crete 41-fachhie Made Precast Lintels revised on Alal) 1, 2002. 2. Cast -Crete Qual/ty,, jvstem Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Dra ving No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24. 2003 and Drmidng tVo. LT4612, tided Cast - Crete 4", 6" & 12" Lintel Stfe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, lost revision dated Man-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. A), Miand-Dade Counl y Building Code Compliance 01ce. E. MATERIAL CERTIFICATIONS 1. None. H6Wty A. Makar, P.E., M.S. Product Control Unit Supca-visor NOA No. 14-0903.03 Exp6- atlon 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". shoe! I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sqfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated lfetrch 24, 2003, last revision dated Afarch / 1, 2008, all signed and sealed by Craig Parrino, P. F,., on March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Xtimni-Dade County Department of PermitNmg; Envh-onment, and RegutlatotyAffairs. E. MATERIAL CERTIFICATIONS 1. Nolte. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dieted Februct y 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL H 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Afietui-Dade Commy Department of Regulatory and Economic Resources (PER). E. MATERIAL CERTIFICATIONS J. Nome. k W- ny'A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inn. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining Alo. FD4612, titled "Precast and Prestressed Lintel Details'; sheet I of 1, prepared by Craig Parrino, AE., dated Alarch 24, 2003 and Drawing r\ro. LT4612, tilled "Cast -Crete 4", 6" & 12" Lbitel Sgfe Load Tables". sheets 1 through 3 of 3, prepared by Craig Parrino, AE., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pmrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast-Crele Lintels, doled 0811912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Cowin, Department of Regtilator j, mid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 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. Hel inlcnr,l'.E., NI.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Me: [0/09/2014 E-3 9 AS7' RET6e HIGH STRENGTH PRECAST AND ICPRESTRESSED CONCRETE LINTELS iVLSliIL V41 fief 1;9f...f srara•- , ' t 61JI 1 r+i F'iIf37 m i EI:IlSJ Gmil eLL!JtuzeiI! n rr t-7G'irTQTYrtll+f rSL•orO1 r9 r}climILUMMf lWACO= 93¢Hrell), 14111Jmrc7i QmKL-xrrr7r rtca=3Mi I:"_PRECAST U—LINTEL DATA TABLE t1-%9 r+- 0r>nEZlM moo oc-+ram uia r+atti ma v r.^.I rr vn t uru:ir.ea aD r avaro l]cf1rT lexlrl 1 If67t7Ri'L7Ylt{a©atf rcv r msvns:>rmrasar no rma r s rana tr: slm rsavr rz9 0 c mnrr,-a ra reals^rzvrs:o rravrrnrrzar.al vrrarare rra rrvtA rr tQ rrnrr?IE L`f!:.etrt+vrtn^;tsevsaarylTnrts_ rrg7 r , r ., tegflrav r[r©rI r lrYaystir:na ras rr rim ma r u r nan r I,, , ,.: amr acSi o rr rsn lrz r!i erg nec rta.ur es. uaio 42' PRECAST U—LINTEL DATA TABLE 9"20Q li pWW"i"M? e]eyi L!U7 KEMF=rarA F7=E MW rin 0 ocy r r aeta rti_a oe Dcy ccsr vn o rim1(v.lL=smE7,oz r1Gnm53crrdII:J® PJGT^.71::![i11L'LI iDL`i^_1aC.ti Rn Lfft1 f IISI L':1 rI7"J" DIT_7 l OC9ta aO d7[.TTi11.1.1 r' Fda O rmaracn su riu I r_ rzu ^ oe Ecru rravr4iTa es rm ir y 11 RB7CfiA rsmnsTr rilm tuna ruts IiIC3 rzt: mcy rr %o rrcv l rt;l r.eta rye : rt r nT.: me a oe, o ire rz r a ;ear oe10 rz sea sRret!t "vrzf¢Ar, rea'roe,o rr,mtr=atearme^_errcy e1L11 tt'G'.talLlt7 TYPE 'r TYPE 'A' STIM W. W I K m r o i le I,i Wwr Ilet ROIOONIf m emlLroN 6 /0 110 M IN WCI •I ot O n nO E= Of CW7 M U M ADCAMW u 2060 t1 a torso= mow On !OM M em" ew-cwt ek M 1. owmmmm ty toL •Iltl A N"11 wo •awns smom 1M It all wm.t to am" s Ylm a's MM M W&M NOIItt W SOW" sam w mans /WIM 1. I>srC 0m0 nl r.. ttlt M FU ALL t WE LID It M ft "m 0m V 10 0=0 Gal M t,1Nllt • W Cl MCCati WDAft r.. s 10 M • I WKU Ms . W. Ot IIO O tut fQAO M ms0 Illls 1. M m Sim OWL" aI ..m an nCN m a ol t Lm t imms rmu mcm om a t . 11 "m LWM Yttt mrxI Ctr /d Gc `. GEN • ,O 0.4 S s F ./ ,•4 Y'I/'p•'tv: CRWPARRINO ONAI5••' SEFFNER.FL 33504 1 o#. III,%% FL:P.E.Lie. NO. p raunucY ne[vl tial am11P r le•^nr Iw 17alidN o•rb1 F-o n o3 p N1uNu u?. 1 f J f a cm eY' PRECAST AND PRESTRESSED LINTEL DETAILS L'7zLL ` ru wwl oaw•a tom rn iaur Laun I wul at am r GENERAL NOTES q tldelae f. GfW . 2000 I'd arnte ttwty rat oa ASN to 0 ioiW p teerla per ASW 070 09e k a s 2) Al Wo bw WN •end M Itftb 4 Bell taiYld bmfbp. EaetTsNi mrbw. ram. "doorx aiu. Iota o Is ttwo90661/1 itdra 20t s) P—M. ba ttelbt bd W Idw 1t9Ae. 4) RA w~ b p412,t* Wide W paced 1diR0e• h• Veto 40 tetl ••fw test. etaE1b ,/ 0 Mb'm 14211 • 1229 10 t42Ep4 s) As Cobb and or rn d l/7s0 dd.dst. laic mmborr chew VIM ebodick U14 IS fC to GRA a m;J t t 6) set. frbd H.b a tope& 7) 4' .toad tdob to b. bltc9d ./ 4' tft.tmNa 6eboMd W ir aee•ie wets 1) cooed/ taf`d `. fr moot to.* .M W ttallork"ol 9) wW/Tlal.aGoNp: mmt`40tabn`bt sk* ca duawoiw d` -to"j ko ey Im d typal 10) ILL - NN Raw If) sibro fku Cad aba to be bold at L.. wtum d W i.w wit. TYPE DESIGNATION I 11ta m aY1 / • - taYD 12 16'-2B/2T tewt 11201 J L4r.m a1 alai Imo Im• A7 It 11O 1I4n W N=M noe 1em7toetleoe am eC y c' tad N ttaln tom r um4 1 e ACIUAI "010 (WAX 12* 1bb111A1 umm 110 r A If Udta ar tr••dedl.d .M 6-1/Y " trkb. 11 9• ede to ecsmb at9ed sd ttwblbq W VaM 13D Tp d iw aim of HeS idtW b at.Ar anutil mry eab etr hM Ck*q d AM 4ppsed b a fmareppte at(( 1.! u tjAlm c- N= ere ref .yM.ra wait 11) bbk% t1e"i d `UNt adtlnd ow9a i6 14 febiM qu `O Appfed .trkd be• + A"W MdWM b•d 6 IASoft "a" bw Sol. rettatw bw IS) fa amp 0i Cr41 hoots td den m oak bw low mA low wib Owm 16) I'a Het smw to Oa.A 1a $do Itw IMIN Wd W d IagW drat 17) S& bob .n tepeb9eW a n o bed 10) Sdt born toed m tC2f•14 f %n •l 0 pd,ADp SJd9.ka raAD sit 10) tedft"davd m euAarw inb IIQ Iae Uu 44l Su w!t! tdn.•`mr"a SEE SAFE LATERAL LOAD TAM FOR LOAD RATING t FOR EACN A0D010NAL v t: •{r „ RENFORCfO CiW (Rc u) FULL COME I/2' ClA 11P 1) +S RMOR FOR 6. NOVELSt; •'»• 2) j5 REW TOR 12l9TIElS CR40 or 11R60 SAFE LOADS FOR 4" SOLID LINTELS 4w1m- 44tm GRAVITY LENGTH TYPE 4S8 3'- 6' (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 8' (54-) PRECAST 789 5'- 10'(70') PRECAST 460 6'- 6- (781 PRECAST 360 Y- 6- (901 PRECAST 260 9'- 4' (1121 PRECAST 156 10'- 6'(126 PRECAST 116 12US Casr- Cwrn UPLIFT LATERAL TYPE LENGTH 4S8 4S8 N- 6' (421 PRECAST 687 371 4'- 0' (481 PRECAST 597 320 4•- 6' (541 PRECAST 529 258 Y- 10'(70r) PRECAST 407 148 8'- 6' (781 PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (1121 PRECAST 187 55 10'- 6-(126') PRECAST 152 1 43 12F8 12F12 12F16 n ...: • t reel - 6U8 6F8 ISM MIS • • ""_ , r'•• ' nsi i' et. i t. • a <• •.•/I. .• , t•'.) •\ '. :n 1' ,' r :,{1:' • % •,'h i' fit: 1• •• f`!4± f`iti y .. / L '7.'•: •Y{,` .1j ice. t n' :^`. p a•: , tot, • ..... • • ' '' • •• ^-. . • 4S6 1 t > G . o 9 - 12F28 121`24 12F20 PAODULTRRVISnD i . S •• t+ - lra OWaka Lnt rit4 tl pTldG3a ST : bp)wb q p CRAIGPARRINO P nbwGu a - 03• dj q t • • R 10 , •• c1 • 8324 CR 679 f 8 6F32 6F28 SF24 6F20 'pS'v+j' aG 4. SEFFNEfi Fl FLP. EUC.NQ41756 adtomt. u — CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES l chi I - .4ar., nl Rwc 0albt4 mAr9 m AM am* I woe tut G— `-' 1 tr10 2t/W O[QI6 R: flAID pAON6, ref. - aS IA. wx I 9CA19b M U412 Sol I or 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FORSAFE LATERAL LOADS8" CRECIST R OADS 9 SAFE UPLIFT LOADS FOR 6" PRECAST 11.LINTEL9 4MIT-44mm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 60 91-10 6FI2-10 SF16-19 6F20-1B 6F24-19 6F28-10 6F32-IB Y-6' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4W (481 PRECAST 2025 2313 3692 5050 6148 7227 8297 9357 4'-6- (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 V-10'(707 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (787 PRECAST 949 1078 2850 4328 6737 8297 9357 7'-6- (901 PRECAST 779 893 2188 3151 4524 6654 93579'-4' 1121 PRECAST 5B4 660 dl4SMg 1523 2054 2795 3731 5017 10'-6'(1267 PRECAST 503 566 1270 1706 2236 2893 3747 11'-4'(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(1447 PRECAST 425 477 744 1042 1377 1769 2238 2808 IS-4'(1607 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(ISB7 PRECAST 351 392 605 US 1087 1373 11Q1 2087 17'-4'(2087 PRECAST NR 299 1 456 620 794 985 1198 143) THE NUMBERS 04 PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIDD ADDED REBAR SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 CMIT-own SAFE LOAD PLF LENGTH TMPE 6U8 6F8 RCMU 3'-6' (421 PRECAST 587 1055 596 4'-O' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10'(707 PRECAST 300 350 198 E-6- (787 PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (1127 PRECAST 173 352 74 10'-6'(1267 PRECAST 151 276 58 11'-4-(1367 PRECAST 139 311 49 12'-O'(1441 PRECAST 131 277 44 13'-4-(160) PRECAST 117 223 35 14'-O'(ISn PRECAST 111 202 32 17'-4'(2087 PRESTRESSED N.R. 130 21 6 SEE GENERAL ROTE 18 Cw l+m SAFE LOAD. POUNDS PER LINEAR FOOT LENGTH TYPE 6F9-11 6FI2-11 6FI6-IT 6F20-11 61`24-116F29-1T 6F32-IT Y-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 1BDO 2357 2213 3470 4027 4503 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(7D7 PRECAST 31 1222 1600 1979 2357 2736 3114 6'-B' (78) PRECAST 723 1097 1431 m 1777 2117 2457 2797 7'-6- (901 PRECAST 648 m 86301 1249 1544 a 1840 a 2135 N 2431 9'-4- (1121 PRECAST 575 57104 980 w 1252 1492 1732 1972 cm 10'-6'(1267 PRECAST 514 462 787 w 1121 1336A 1551 ex 1766 11'-4-(1367 PRECAST 474 404 05 985 1213 1442 1645 IX-O'(1447 PRECAST 454 36700 619 80 rd 1093 1299 1506 IY-4'(1607 PRECAST 402 308 516 736 906 1076 1247 14'-O'(1681 PRECAST 369 285 475 677 832 j 289 1145 IY-412087 PRECAST 253 209 j 338 476 585 693 1 003 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RMAR SEE GENERAL NOTE WOOL 4 gyp.\ G G . WGPARRINO T324 CR 579 FNEFLFL 39684 FRol)UCrry l8ZZD a'o %uhiwz %fAb k ndddm SW ivm pNy '' GS.oT I $ Cbne PLC 2: P trW I' ll1UNtRAt It slow • Ibnmlt o. r° CAST—CRETE 4" 6" & 12" LINTEL SAFE LOAD TABLES M. rap. e m a OWM v iaiul LLVIp p.lf. ILIA 4. Ifi 3nW cum m tm t m - UL K pouf our a lulu L[a I or 3 9 C" SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS m,11-10"W" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12u8 1218-Zs IVII-21 12n6-2i 1mme 12R4-211 OVS-20 ilm-28 Y-6' (42) PRECAST 3428 5000 5838 7619 9352 III)W 12755 14438 4'-0' (48') PRECAST 2923 4232 5838 7819 9152 11060 12755 14438 4'-6' (54) PRECAST 2396 3464 S304 7619 9352 11060 12755 14438 5'-10'(70) PRECAST 1612 2320 MIS 5234 8487 11060 12755 1444 C-6' (781 PRECAST 1333 ISM 2679 4196 6421 10032 12755 144 7'-6- (90) PRECAST 1138 1628 2131 3218 4076 16756 2763 I 9'-4' (112) PRECAST 795 1216 1535 2230 3083 4167 5593 756 10'-6'(126) PRECAST 614 1043 1295 I= 2516 3323 4334 502 11'-4*(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206 IS-4'(160) PRECAST 359 767 926 1294 1709 2196 2743 3409 14'-0-(1681 PRECAST 321 720 865 1204 1584 2017 2451 3106 17'-4'(208) PRECAST NR. 451 631 881 1141 1428 1750 21 19'-4'(232) PRECAST HA 343 477 700 925 j 1152,j 1360,j 1609 11) °a RAAI®6 D FAAWOUE AM KMX)a RAC= FOR CIMOI 40 IIDD AMM XWK SQ CDUAt NDE IQ 4 SAFE GRAVITY LOADS FOR 12' PRECAST wl2' RECESS DOOR U-LINTELS 4 mm-ow" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RI6 12Bb18121110- 12JOIM 121l18 171622- t}s26- 12Rp0- 4'-4- (52) PRECAST 25M 2942 5468 7584 9840 11669 13679 15M 4'-6' (54) PRECAST 2319 2740 5468 7584 9640 11669 13679 15PO Y-8' (68) PRECAST 1347 1841 3555 6395 9640 11669 13679 1 5'-10'(70) PRECAST 1259 1758 3361 5954 9338 11669 13679 1587 6'-8' (80) PRECAST 924 1430 1 2833 4415 6M Imu 12571,1480Q T-6' (90) PRECAST 703 1203 2157 3494 I S259 7922 962 1132Q 9'-8' (1161 PRECAST 389 W 1 1451 j 2157 1 3203J 44270 541716 6380 U) DE WAKK N /AIEIIDES6 ARE PIRM RmICM FOR GRADE 40 FIID AMID Rm1R. SU CEAM ROE Ilk 4 TAR 1Y DRFI!ART IIJ IAITFI A W SAFE LOAD PLF LENGTH TYPE 12US 12FB RCMU S-6- (42) PRECAST 1295 4841 393AM 4'-0' (4e) PRECAST 1295 4841 2994. 4'-6' (u) PRECAST 1049 3922 2417b0 5'-10-(70) PRECAST 681 2547 155 6'-6- (7n PRECAST 579 2167 1234,4 7•-6- (90) PRECAST 474 1771 914J 9'-4' (112) PRECAST 355 1326 580,4 10'-6'(126) PRECAST 306 1143 45 11'-4-(136) PRECAST 278 1041 38 12'-O'(1441 PRECAST 260 971 34 13'-4'(160) PRECAST 229 857 278 14'-0-(168) PRECAST 216 809 25 1Y-4'(208) PRESTO N.R. I16 19'-4'(232) PRES1RE5SEI) I N.R. 1 534 1300 4'-4- (52) PRECAST 4'-6'.(541 PRECAST 5'-8' (68) PRECAST 5'-10'(70) PRECAST 6'-8- (80) PRECAST Y-8' (20) PRECAST 9'-8' (I IC PRECAST PLF SAFE UPLIFT LOADS FOR 12' PRECAST U.LIMTFLS Owl- W" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RI-21 12FI2-2T 12FI6-it 12F20-2i 12tN-1t 2128-211202-21 3'-6' (42) PRECAST 2752 4287 5613 6936 8264 9589 10915 4'-W (48) PRECAST 230 3721 4372 6023 7174 0325 9477 4'-6' (54) PRECAST 2113 3291 4310 5328 6347 7365 8384 Y-10'(70) PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78) PRECAST 1444 226 2972J 3675 4378 5081 5784 i-6- (90) PRECAST 1267 1767 2503.1 3194J 3806 4417 5028 9'-4' (112) PRECAST 1028 1171 0 2006 2590.j 3087 3583 4079 10'-6'(126) PRECAST 920 947 „ 1612 2281 2764 3209 3653 11'-4-(136) PRECAST 858 829 1404 1982 2441J 2902.j 3364 12'-O'(144) PRECAST 814 j 753 1269 1788j 220IJ 2616j 3032 13'-4-(160') PRECAST 678 1826 2169 251314'-O'(168) PRECAST 622 1365 16790j 1993 230917'-4'(208) PRECAST 434 N633, 1057,14851 964 1182 1402 162319'-4'(232) PRECAST 366 817 1002 1187 13720 1) IM RWMX$ IN YAIRAIIRSIS AIR[ KRCDO MVXMB FOR CRAG[ 40 FGD AWW RERAA SEL @RILL JIM ML 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS 4 AW-Cw— I SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH Imam m lv-zjIwI4, 4'-4' (52) PRECAST 1626 2685 3746 4'-6' (54) PRECAST W% 2582 3602 5'-8' (68) PRECAST 1210 2042 2850 5'-10'(70) PRECAST 1173 1984 2769 6'-8' (80) PRECAST 1020 15M 2426 7'-6' (90) PRECAST 204 1226 216 118) PRECAST 1 703.j 771 R 1472, W! i 0 MDAsmmEmD/PDRED Km su IIDIME uk rot Ht0WCT RP.VISLD es cl& 101 Rio r6ifd3 ImIdopsAtagelmttt -o o .03 GMCRsn SS//'" tSG\•', SEfPN6R411 Si58R SEE GENERAL NOTES -SHEET 1 Of 3 AAAANYA j44.•`PLP.EALTt„wo.4y qs 0 8 Ek nM KI =. owu.4 24, R. ., t ,, , . CAST— CRETE 411, 6" & 12" LINTEL SAFE LOAD TABLES roL RAIR1 R49°)-u otARAI rt IRw ARuuR 1,. R rt I it/Al ORT4l0 m cm famo, m - AM >a MS4 ouraQ lruu Dm ?' or S MIA MI DADE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADNUNISTRATION DIVISION MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Strut, Room 209 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 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 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, 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 manufacturees 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 H tiny A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI-OADE COUNTY c I Expiration Date: OS/21/2017 Approval Date: 04/28/2016 o t/2 812-,016 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 0610 719 7, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197. signed and sealed by Christopher A. Hamon, P.E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E, signed and sealed by Craig Parrino, P. E. 2. 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 #20-8275 dated 06/20/95 for prestressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 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 01128/96 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-MJ9805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. L'_1A /) &, de 2 ftlny'A. Makar, P.E., M.S. Produettontral 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 N84-M20749 dated 04105196for #5 rebar by Birmingham Steel Cot p. 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 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT3, titled "Cast -Crete 8" Lintel Safe Load Tables`, sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996. revision #5 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 ASTME-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. dze: d_ iy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OV21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, 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 fi-om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0.121.04 A. DRAWINGS 1. None. B. TESTS 1. None. ` C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department PNC). 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 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21t2017 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, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. ' QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Maker, P.E., M.S. Product Conitol 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. H4CwfA. 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 i'_'c MW S i:F?t'Si_Cc'• i TYPE 'A" STIRRUPS !,1 7/32'f BAR M STIRRUPS B 1 4 — B UNTELS It" "A It CTOI S SPAtlIo OFMo. 14-Al a sa at a- 4 e s- l IS-4 0.140 Sl7 Al I It 17- 0.131 ttf 7 2 MR7 a1 1 -2 a e s a 21'e 0.154 7l7 R-2 7/SI Wtl• S'-1 S/a• 10 1111 7/S1 •Al to-lo• l e S'-Io S/l to 3 7/S1 •All 2s'-Io• e P-S 1/•• 10 B" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE irt Lit i I 3i','"I• u:i l:tu;t rl:a'+T f f3a iL]R?awli7F' 6 C 1 0 a"21"ff— uarr s7 TITc+r t El rvLly a3a'rU"Mynrmu:•art:uer.;4? r Esc rrna W=Mca r ti:arsa nr ,-vu seu vaav FSQ•1•C-il RSCiI T•}f a f3i LLL":•R.9'+fI211J1'.S`:IOCi©Atf rLa;::_I RK I!. •ram iaFr R'11. a i a rai ru_11 n,srr,•er.mav MEMBER oP LY:Iidr• _ PRECAST U—LINTEL DATA TALE aunil Ruar i:MrvmEax©Llo a7i CCi1a®• I I talD r.7an o awl rear v 7 n lug a.av C c. rar rra:v r r>a vcT>< a Erg vc av r'T.yl E'11 f7^ r F7[ISTO i CrL7 ar>• FAAMAW)MV91—IM FAVIM FAMIN a0 almar a t lrjc5mfia, rifflim Cimm aT as r R3 f rt4,tia E34i ar7 R aKllmF rncuw mmm+a r.rratrr.m+ la_A"[ DG3RF]C1t! Ficul m rT 1 as r f i f> ff1C i• o rLYSdi 7R:IE5L>t fF fE7G1LfF7.Tin1 3Cia FIQ. a[7 I= rlofsorU r olrOWTOM 11 •OT•Yo IN rIMOCI ArMOVAL Il O P110 90 AOOMMI UVI AND CAO."I K WROCUM OD e111100110 111I11N11 IKE raw 11R1ntN sumett or us -cull 1OA m NO I. KWMMo SIHU 7/ n MAIL ASIN ASIOI A N. S. ROM 191 MIA NOU Or "Mgt$ AND it lttul GAWK t0 AM Atl$ 1/I6 OK" ROMAMo O COOMIM ttAl1O0 rM EU21 CLWIU 2110 LOIhIaMgIO1 nlslKsm rm O/ MEKMWQ mo CA04 /M CLAMOU MUD AUM "IL - m of tleAOri - L tm to L COOALIC tilINOM11 6- txt M Met a ttOOMC O WE Imn ZMM I lltOft tl6tK9tt u1O1W f.. 4w tM tot ME to F MAIM ®. rKIAs1 l oxM IJllllt. L II ZOO f Ot I11I1 19 0 1n UCU A IOOML ttrtlAnl 1OACt . osa . I or f or NKAot MAT a oKO a AN p mart uno urllt trtlotroCANLL1111r010MnIInAmNKfMtunAOANOMAMYtO /olt6 ENS %, PRooucr ItCYIgiD A+kh 11%Fb lda IIWMIOI teia Ii61DAM • "16 CRASPARMHO y,,AIO, gJG N".`` SUREAFL 3ZM u mtJLONAL FL. P. E LIC. N0.44758 111111 CAST-CRETE 8" LINTEL FABRICATION DETAILS SAFE GRAVITY LOADS FOR W'PRECAST d PRESTRESSED U-LINTELS a• euoe cTFi eveoEneCeO SOS f0 i Q SAFE UPLIFT LOADS FOR A" PRECAST A PRESTRESSED U. JNTELs 4-1.4-firw SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH Sue et1-oe pli-oe s11-41 en1-oe U24-De esze-ae s37 a0am-1e s12-11 erle-te sm-le att4-n errs-te s3t-le J'-6' (42) PRECAST 2231R2591 3719 5143 9W 4 IN2 Iml 460 113 7547 tl74 10394 ItM 4'-0' (48) PRECAST 1966 2151 We 4190 Stn 7031 SIM 410S 6113 7547 074 10394 INW4'-8' 54) • PRECAST tS99 2110 2e71 7733 4578 6100 43A 6113 7547 rift 10294 115'-4- 64) PRECAST 1217 on 19" 15W 3113 306 4249 3090 S1M 7547 7342 8733 1012 5'-10 (70) PRECiASI 1062 1171 IVf Top 2549 3001 3470 1451 2822 4310 710 q net MIS 6'-6' (78) PRECAST 908 tiY t177 3480 3031 7 43M 5x1 tilt 2I77 3m Sul am Iost dos 7'-6- (90) PRECAST 743 1011 1721 2M2 2105 MR 3191 360 toll t729 Sxt 3a31 xn Na) H72 9'-4- (112) PRECAST 554 an 11t0 ISM 2514 34x 11 33R 752 INS 130 2W 34t 4703 S 10'-6-(126) PRECAST 475 035 Rio 1%7 2D93 27" 2103 25M 443 1052 1533 2053 2751 4734 11'-4'(136) PRECAST 362 Sei 94 1]66 1146 2423 St27 4006 662 943 ISx fete 1423 3127 4Dx Ir-0-(1441 PRECAST 337 so R71 1254 16M 2193 2e95 40 540 973 1254 104 21.93 nU 3SSt 13'-4' (I SDI PRECAST 296 rn m 107S 1420 I83e 2318 2e11 471 756 1075 1428 ISM 2315 21111 14'-0-(1667 PRECAST 279 424 700 1002 1320 lm SI27 m 442 706 1002 13M 1697 21V 263D W-8'(178) PRESTRESSED NR, r3m NA x1 OR A NR 14 791 U70 IM 224S M17 2712 15'-4'(184) PRESTRESSED Kit1R NA 1R I6 RR NA 710 I= 1731 me i12D SS13 17'-4'(208-) PRESTRESSED N.R. a AR Ne 1R NR 0 S4 f30 I= son Ix9 no 19'-4-(232) PRESTRESSED KR. Ito1R11A 14 MR ter 42D 760 143) IM 1515 1716 21'-4-(2551 PRESTRESSED N.R. NR 4 xA in NA MR set 00 340 690 NS IIU Im 140 22'-0'(2641 PRESTRESSED KR., M NR 1R In Net NR 1R IRS 313 550 784 1047 IfW 1JW 24'-0' (288) PRESIRESSED NR lA IA Set 1R NR Alt tR In ISo 410 1 $54 514 1022 I222 SAFE LOAD PLF LENGTH TYPE SUB 8FB R. U Y-6' (42)' PRECAST 1025 W24 1598 4'-0- (48) PRECAST 765 763 1309 4'-6' .(54) PRECAST 592 591 1073 Y-4- (04') PRECAST 411 411 745 5'-W(70) PRECAST 34D 339 616 6'-r (78) PRECAST 507 721 490 7--6' (901 PRECAST 424 534 363 9'-4' (1121 PRECAST 326• 512 230 10'-C'(126) PRECAST 284 401 180 11'-4-(1361 PRECAST 260 452 154 12'-0'(1441 PRECAST 244 402 137 1S-4-(1601 PRECAST 217 324 110 14'-0' (166-) PRECAST 205 293 TOO W-8-(1761 PRESTRESSED N.R. 284 91 IS'-4'(184) PRESIRESSED N.R. 259 83 17'-4-(208) PRESTRESSED N.R. 194 64 19'-4'(232) PRESTRESSED N.R. 148 52 21'-4' (256) PRESTRESSED N.R. 125 42 27-0-(264-) PRESTRESSED N.R. 116 40 24'-0' (288) PRESTRESSED N.RL 1 91 33 4 AS1M1 R4)fY SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ere-n 19-21 121rt1 Mli-m enfl-1r ana-m Brio-Ir Afro-21 ers4-I1 UN-21 d:1-n V21-11 s3rn 12-21 3'-6' (42) PRECAST W S 4 43% 520 6132 7001 156 MS 3W 4304 261 gin 7001 4'-0' (48) PRECAST 30 2303 3oa 3afS 457a sm Role 13" 2303 Rio W5 4m Sm 6019 4'-6- (54) PRECAST 1207 me 2707 3376 041 4711 179 1207 2040 2)07 AM 4043 4711 53)9 5-4- (64) PRECAST 416 171 R711 291a 33" 3261 4522 lose 1715 1 Im I rite I 3m 3361 1 4"m S'-10-(70 PRECAST owIxl Im 3107 362D 4133 929 Im I 2DID 1 2Se) 3107 3620 1 Wn 8'-C (781 PRECAST m 14 116 i3K 21 323W 3712tm e35 1401 1 1860 1 238 2m 3251 1 1712 r-6- (20) PRECAST Ix 1624 MS i 21121 11 1224 1624 1025 2428 n27 3226 9'-4- (1In PRECAST 708 113S 1474 1e16 2157 2300 e12 1319 1943 IM 2714 2619 10-6•(128) PRECAST 474 we 91a Ilse 1451 17 2011 M5 11e0 1472 1761 2355 234t ll'-4'(1361 PRECAST Sol Wo W37 1274 1513 im 07 lag 1372 104 1015 2187 12'-O'(144) PRECAST 470 458 n4 13e II 1369 ISASDA 470 Sx f40 1302 1560 slab MIS 13'-4-(1 SDI PRECAST 41014 Set 607 705 994 1143 1323 lie . 460 7tD 1139 141e 1 1117 14'-Or(16T17 PRECAST W 358 See 724 as 1054 1m 44 423 7171 IOU 1We IMS too? 14'-8'(176) PRCSTRESSED 24% 334 na 395 320a U31 672m 111s w OW OR 1318 1131 1)34 15'-4-(184) PRESTRESSED 24 210 33 31111 tee flit ma NO a 763 124OrA fit 1460 fast ItM Ir-4'(208) PRESTRESSED 10 In ifl3 m 306 406 606 521 740 63e tJ 10050 733 m I271 073 1473 19'-4'(232) PRESTRESSED 1a flf Sle 447 517 aq 7n IM 263 429 623 941 Im Im 21'-4'(2561 PRESTRESSED 142 7 ant 4RR xe 6% 142 IV 373 S1) 721 005 lad 2Z-V (2641 PRESTRESSED IU 197 S n 462 546 m to t1J 3x 13 1% G 9911 24'-D'(2881 PRESTRESSED e4 nD 34z n1 Sal 124 202 of 4!S no 757 We j) THE NWREPS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CUM 40 ' SEE GENERAL NOTE A 18 ON SHEET 3 OF 3. (J) 111:4 PA EN111ESSIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. K `% E GENERAL WDTE ND. 4 ON SHEET 3 OF 3. rm 2 : G`cCEN dAdigI CDOD Ao - _/f PR0DUC2RNVIS9D A44e9tDe4r No .p ' O (( Dddkg 4 wl. MWOr PIDNds er 3% * • TE • * CDtlo40nwN' i. E-.° °. t CRAM PARRINO GM CR $79 D7 7I SEE GENERAL NOTES - SHEET S Of S I i, O sit G\ SEFFNER. FL 33504 Non 1 / 1 •, Ors • • CL .` FL P.E. LIC. NO.44758 0 11nu CAST 1/CRETE 8" LINTEL FABRICATION DETAILS 3 11L ' rL _, W jKfJ Vj":4 OMn 7t InISMfWZk - ILL A 44231 I STAIR W O sD1[ 4Fu WiR a IWO fe as pmmf% rL - I4 m 4D3c DIL A 6 1I Sl[n i 13 R SAFE GRAVITY LOADS FOR r PRECAST wF 2" RECESS DODR U-LINTELS cwtr anlro SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH Im-a H01 HIFI mia-0 on" HW3D-le m-le wwis mm-ia sins-1 sar -1 m7s-Ie HI730-u 1'-4' (527 PRECAST 1615 1749 33SS 3260 4349 5421 SW 7567 1601 69! 5204 4579 am 9470 Imw S4 PRECAST7 1494 1596 3063 2m Jose 4041 5924 cm4'-B' 1756 3699 5m a19 eoeo 9479 7ce93 5'-8' (66' PRECAST 920 1770 1716 227) 2639 34M 3966 IN? 11W mI 4567 e309 W51h 79170 9311 S•-10'(707 PRECAST 81D 650 1653 ISM 2124 2940 3174 370D 1113 2342 4242 1 AMag 1060w 7402 e706 6 -8' (BD7 PRECAST 797 201 lets bI SOIe 7747 0448 7360 901 lets JIIO 504e 7l15 9179 1 r-G (907 PRECAST B691 755 1400 Me 1 3779 5743 7739 NU 755 1420 2469 3776 5743 6416 1 9•-0' (Ile) PRECAST 411 463 999 1558 2253 3129 4091 3148 SM m 156e 2253 3120 4150 S991 p THE NUMBERS N PARENMIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE WVAI ND1E N0. 4 SAFE LATERAL LOADS FOR w" bOPRAwf "Aa" eecre• nnne u.I lurn c SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4' (521 PRECAST 758 757 1164 4'-6- (54) PRECAST 694 693 1073 5'-8• (681 PRECAST 408 407 655 5'-10'(70r) PRECAST 382 381 616 V-e' (807 PRECAST 595 788 464 7'-6' (901 PRECAST 509 674 363 9'-8' (1161 PRECAST 370 490 214 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR B" PRECAST wF 2" RECESS DOOR U-LINTELS s *.am SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 9RFO-11 M8-2t MIO-I e9F10-a M14-1 10014-21 Hine-1 style- 9un-It e9n9-1 6A726-2 av3e-n MO- 4'-4'• (5n PRECAST We Me tsu JOSS 4445 5140 em Is,e Im 30% 4445 3140 4'-6' (547 PRECAST 067 1504 2172 lob 4275 4243 be7 IHM ZVI 29b I 4V3 4943 5'—B' (681 PRECAST 675 1 1797 2326 3302 3911 e73 1269 1797 23N MU all 5'-1D'(7D7 PRECAST e55 12w 1740 2259 3= 27W9 956 I W I749 22s9 32e0 2799 G-B' (an PRECAST 570 m Isw 1W60 24 3320 570 IOW IS10 two 24S 2079 3329 1-6' (90') PRECAST 309 742 1364 ' 00 21 2 2#68 sm see 1364 IAS 2166 RSSEw 2557 716e 9•-e (1161 PRECAST 395 460 IN 1222 two 1619' 21e0 395 SW 1072 1366 1701 2016 2331 1) THE NUMBERS IN PARIEMESS ARE PERCENT REDUC110NS FOR MOE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTfS TYPE DESIGNATION 12) V A.b eo w a0A 4-IR' Iq mkhae d 00 *NO Is mMfr eerem ed .dntrt49 m0 rwY} F r - MLM tlD+ rille•r.d srd . 400D pl / D - b161112D Awl - tOm ru 13) %. Wob .wa d b9d. Ien.lee b aledr a«re .eb .ol rd. ffi!fl fl1:9 2 EElfrfftuo•tew.r 4/0 Les ..lry,b . a." .1 v— •ram . am"" df Ao111 e-n9 ..00 M c.r a,&+ r ow9m or 1s smu er an co at" I90O N b0 A ro/n.r d 1 u.M. r.w d.sM•xaJ we .um.l ee d9 « d 1.mue! (1.en % I rD11 I Cf um utln wl« p ASW YIS ee. W Q W.6 ot." a ekdd Iw L10 t l.oi4 AL 1!. I.L.u1 .2:1f. / I . :''• . w w mw u sptr ASOr A4I4 G.•. IW bw n.efs U 8F16 —1 B /I T 1r p ASd t 77 9 91+ M S Alplw ..Sw bw * A, -Ow brb..td bw 1) AI rJ. be4 Mlle W..4 w ai9ins. 4 W. ftabd h4M1y ode wulbd bd 5.16 h.W.W bd 1toY1W 90.j W'+' 'O+w k IS) For amwo or" mob ..1 O.W e. ade tow srt bur h we 101111W Jim J m W/ 14) to 1" tym ad on% w Oh bd b. no bm d"m& • • ) 3 IS4M At tb3) Redb he wbt bw a4 Me pw 17) SW b.o..1. r*.Upad ebmw bea ri +• UK (1) IWb 4) b nab I. b«Qrd. bkda VA bwed 1wtwDe 1. I Sel. Meth bed . rsOd r AD s>D w AD Jll = ,• • • .. q.e. 40 sw..me reo. A) ow+i'• +K N •' +-1/3• nuR lid T-4' VfW HS2-Is 04 I"rYy W - sm 00 19 Aaraw1J,' ISS u•s9aa 4 44 µ11 . mot p0 ) ridewe• oeurb rxr' ry w11f QOIn .Oar. Ilw odd. Se EWr ahb'ieie— % > .:+. V • o .. A Ao 0 d.b Or+ « tweel JW 4elbdyt CYO. Bai11eH Meam wO:/1». 4p n -f w Imou eew J, ; ', •! ` ;, Deb fir'3e411.6DeWl oree6 rqq Oy IbAOb Mr.9 Cde sw,eo IW411 e.0o11ob1. 1. c: •r, 1. .• 0 S1ww R4 NO a teoint JJ . cm 7) On31 #*w eq bi a bSidd I be 15 root y;' _ r1ri50Dpei l-;, : 'e'. FS am At em U i.. dr.b.d ees.rdn9tM rr.l a•qb an W a ebi.dwd 1; SEE SAFE LAlM LOAD • • or 1900 r br3r 9) 1,. dwI.w ..«w4r.W b.ef rwe W eM .w Wu h ..: rDR LW ai f` fff ,A ) • ACIWl r . eMabAp Ow ameut mmc," o..a d Om d Fay ha W•;Sy:;• • • • • •. 4' 11MOY4. to) ol.. od Row 9ROD11LTRewpvm r caaAtyirq.ritb lbe PlbliQ9 • IR0D=It0vLsw It) %Um Shc *&W Wa 10 W "A d It* botm el t1w UW CIR T1' v*. 1/2' P ; (2) 5 REBAR Bw7•iy coo" O.AO s t0^WM•9 wild 0 LAMA, GR40 er CR60 AvP=. = - o , o It : * : D wA1 a b io•1Ato , Ae ewrc•lae / 4i `S'S C3p` SEFFNER FL M584 d ' ONALE ..` FLRELIC. no Aarm mc tm orYe • u CAST—CRETE 8" LINTEL FABRICATION DETAILS A! RFMISION ROME CHANGE Y Y •"«' i ,e1, . Ot iW1L• I L14 owa R: cm /AOS7a• E - QG IY 4039 RaD 91 M SW4cYICo4/a/bt O= h L7Aq A1L1A IL - HC 90. Nnb 129M a W UW 4 4F S MIAM I -DADS 11IL4AII-DADE COUNTY PRODUCT CONTROL SECTION DRPARTHENT OF REGULATORY AND ECONOiWC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 P (786) 3 tS-2599 NOTICE OF ACCEPTANCE (NOA) mv v.minmldnde.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 (lti Miami Dade County) and/or the AHJ (in areas other than Mianri Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perfonn 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 tine applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete ) 411, 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 Pan•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Pan•ino, 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. AUSSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RE,ENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed- by the expiration date may be displayed in advertising literature.. lf•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 13-0321.07 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. Makar, Y.E., M.S. NOA No. 14-0903.03 MIAMFOAOECOUNTY j, v• `Gf'' Expiration Date: 09/11/2018 Approval Date: 10/09/2014 r / 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 Lhttel Detalls", sheet I of 1, prelm-ed by Craig Parrino, AE., dated 14arch 24. 2003 and Drenving No. LT4612, tided Cast -Crete 4 6" & 12" Lintel Safe Load Tables'; sheets l through 3 of 3, prepared by Craig P0171110, P.E., dated March 24, 2003, last revision #1 dated April 28. 2003 both dra rings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flemiral testing on 4", 6" & 12" Precast Concrete Loutels Filled and Uu fllled Models, total of (13) concrete lintel specimens, per ASTME-S29-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by Christopher A. Hannon, 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 Parrlao. 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. Qualm, System Manual for Cast -Crete Hachine Made Precast Lintels revised on dlav 1, 2002. 2. Cast -Crete Qualln, System klanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draidng No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet l of 1, prepared by Craig Parrhuo, P.E., dated kfarch 24. 2003 and Drmaing No. LT4612, tilled Cast -Crete 4", 6" & 12" Lintel S'trfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated jVlarch 24, 2003, last revision dated Alarch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Qv Miaml-Dade Corn(), Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 1 H y A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expirntlou Date: 09/11/2018 Approval Date: 10/09/2014 E-1 CRst-Crete USA, Me. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 0 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details'; .sheet I of 1, prepared by Craig Parrino, P.C., 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 k1arch 11, 2008, all signed and sealed by Craig Parrino, P.E., oil March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. Nose. D. QUALITY ASSURANCE By M/aumi-Dade County Departmew of Permitting. Environment, and Regulatoy Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-on Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Btrllding Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatoy alit/ Economic Resources (RER). E. MATERIAL, CERTIFICATIONS 1. None. i Ua- I fuy'A. iVlaIcar, P.E., KS. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1V& FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.G., dated Afarch 24, 2003 and Drawing Alb. LT11612, titled "Cast -Crete 4", 6" & 12" Lintel Safe 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 Parrino, P. E.. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, doted 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, AE.. signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Mimni-Dade County Department of Regulatmy mid Economic Resorn-ces (RER). E. MATERIAL CERTIFICATIONS 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. Het '1a1(111-, C.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/l1/2018 Approval Date: 10/09/2014 E-3 AST RE,W HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE UNTELS TYPE .r rrrE •A•_ s11sr vtil sre vel eraRva-v vn D ` s>s> awn Smom 4" SOLID LINTEL nATA TARtr I i iiza.tus> sTarT+rur l n i,ItytTa rz m[E3li onew as9tUi:a1L':.af i ma[tll2L'J Jttim 6" PRECAST U-LINTEL DATA TABLE lr r rrca r er.ur• vitr.T r r3a n Q rc r ur:us oanav®r vn o, r r ru14 ra-ansrnrtiLvv, rTaTrrt nrrnrn lrarvntsltnraaraa rcTrrT.-,rvsTn11,11 lrarer7;TvMr2Mr o rcTrr^ns-,>trL=rra rtr TTrWr rravrrnr1Turt,1" 1E$r7 r.•a7MiIrumn-niOate' RTG'y F7rTT rrrerairrtarraTrsTrrara- TMrw rtzTaTra ffT= r-nvrllrlu frTBam'(7" ar2no mevramw"ir rTTeTrr4TrrTr'taan e> ytttxatr M=d;uulmz anyfFd iO E=aeyr 12" PRECAST U—LINTEL DATA TABLE proffTMM Tr2lnAvmMM L2 r a ttarta_ootav<<rnitr e ao lic rttasrrtL r nia e:s:u ua a rUrll l"r O vlil=a r Sir I.ro rT3" eSrrfz_ rrl:artr tzTacrave ur ao nmar[ nurut rr;re rt'tte, errvRTn© ruun Tr rrr<vr o rncsrrm ruaru ms<myr Mlinsm g AMMl_21arFL'MQ]Gi irlmnia-n0t aLe7warf71SZ71LC+!!1!'Jmey ocso ay[: t rre arru n rrerf.ey[r.o rnMW o i::.a rt r.ticr rTmr rv.i._mcy crsu ns rfarnctul oraflunnl a nwsm rot talon urta"a a / nwicno rr cw"w Un No C~ It ftIf001IIt0 0f 001WYIt0 I 1. w00d fd14 1/f1 W AM WIN fL A.A n mm "WPM Mooft0 f Mf If f10 11011[LL . fM0 ry I 0WtNunYIfA. 00o to Ina taw 01 $MR" n0V0Y nt two Mini i Ianmt fttWd !.. MO M w — f oo "o If fw nm Lam Do 01 OIt wofnle tJQJ M Outllt - m d IrCnf IfIIIIi: !.. flat A Its. 0tf Ifll[u flW,f ... 00 In N&Wf CAt MINIMUM Mtm Olin f. ntIOII f0m MU t oA OUR 40 MOM b t IIM0 10 an f rumn flow tu7l OL o f Ir n IOI uatu Imo none ro+ not V'' CEN' •Q: L 0. 4 O R 10 . C`•` 6V4 CR 579 FL RE LIC. NO. 4473 PRECAST AND pnnrnk' r IlxvlslTu dmngliacxa ma Fla3d ITA04 ", a 0 0 .03 pQ 111mBmlrla _J 8 pdc9r' af~ D LINTEL DETAILS Stsia fS tlrO GQ4M4 ItOiES 1) tldredc w 4 add - 3= d re r i IT_ readfold. f070 p lk. - F abm 3/Y .00yM eta egrr" o1r a I Aoil 11i mbAso rder a ASN AYIS Go• a nh. rt.r tr A51tl h7fi qp tl . S 2) Af r. bd title .ad M rtiin 4 inch W kd b- EA , N, SW laws fit W#d t O•. 121Y .d 12AYt and •. reset 4 20[ Y !w•17 kho b ku Ifa 4 1/2 id•a 3) r•h1• tit moft bo aid wad Wu 4) M" in edd• b gcco Yn wtl q •cLabr EA»tl hfiM I/ r 14f Untilf 114U •- -q) - 12n ky low p01ep4 S) AI kiwi mat .r .ewe y3T dAK1l;1l4 Lcslba m {rwmWV180ddbc'0. + ON Is fdd is c.d[ms w11Yc.W wrtinf 1M PedlwIM q fade Sdim 1f01.& 1 a f) Sba. f2W1 6deb a ngired n a add Ydu' b h lmtdd •/ 4• &Mmb budndd old q M14 wtlalsat afdd emd en" .Ah W •dieekrd f) 1N dalya ma ltofse tacw•dd bob fmb ON re lad U1=b by odo a,o nidk0 reamI " ohm d d-•.q W XWL 10)ML- at tlied It) Odbm fdl d•d raw b be bated d W mum d W Ltd emill. Pr OFSIGNATIOU r. AR MOW/ w.h 1 naal%n olr° 12 16-2B/ 21 T IYae Li d J `mm d R I4 A OMirW" na r oems 4 ` f "W o v mm hair umMID two asrIumlrmomst rAo1N 1* CA, Ir ulleb n r.ndederd dm r1/Y by rd.y d W .nb to eaa.•drb arlkl ed tdsrdq d /eAn4 bm comb ."mb =. 1.W. MWtoWib datlaM 0va&V 14) lode NOW -,a ofinea.y .inwiYetl (yM7 m ueW m/ Aa{maEtl OdeiA beb dsW h alhddI.r tl• wlLwi IeelM A6 W bb.l. pafre A fW W&W bat , NMd fatladtl bill S IL Sd• -,tied lad so. •dh.dd low 15) rW amI Iw Nil bd11b d dk.a d• •ek bd 6M ed burn WO sb a 16) rw No W# m rdf dm.% U. r. lad bm nerd W41A Wo eh.a 17) Site bo 4. e.rrbYwd coal. ke•a 19) Sdo bM haw .. Mad daph .a*.b " AO ILV tlrd AO Ala 12) 4srtsdd a '.e. f i.em wn (NOYQ .Iw. epw.t Sa ddJ btbe wdals" f rIh=151)Ope t/2' MR m 4S8 SUB SF32 SAFE LOADS FOR 4" SOLID LINTELS 4-44M GRAVITY TYPE LENGTH 4S8 Y- 6• ( 421 PRECAST 1180 4'-e (481 PRECAST 959 4'-r (541 PRECAST 789 5-10'(701 PRECAST 460 6'-6- (78") PRECAST 360 1-6- (901 PRECAST 260 9'-4' (1121 PRECAST 156 10'-6'(1261 PRECAST 116 CCRrn UPLIFT LATERAL LENGTH TYPE 4S8 4S8 Y- r (42) PRECAST 687 371 4'-0' (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5-10'(701 PRECAST 407 148 6'-r (781 PRECAST 366 118 7'—r (907 PRECAST 280 87 9'-4' (1121 PRECAST 187 55 10'-r(1261 PRECAST 152 43 S 12UB 12FB 12F12 12F16 6F8 6F12 6F16 • • I?"'`?`' N i 'f' F'• 6F28 SF24 6F20 12F28 12F24 12F20 W10011cl- m s1g) gyp ; • * . w° n^pl) f"i wiN tM flmWd j Uulldi lSd; Aawrbdrw fdo l4• - o O . o CRAIGPARiiINO Bpinliwbuce J RIQ. 6324CRS79 J -/P FL TONAL E;.•` R. REUC. in 44756 un tlor no: CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES rbu mL• cmm-1e I Otum R: mm AOb® I WAL. tlJ" SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4 mw-*Nm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6U6 6FO-10 6F12-16 61`16-1 6120-10 6F24-IB 6F28-18 6F32-18 X-6- (421 PRECAST 2332 2676 3892 W50 614E 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 SM0 6148 7227 0297 9357 4'-6' (541 PRECAST 1654 1887 3633 W50 6148 7227 8297 9357 5'-10'(701 PRECAST ' 1067 1260 2198 3557 5734 7227 8297 8225 C-6' (781 PRECAST 949 1078 1831 MO 4328 6737 9297 9357 Y-6- (901 PRECAST 779 803 1459 2188 3151 4524 6654 9357 9'-4- (1121 PRECAST 504 660 1056 1523 2054 2795 3731 5017 10'-6-(1261 PRECAST 503 566 895 127D 1706 2236 2898 3747 11'-4'(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 1Y-4'(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-$(1681 PRECAST 351 392 605 035 1087 1373 1703 2087 17'-4' (HSI PRECAST NR 299 455 620 794 985 1193 1437 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FEW ADDED MAIL SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS MR V PQFrAAT HAINTEIS 4m 44IMw SAFE LOAD PLF LENGTH TYPE 6UB I 6F8 RCMU S-6' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-8' (541 PRECAST 418 609 344 5'-10-(70j PRECAST 300 350 198 V-6' (751 PRECAST 263 496 157 r-6' (901 PRECAST 222 367 116 9'-4- (1121 PREC61 173 352 74 10'-6'(126-) PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-0-(1441 PRECAST 131 277 44 IS-4-(IW) PRECAST 117 223 35 14'-0-(16n PRECAST 111 202 32 17'-4'(2087 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6' PRECAST U-LINTELS wn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPe 6F8-I1 6F12-116F16-1T 6F20-1T 6F24-1T 6F28-116F32-1T Y-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 IBM 2357 2913 3470 4027 4583 4'-6- (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70) PRECAST 831 1222 1600 1979 2557 2736 3114 6'-6' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7'-6- (901 PRECAST 06J 1249 1544 1840 K 2135 ro 2431 9'-4' (1127 PRECAST 5)104 980 1252 1422 1732 1972 10'-6'(1261 PRECAST r474 462M 787 1121 1336 1551 1766 11'-4*(136-) PRECAST 404 685 cph 985 1213 1442 1645 1p 12'-0'(1441 PRECAST 454 367 , 619 Ix 808as 1093 1299 1506 IS-4-(160') PRECAST 402 308 516 736 906 1076 1247 14'-O'(1681 PRECAST 368 285 475 21 677 832 989 1145 17'-412081 PRECAST 253 208 338 j 47S 585 693 803 n THE NUMBERS W PARENTHESIS ARE PERCENT REDUC110NS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 IAIG PARRINO 1324 CR 679 FNERFL 33684 eR0Duc.rRNV135b DWI imlb, Ftmida e+ DI Ion r• o 0 20 7 7 /E' 4 r a I —CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES x• " x , -:-k— -!.y, r6 C••. I., f ht wR C6tp-u Ot Nll M JOM M WYID IMIL• M1.7. Isaol- ZS ti10 1/J//01 1 Cow tF tt1F fYttO ft - Kt Iq Wtt ORAILIC Im Ultt! LQR 7 Of 3 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4mr-4 " SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US UE6-28 IN12-20 12T16-29 gp0-26 1224-20 Ur& -a nm-29 Y-6- (42) PRECAST 3428 5000 SIM 7619 9352 11060 12755 4'-e (48) PRECAST 2923 4232 59M 7619 9352 11060 12755 4'-6' (54) PRECAST 2396 3464 S304 7619 9352 11060 12755 5'-10-(701 PRECAST 1612 232D 3218 5234 8487 11060 12755 1, 6'-6' (78l PRECAST 1393 1986 2679 4196 6421 1DD32 12755 Y-6- (9D) PRECAST 1138 1628 2131 3218 4678 6756 9763 9'-4- (112) PRECAST 795 1218 1535 2230 3083 4167 5693 10'-6'(126) PRECAST 614 1043 1295 1853 2518 3323 43M 5632 II'-4-(136) PRECASI 518 945 1162 1649 2216 2893 3719 474 12'-0*(144) PRECAST 456 878 1073 1513 2020 2817 W 4206 13'-4'(16D) PRECAST 1% 767 926 1294 1709 1 2188 2743 3409 14'-O'(1Bel PRECAST 321 720 865 1204 1SS4 2017 2451 3106 17'-4'(208) PRECAST N.R. 451D 631D 881 1141 14280 1750 2102 19'-4'(232) PRECAST N.R 343 477 700 925 11 1380 Iwo FAR 44' PRFra./T IU IARFI R C SAFE LOAD PLF LENGTH TYPE 12U8 12FB RCMU 3'-6' (42) PRECAST 1295 4841 39 4'-0' (46) PRECAST 1295 4841 299 4'-6' (54) PIEW 1049 3922 2417 5'-10-(70) PRECAST 681 2547 155 6--6' (78') PRECAST 579 2167 12 7'-V (90) PRECAST 474 1771 914 9'-41' (112) PRECAST 355 1326 5 10'-6'(126) PRECAST 306 1143 45 11'-4-(136) PRECAST 278 1 1041 3886 12'-0-(144) PRECAST 260 971 34 IS-4'(1601 PRECAST 229 857 278 14'-O'(1681 PRECAST 216 809 251 17'-4'(208) PRESTRESSED N.R. 6 16 19'-4'(2321 PRE5TRE551:0 N.R. 534 130 U) THE NR®6 41 FAIDIIIKS ARE KKUff NI JMG FM - 3LL %O N1L RUPIL IP GM 40 FIELD AM FMMFL SEE LOERAL ROE Ia 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U•UNTELS SAFE LATERAL LOADS FOR 12" PRECAST d 2" RECESS DOOR U•UI Icalm.4mi6'8 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE I= U9T6.2612av URTN- Ne<16- 128122- IIR6- IM- 4'-4' (52) PRECAST 25M 2942 5469 7584 13679 15679 4'-6- (54) PRECAST 2319 2740 5465 7554 13679 15679 5'-8- (66) PRECAST 1347 1841 3555 6395 13679 1567 V-10'(70) PRECAST 1259 1758 3361 5954 C322 13679 556 6'-8' (80) PRECAST 924 143D 2633 4415 1257 1480Q Y-6' (90) PRECAST 703 1203 2157 3494 9627 63809'-8' (1147PRECAST 389 843 1451 2157 541701 U) IIE W W6 N MENOEID ARE rO=0 RIEWEl 16 rm VICAR 0 FIELD ADDED XMML SEE C[IOLAL ME RD. 4 4'-4' (52) PRETA S! C-6'. (54) PRECAST V-8' (68) PRECAST 5'-10-(70) PRECAST 6'-8' (80) PRECAST 7'-8' (90) PRECAST 9'-8' (116'1PRECAST SEE GENERAL NOTES — SHEET 1 OF 3 SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS C41iAGMR SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE W-21 12FIZ-2112116-21 IN20-11 12124-11 12M-21IV32-21 Y-6' (42) PRECAST 2752 4287 5613 6938 8264 9559 10915 4'-0' (48) PRECAST 230 3721 4872 6023 7174 8325 9477 4'-6' (54) PRECAST 2113 3291 4310 5326 6347 7365 8384 T-16'(70) PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78) PRECAST 1444 22 2972 3675 4378 5081 5784 7'-6- (90') PRECAST 1267,j 1767.,,l 2583.1 3194J 3806u 4411 j 5028 9'-4- (112) PRECAST 1028 j 117 2006 259 3M?.j 3583 4079 10'-6'(126) PRECASI 920 947.1 1612 2281IJ 2764J 3209 3653 11'-4-(1361 PRECAST 85Sj 829 1404 1922 2441,j 29D2 3364 12'-T(144) PRECAST 814 A 753 1269 1788 2201 2618 3032 IS-4-(16C) PRECAST 678 633 10570 1485 1826.j 2169 2513 14'-O'(I61r) PRECAST 622 586 974 1365 1679j 199390 2309 17-4'(208) PRECAST 434 427 695 964 1182 NO2 1623 19'-4'(232) PRECAST 366 310 3 817 0 1002 1187,j 1372 j) 0E IRROEOS IN PAMMES S ARE RAM PEDUMS TOR WK 40 FIELD ADDED MWA SEE MOM IDIT In 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST w12" RECESS DOOR U-LINTELS 4tlmlbt EN SAFE LOAD - POUNDS PER LINEAR FOOT 2RF6I RCMUI I LENGT-PET UR1 2TIINFIO-2I'tg614 3692 2 4'-4- (52) PRECAST 1626 12655 13746 3458 2417 4'-6' (54) PRECAST 155E 2582 3602 2236 1! 5'-8' (68) PRECAST 1210 2042 2050 2129 15S 5'-10'(70) PRECAST 1173 1984 2769 1716 117 6'-8' (80) PRECAST 1020 1538 2426 1438 914yI 7'-6' (90) PRECAST 904 1226 2163 1011 dMob 9 -(1' (116) PRECAST 703oj 771 j 14724 IDRIYAS N PARDMIM ARE FLACDO IE0I"W FOR G . do ENS ' 4o nuo AODm PLE4R sa C(b01I1 14DR la 4 447 Fv A WALE_ PRODUCT ItrvIsm. OAddi' vead. GIe Il"I{Aa Alwepulatto 0 0 07 Ayil' bo D.r , ) 8 I1ndC uAt o .N CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESI FRE mt. NSIOAI4 1 can Rn AW AIIOA9 I W.". ILM I . . I I I v — v II{I@ 7)i410I 1 GE0E0 FR OAC Mflolq l. - FSa Ia MS4 I IAARIIC:Ia Liao ism 7 0r A I J MIAM I -DADS MIAMI-DADE COUNTY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) l 1805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 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 goveming'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 Al•IJ). 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 l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the 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 h 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 docittrientation was reviewed by H ]my A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMFOAOE COUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per A STM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C.• CALCULATIONS 1. Calculations for- Cast -Crete 8-Inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, *45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratoty. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report 984-M19614 dated 02/29/96for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01/28/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Cert f ed 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 #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96for #5 rebar by Birmingham Steel Corp. 1 &41d Ff#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 #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 #2 dated January 28, 2003, and Drawing No. 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 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 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-sh-essed Products dated 2002. Y - wzz,,., _ 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 006-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, AE. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL iI 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. t! HA. Makar, P. E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last 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, titled "Cast -Crete 8" Lintel Fabrication Details" sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Couttol 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. Hqaff 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 TYPE "e STIRRUPS + 32"/ BA7_M 3TUIRUPS 1/4"- B"UNTELS STIRRUP DETAILS i V GT t l76 YAtlND to. of O 0.134 U2 7 a o 9r- M IV -A 0.140 aRf 7/32 2 0 - D 17 -A 0.134 a2 a 7 at RAM 17 -2 o --• a - t 1a 1--t oA- t1•-P 6.120 797 t O 7/32 MAR 21•-r So r-O aµ• f0 22•-O' DAN 11 8 7/31 Rd tl'-10• O W710 a f0 1- 14• 01119 tRa R 7/32 BAR 23'-10. 6 O 1'2 1/R' 10 19.3 l m I 1 b©W''''r..iR:rzl r.rr L/YilIC!A4i1•t\LY:Yf•IZ•li1 MAIM E]C5iaC1iF3 mt•FJt TG'.V S'ii L1l oa rom al+e[rn<t:•artufrn+s•.t/Er r.7no LSCr[]G]i 11tQ1R l3f:f tjl[Gla:: ilR'1!I 11 Ci A tf FMJr'LSiwvffwvv" Waist 1'.r gl'!,LT:s:-'[g"ifiC.iO PRECAST U-LINTEL DATA TABLE Fi_ ii• I' ar;l il:al{i:i44tMifulasw7aliZ1i 7 F.Mons nm® rz=rO a ar.a.!•r.7r vmE3c n r=j 1 ul voc r.ao L[yy[t•Ffm 1AI M'?1,.,t[Y,]VtSL".fF i 4/L7t7 i 7 E'• r. f1r1t i D®[YiSi r.a O a izaaD7 aiFL2 roan RM r7zt r7a m o rr nrn®r im r mo mlS7 L'1• f1 1 i11Z 1i f'm mQ FSG i R u=dFMuKuArtl= ru ;Iu=AE]muz T=ar"r»Mr mlo ffnEu"T,-lLuErer_MtTlaIlif yE7C1O TM M MRTARY mroOUSTIN d PROWLS, POR PRODUCT APPAWAL n m NDTD..LO A IORmC11T LAIR AUTO /7Y1011 RL MUR000C1SO OM 913121140110 1mMWa tot mom TImULM COYUMI Of CAST -Colt USA. W - 1. UUMC 11UL 7/L2 -AM ASIU Aa101 H. PL. I0 -. Moat 1Mt 1011. NUUM K tOK17- MO r7 KK- OWt se AKY AA171 f/10 YCII KOWfO D COYMIto tW10q ffAM "M MIt10 1Totn W/-K3MMIOM rtLfltff9110 tt0 or TMt t0 oom m CA04 rat CZAWU SOMM AIN MIL - ML of [pMMA . I. TIOI its r. COYCKTC mLMOY@ r.. A000 PS MR A• KWIWCMII GCL McOa tlmla 2 KIARL" wilunU Mau r...000 Pn f0A ML 11011 LACY Cm MCA" 0 DPW WILL L 1A FROM or POUPt4PN t ran PAR A touAL M3111fa f0-CL . afo 1•P.• p''aS. of LOMCARt YA7 K U= m Ud K Ift2111111300 twill.M10110aw CAN fIRAb10 w PKAIPRILD ID At%M UFUPW AY MYOUMO rORCM u ICi , EN8 PIDDUCr 1tL'VILID M MSplyiy Wsh 0. FLWW odukjcede 7GO D.1. L.1 t CRAIGPARIM D 7yyamCR579SEFFNK 161 D a P. LLIC.NF0.N475B RRt ra a R R t:[A>faya.l aavlj117::Ili? iaa 7;1 if r/1•YLL•, _NEW ra• aa t,1 ct atlr.,Iur.l:t •e:tl>_ rr2:rnat. J: t sGGE:;'" 's', hl r 5' iSNa' iti;1.s;±a,a iial,i2u aa:It;lt 1::;i ri1 'r O . „_.. _. c•.u. ._ .. .. _ _ r- SAFE GRAVITY LOADS FOR 8" PRECAST wi 2" RECESS DOIDR U-LINTELS IC—-401-41 a SAFE LOAD - POUNDS PER LINEAR FOOT TYPELENGTH so"els"I1u14-m mrte-6e wn el 2MB W30-08 uds-n wio-te vn4-M SWID-le Wn-18 e112e-1e W30-5 4'-4' (527 PRECAST 1835 1749 3355 32t0 4349 5421 423 7SU Iul 3m I 1639 OM 9419 1W93 4'-C (S47 PRECAST 1494 ON 3W3 29" 396L 4946 S924 6W4 1756 3699 5206 6035 L000 479 tOW 5'-W (681 PRECAST 66 020 1710 1710 2277 2W 34M 3960 11e7 24e1 4567 1 63e9 0 7917ft 931114 5'-10'(707 PRECAST 810 W 15S3 16W 1 2124 2649 3174 37W 1113 2342 4242 661E IM 7402jIS 07m 6 -8' (807 PRECAST 97 901 1e25 3110 W48 7747 944e 73W 901 IL2.S 3120 WO 7115 1479 1 T-6- (901 PRECAST 669 M 1490 2459 3719 5743 7219 5623 755 1490 2450 3776 5143 1 Im 9'-0' (1161 PRECAST 411 M m Im 2m 3129 4091 3146 26 9" I568 1253 3129 4150 S661 1) THE NUUDERS N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE to 4 C04ERAL ND11S q IbbdiL e r Rued flit . 4m W re oe w v= / ws 4.rr.1. a•..R pvr A9I1 f70 x W us SSW,-. " IWD pd SSW p.r ASW A615 a. W pd11dW Nd p/ ASp MIS qd. 2x M rewdm m.ler Ser ALN OA 11" Y - 1 2) AS m. W I.W. b..a •r lens 4 .as a•41/ belly taa9Fli S&.eta • •mW IerN rmi 11 h. to 3) R.dd. r Leedu be s1 b" )atl 4) To —b. b peLSesd SAW- w "MA •ddL f• dV40 no= rAet. 1 alc r-r WW B32-tL 1 Id - L4n SL toreds6r • U72 0. Met 0D 31 AOluvf t rA It iNd4, .a Saw nob 0r IS t4dd b w b.•mtI61l W 11•k• btft to! Sufrr IW4S1 a 4ppf1701 6) SM4 Ra am a «46•a 7) an N abw mf M sa%%W fm la 0 mom to rim WIS&dml -to IS 00•dO.W0 9) 11S. duiyw ON eb.b .urdrda wis Iwre 0..d. I.a I.. 0 b Co.wax" 0.`,iettl•1 mrrd ed rwr d 41, Yr. b Iq 63L . 09 Add 11) edln OW ddei rob• I. 6o baW .1 00 Wbob of It. 4W oer97. SAFE LATERAL LOADS FOR A' CRFCASTod 2- RFCFSS 11111IR 11.HmTFtA 1 4 SAFELOAD PLF LENGTH TYPE 8RU6 BRF6 RCMU 4'-4 • ( 521 PREM 768 757 1164 4'-6- ( 541 PRECAST 694 693 1073 5'-8- ( 681 PRECAST 408 407 655 5-10-( 701 PRECAST 382 381 616 6'-8' ( BD7 PRLCAST 595 788 464 7'-r ( 901 PRECAST 509 674 363 9'-8- ( 1161 PRECAST 370 490 1 214 SEE CDIERAL NOTE 18 0) USw W cdordVat* W r•drn 11120 d b wsud.b 13) lb do* • A.r4 d MIS Immfd b Wdv cm*Mb am cd bm 0.0 4q ofMm .ppW i. 0i14e..2b ASIM "269Rew1 4a&,, 14) Ibbb Ida imvlrsd W ar11d(peY1 u t1 ed MNaRi (Mhd) b.e dnr to deaa b. tee a.d1i bdq .1L Ifi MthelM Wdra[ AMU .." bd A„-m• ermrd Id do -*d bd $do Ie - Will IA 15) IN MVWI- AM ri,M. at SUM m $d• Id Wm mad br WW .uw. 11) Im told 1m4Lb • at an4 aL Me No I%* em b m b.0 ewk 17) 6.b WAS m oSWjWSd d e,% oa, 18) Ab 01e0 Rua r nGd •do. ••tto per AO SV ud Am AS 19) AMTd Wed bad apd, ad 4 d b y Ir.r h R44KM aduoa oolrrr. mown rio DDuO ran ln b Sw mw wz I/2' CIR SEE SAFE IAMAL LOAD Uffn FOR LWO ILA7046 TORM Ubl AD E 0 mu COURSEMr 05 REGAR Oi a CR60 M SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS Xw C 9m SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 19f0-tt MFIO- 1 e1r14-1 6e 16-1 6Rf22-11 1 ON>D-n we-2t Wqwn 611n4- 21 Wit- w22-a W76-21 Lu30-21 A'-1- (52' PRECAST tKe 23C 3DSL 3751 4445 5140 9n I'm 1382 3090 3731 4445 3140 4'-6' (547 PRECAST 97 1604 22n 2m 3W7 4275 4U3 007 ISM 21r2 2W 3W7 4275 4943 5'-8' (6B) PRECAST Sn I Im Un Wit 3382 3111 eri 1269 1717 23n 2e54 SW 3911 5-10'(70) PRECAST W 12W 174 22M 2n3 m4 31L6 IS 2799 616 1233 1746 2259 2773 1 32M 2719 6 -8' (On PRECAST 570 m I 198D 2422 nri 3329 570 OD IbA 120D 2422 2819 3129 Y-6- (901 PRECAST Sot 742 1364 1765 21 2567 206E S66 a" 1364 1765 2W 2567 2158 116') PRECAST 3" 40e m 1222 1540 1030 tIW 395 5W 1072 13l6 1701 2Dt6 L1J1 1) THE NUMBERS N PARENTHESIS ARE PERCENT REDUCIIONS FOR GRADE 4D rIELD ADDED REBAR SEE GENERAL NOTE NO. 4 TYPE DESIGNATION r-m" rm16mD/0- tow 8!1$ HEfl BE12 13ElCl aAxm o F5 9te46 u M. 1.101 8T1 06f1m1 c1600. WIR ti' imm vwJ mom " 10 111 m? 4 15 RW Al 101' r! tlx (t) 2069 CMA cmn 15K"Atwm @f 2 4,4p1e ll.4f f:' Y 1 F2@? p:•rl :... ,;•_ 7 ACR91 L• t1DIDnA ROvm t! MODl7Cf Itnvmw V4.0MOW-$ ot Ateryba, y Hu ! MWPARRINO eri SST..:.:. 'ct• 1C?. ` SEF144MFL SMS n ware n iwwgw17m,mrer,rgrmmmm-. 1g'!.r Lira F:n iTf llltZlii'.L•Tiir11L' iD//111L•r: e DETAILS nra:Ea :ida:lauynl; rrn r y'`a's_;`nT? nrl;rrr:rd:7innij n.: tv zlr a>, y 3 I GI:RU!1< d:rd:[d 4A Lana WAWACI . 1 u CA! M9[ N7:1f. 7il;1>•`/l1UL' '' .,,• , CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: Job Address: -Lo 1 t Parcel ID: Historic District: Yes No Residentiaip CommercialTypeofWork: N Addition Alteration Repair Demo Change of Use Move ElofWork: CQ Plan Review Contact Person: Phone: Title: Fax: Email: Property Owner InformationNameCJiUXI , u Phone: " !10 % - Street: 7 Resident of property? : City, State Zip: u J j2 y Contractor Information p Name Q L=l P 1Street: d (,J n ty, L Phone: - , Fax: _' %, J- Ci ,State Zip: , . 2a% State License No.: LU Architect/Engineer InformationName: Street: Phone: City, St, Zip: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5tt' Edition (2014) Florida Building CodeRevised: June 30, 2015 Permit Application OF i fi' •,lei' 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubtninal. 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'& Name Signanue of NotuyState of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID y ' rgnature of t•ontractor/Agent Date S r P nt ontractor/Agent's Name Signature of Noury•State of Florida Date AV o4 PURASTERNUS Commission A GG 110622 ExpiresAugus17.2021 EoiftoP 60ndM NauryServbn Contractor/Agent iVPersonally Known to Me or Produccd ID v1 of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit Application APR 0 3 201 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 12 - Z&%,. Documented Construction Value: S 5.198.00 Job Address: 2616 Magpie Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-2480 Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Name STARLIGHT HOMES FLA LLC Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Title: Pre -Construction Coordinator Email: arosenWnkel@energyair.com Property Owner Information Phone: Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws rcgulati ng construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. TBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may 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 Signature of Notary -State of Florida Date 0-404/2/2018 Signature of Contractor/Agent Date 4/2/2018 Date Notary Public State of Florida Arionna C Rosenwinkel y 4 My commission GG 147030 a w Expires 10/01/2021 Owner/Agent is Personally Known to Me or Contractor/Agent is cPets0 ial v nown to or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30. 201S Permit Application Job WORK ORDER #: 33355 Date: 8/2/2017 144717 Subdivision Phase I Bid I L/U I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 12481 2616 Magpie WayADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary. FL 32746 City / State / Zip Sanford FL 32773 Model/Bldg: 2406 S Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or FurnactJobContact: S Woolwine A/H-1 or Furnace F84CNP036L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NBO360OG CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Y8iwmo17 Q 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 Z06 B Pass Damper #2 Z07 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 16 X Flue Pipe: X Grs.Stamped Return 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BF080 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin 2,544.00 04-Installation Labor 28.56 428.33 06-Piping Labor 7.13 121.13 Trim 2,544.00 14-Kitchen Vent Trim 02-Material/Tax 1,308.32 1,482.4801-Equipment/Tax 110.00 Permit 110.0009-Permit/Other 011-Delivery Labor 1.46 18.43 20-Pull Material Labor 2.92 36.85 Total Contract: 5,198.00 12-Startup Labor 2.50 42.50 Job M Ashton- tarligt Perfor ed for: Lot 248. 2406 UR Sanford, FL 32773 Level 1 s c, Homes T Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone:407-886-3729 vwvvenergyair.com GRenner@energyairoom 7VTO Scale: 118" = 1W Page 1 Right -Suit*® Universal 2017 17.0.28 RSU17012 20184an-19 11:48:20 m Presorve%Lot 248 - 2406 UR.rup a Job M Ashton- Starlight Homes Performed for: Wot•ot 406,URW Sanford. FL 32773 level2 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 wwwenergyair.com GRenner@energyair.00m Scale: 118" = IV Pago 2 Right-Sulte® Unlvorsa12017 17.0.28 RSU17012 2018Jan-19 11:48:20 m Preaerve%Lot 248 - 2406 UR.nip i is APR 0 3 2018 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I D " 2 g3 Documented Construction Value: S 4.344.00 Job Address: 2627 Magpie Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-0820 Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 Name: State License No.: CAC1816317 Architect/ Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as hater 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 acid zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID p 40 412/2018 Signature of Contructor/Agent Date Robert Kulp rtht Contractor/Agent's 4/2/2018 4f err_ Notary Public State of Florida Artonna C Rosenwinkel t My Commission GG 147038 a 0/ Expires 10/01/2021 Contractor/Agent is Persona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER mate• S/2/2017 JVU fr. JJJG, 144687 Subdivision I Phase Bid L/U Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 082 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 2627 Magpie Way Sanford IFL 32773 Model/Bldg: 1769 S Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 A/H-2 or Furnace Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: Date Required: CU-1 CH14NBO3000G T'Stat: TH6220D1002 Filter Base N/A CU-2 T'Stat: Filter Base Permit Information: AHU Location 1st FI Int Closet AHU Location Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace Heater or Coil A/H-4 or Furnace Heater or Coil Bldg. Permit# CU-3 Township: Sanford T'Stat: Filter Base CU4 T'Stat: Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Ye,smipi? Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 my Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ByPass Damper #1 B Pass Damper #2 ZD5 ZD6 ZD7 PO Numbers ate# Qty Yes Grs.Stamped Stl. 12 X Grs.Stamped Returr 6 X Grs.White S/A Adj. Grs. R/A White Alun 1 X No Qty. Yes Flue Pipe: Filter Base X Mery 8 Filter Elect. Air Cl. No X X X X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting De artment: Job # Invoice Due Date: Estimated Estimated Task - Description 03-Fabrication Labor Hours Cost 1.54 19.40 Rou hin 2.137.00 21.33 319.9504-Installation Labor 06-Piping Labor 6.38 108.38 Trim 2 137.00 14-Kitchen Vent Trim 1,048.87102-MateriaUfax 1.339.7701-Equipment/Tax 09-Permit/Other 80.00 Permit 70.00 1.17 14.77011-Delivery Labor 20-Pull Material Labor 2.341 29.55 Total Contract: 4,344.00 2.501 42.5012-StartupLabor uI Job M Starlight - Wyndham Performed for. Lot 82 -1769 TL Sanford. FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir. Ct Orlando. FL 32810 Phone: 407-886-3729 vm wenergyalr.com GRenner@energyaircom Scale: 1/&' = 17 Page 1 RightSukeO Universal 2017 17.0.08 RSU17013 2017Jun-17 09:21:41 am PresenrelLot e2 -1769 TL.rup APR 0 3 2018 I CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: i - d g y Documented Construction Value: S 5.168.00 Job Address: 3882 Night Heron Drive Historic District: Yes No Parcel ID: 17-20-31-502-0000-0810 Residential 0 Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use[] Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary. FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: State License No.: CACIS16317 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that -a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i0 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID p 44 0 / 2/2018 Signature of Contractor/Agent Date Robert Ku 4/2/2018 Notary Putdie State of Florida Arionne C Rosenwinkel My Commission GG 141038 Op Expires 1010112021 Contractor/Agent is iC Pernally Known to Produced ID Type of [D 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 Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 201 S Permit Application lob #:' 33323' WORK ORDER Date: 9/29/2017 Subdivision I Phase Bld I UU I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 10811 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3882 Night Heron Dr CITY/STATE/ZIP: Lake Mary. FL 32746 City / State / Zip Sanford JFL 132733 2095 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or Furnac( Job Contact: A/H-1 or Furnace FB4CNP036L00 Job Phone: Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB03600G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnacc Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford TStat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent Damper Ya15omo17 Qty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 Qty Yes No Qty. Yes No Grs.Stamped Stl. 17 X Flue Pipe: X Grs.Stamped Returr 7 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin 2 549.00 04-Installation Labor 29.46 441.83 06-Piping Labor 7.13 121.13 Trim 2.549.00 14-Kitchen Vent Trim 1,297.9702-Material/Tax 1.482.48 Permit 70.0001-Equipment/Tax 110.0009-Permit/Other 011-Delivery Labor 1.45 18.28 20-Pull Material Labor 2.90 36.56 Total Contract: 5,168.00 12-StartupLabor 2.50 42.50 Job* Ashton- Starlight Homes Performed for: Lot 81- 2095 SR Sanford. FL 32M Level 1 Energy Air, Inc 5401 BVWA r. Ct OAando, FL 32810 Phone: 40743863729 YmweneMy*com GRenner@enefgydiccom s vrw Scale: IB" = IV" Pap i Rw*&dwquNMnw2o17 17.028 RSU17013 2017Sep2112:046 am PreseWW81-2095 SRjW level2 1n2 1 8x4 m bed 34 ch m ba wic rVTR d.4 Q 8x4 1Ox6 4" Sup FUser 138ctm 14' 12x12 4" bed.4 27acAn 6" ac r iNQhAODOR 24x12 u 10x6 SUch 540En 8x4 T 35c6n 9 , PAt VTR hat a AGY 14x6 138dFn 4 14x6 12x6 138ch 14x6 rVTR Q i 8x4 d3 10cOn bat bed.3 bed2 Job P. Ashton- Starright Homes Performed for. Lot 81 - 2095 SR Sanford, FL 32773 AHU ON METAL STAND 3.0 TON 24OVI 5KW HP EnergyAirT Inc 5401 EneigyAh, a Odando. FL 32810 Phone: 4074M3729 www.enegpircom GRerm@eneqyazcom Scale: 10' =1 V' Paget RigM.SL bO Un YMW 2017 17.0.28RSU17013 2017SW21 12AT48 am PresenAW&I - 2095 SRJW CITY OF SANFORD APR 0 3 2018 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 0t95 Documented Construction Value: S 4.344.00 Job Address: 3768 Night Heron Drive Historic District: Yes No Parcel ID: 17-20-31-502-0000-1090 Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@>energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Fax: State License No.: CAC1816317 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 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 [CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be'done in compliance with all applicable laws regulating construction and zoning. Signature of0wrier/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 4/2/2018 Signature of Contractor/Agent Date Notary Store of keldaArionnaCRosenwinkel a My Commission GG 147036 yam Expires IM112021 Contractor/Agent is Pers nally Known Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes[] No # of Heads APPROVALS: ZONING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33327 Date: 8/2/2017 144690 Subdivision Phase Bid UU PLBILLTO: Starlight Homes - AWH Lot /Sub: Wyndham Preserve--f- 109 3768 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 1769 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or FurnaceJobContact: S Woolwine A/H-1 or Furnace F84CNP03OL00 Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NBO3000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Yei5oA1o17 e]ty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Oty. Yes No Grs.Stamped Stl. 12 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BF080 2 X Fresh Air: 1 X fan lite BFOF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.54 19.40 Rou hin 2,137.00 04-Installation Labor 21.33 319.95 06-Piping Labor 6.38 108.38 Trim 2,137.00 14-Kitchen Vent Trim 02-Material/Tax 1.048.87 1,339.7701-Equipment/Tax 80.00 Permit 70.0009-Permit/Other 011-Delivery Labor 1.17 14.77 20-Pull Material Labor 2.34 29.55 Total Contract: 4,344.00 12-Startup Labor 2.50 42.50 C1 Level 1 Job #: Starlight -Wyndham Scale: 1/8" = 1'0" Performed for: .ge r,Air, Inc Page 1 Lot 109-1769TL 5401 Energy Air. Ct PoghtSuRe®Universal 2017 Orlando, FL 32810 17.0.0E RSU17013 2017Jun-17 10:09:37 Sanford, FL 32773 Phone: 407-886-3729 ...m Presetwilat 109 -1769 TL.rup wwKenergyalr.com GRenner@,energyaircom APR 0 3 2018 BUILDING & CITY OF SANFORD FIRE PREVENTION L ;. , PERMIT APPLICATION Application No: 1 3—, Documented Construction Value: $ 4.768.00 Job Address: 2618 Flicker Cove Historic District: Yes No Parcel ID: 17-20-31-502-0000-1280 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary. FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 regulati ng construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i° 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 'fable 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 Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Ak4o :4/2/2018 Signature of Contractor/Agent Date 4/2/2018 tm Notary Public State of Florida Arionna C RosenvAnkel My Commission GG 147098 a Expires 10101l2021 Contractor/Agent is x personally Known to a or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33886 Date: 10/19/2017 145239 Subdivision Phase I Bld I ULI I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 11281 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 2618 Flicker Cove CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 Model/Bldg: 1826 Voyager Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or FurnactJobContact: A/H-1 or Furnace FB4CNP030L00 Job Phone: Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB03000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnacc Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit No Efficiency Efficiency EAI Pulls Permit: Yes Zoning Brand: Honeywell/Johnstone Vent. Damper Y8150A1017 Qty 1 Builder calls inspection: Yes Zone Kit #1 ZD1 EAI calls inspection: No Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 iZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 13 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 2 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BF080 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X 0 er Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.76 22.18 Rou hin 2,349.00 04-Installation Labor 26.18 392.70 06-Piping Labor 6.63 112.63 Trim 2 349.00 14-Kitchen Vent Trim 02-Material/Tax 1.239.92 1,339.77 Permit 70.0001-Equipment/Tax 09-Permit/Other 80.00 011-Delivery Labor 1.39 17.46 20-Pull Material Labor 2.77 34.93 Total Contract: 4,768.00 2.50 42.5012-StartupLabor G le Level 1 kQ -lam 10x 10 tOx 10 187 OBn 187 0n 8' Sup Riser 12' ptr SV ws e. O Str 8 8 m1r__v-t%t12x6 137tin F 4,vnv pdr ex4 garage con Itoyer 1 V 1 Job M Starlight- Wyndham Performed for. Lot 128 -1826 SL 2618 Flicker Cv Sanford, FL 32773 Energy Air, Inc 5401 B*WAir, C:t Odar do, FL 32810 Phone: 407-SM729 wwKenergyakcam GRenner@energyaiccom Scale: 1/8" =17 Pagel Rigt,l-S,il* Ud%M812017 17,020 RSU17013 2017.Ot4171623% in PreservelA 128-1826SLrW VTR L _- O 8x4 39Ctn wiC 8x4 20 Ctn 112 Riser --0 ds2 10x6 821 14 x6 br2 v6C3 bat Bx4 SOa VTR 6Ctp 12drn 10 x6 83dm W Job#: Starlight -Wyndham Performed for. Lot 128 -1826 St. 2618 FkkarCv Sanford. FL 32773 14 x6 level AHU ON METAL STAR 2.51ON 240V /5KW HP m br loxe 86dmokn If.==1 1117' 18x8 Leun 8x4M35drn 4- 1— 1 tOx6 899c4n 98ch Loft CrAV1R nau C Op Energy Air, Inc 5401 EnergyAir. Ct Odar&. FL 32810 Phone: 407-8863729 www.ereW&.com GRenner@energotcom Scale: IN' =1'0" RW*4u"U ' 03M2017 17A28RSU17013 2017-0d47162306 in PrTsendL t 128- I=SLrup Revision ® City of Sanford Response to Comments Building & Fire Prevention Division MAR 19 2018 Ph: 407.688.5150 Fax: 407.688.SlS2 V t Email: building@sanfordfl.gov Permit # 18-0282 LOT 248 Submittal Date 3/19/2018 Project Address: 2616 Magpie Way Contact: Jason Ornoff Ph: 407-494-9207 Fax: Email: jason.ornoff0starlighthomes.com Trades encompassed in revision: ER Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals