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4023 Night Heron Dr 17-2476; NEW SFH
COUNTY OF SEMINOLE i IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 20, 2017 l BUILDING APPLICATION #: 17-10000691 BUILDING PERMIT NUMBER: 17-10000691 1 UNIT ADDRESS: NIGHT HERON DR 4023 17-20-31I502-0000-1850 TRAFFIC 20NE:022 JURISDICTION: IISEC: TWP: RNG: SUF: SUBDIVISION: PARCEL: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: i APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 4023 NIGHT HERON DR / LOT 185 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC 'UNIT TOTAL DUETYPEDIST-----SCHED------ RATE UNITS (TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS 1.0001dwl unit 705.00N/A FlSingle Family Housing 00 1.000 dwl unit .00RESCUEN/A LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS CO -WIDE ORD PARKSSSigle Family Housing 5,000.00 LAW ENFORCE N/A DRAINAGE N/A STATEMENT 00 1.000 dwl unit 54.00 1.000 dwl unit 5,000.00 00 00 00 AMOUNT DUE 5,759.00 RECEIVED BY: 0%3IGNATURE: G ` PLEA PRINT NAME) JDATE: 9 NOTE TO RECEIVING SIGNATORYZAPPLICANT: FAILURE TO NOTIFY!OWNER ANDENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE..--* DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT TE{IS IS A STATEMENT OF FEES DUEIUNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNERTOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THh REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYM ENT 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 c AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. i I THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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 407I665-7356. 1 v , tea AOOOG 011 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 7' j g l Documented Construction Value: S 25 $ 13to. Job Address: W= 0 d-3 P-yz n r_]) e-; Vv_ Historic District: Yes No Parcel ID: 17-20-31-502-Q000- i $SO Wyndham Preserve Lot , I $S Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : No Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fag: 407-647-0700 State License No.: CGC1522347 . Arch itect/Eng I neer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA Bonding Company: NA E-mail: sives@mulhemkulp.com Mortgage Lender: Address: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT -MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 1 — 13 L130 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 locel 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. 4 ' 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 constr ction and zoning. 81g11 % I Signature of Owner/Agent Date Signature of Contractor/Agent Date 11 Print Owns/Agent's Name Signature of NotaryLate of Florida Date Shayne Mangel 1 NOTARY PUBLIRCIDA o - ESTATE#3111 GG110CommPs 612112021 Owner 9 Xrsonally Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name Signature of tary-State of Florida 6 Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 e Contract6 tent p'r s rsona] ly Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical [R Mechanical© Plumbing® Gas[] Roof Construction Type: 443 Occupancy Use: R3 Flood Zone: X-SZZ-: Total Sq Ft of Bldg: Min. Occupancy Load: / 3 # of Stories: Z New Construction: Electric - # of Amps O Plumbing - # of Fixtures 1-7 Fire Sprinkler Permit: Yes No # of Heads APPROVALS: - ZONING- vc- ? UTILITIES: ENGINEERING:44R, 0AA1 FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 5F 4 -1-1 3 COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 2(o • I % It1'1P. Igg2 &L Revised: June 30, 2015 m jL3 3$ 3 Permit Application 2 L J f a.!} ti1N: L?.I J7 <1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _ 1 7' 01 tf-1 Documented Construction Value: S 1 1-7• 4nLel Job Address: L O d-3 I i oJh- H era n ; vrc. Historic District: Yes No Parcel ID: 17-20-31-502-(i 000- I $SO Wyndham Preserve Lot I $S Residential ® Commercial Type of Work: New ® Addition Alteration El 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: 1 064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 No State License No.: CGC1522347 •. Architect/Engineer Information Name: Mulhem & Kulp Phone: Street: 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: NA Fag: 215-646-8001 E-mail: sives@mulhemkulp.com Mortgage Lender: Address: .Address: 01 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR MIPROVEMENTS TO YOUR. PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. 1F 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: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application k 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 loc ii%rdinance. 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: certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating coast ction and zoning. Signature of Owner/Agent Date Signature of Contractor/Agent Date 11 Print Owner/Agent's Name ISLOO PAR 8181 is Signature of Notary n Late of Florida Date Mange' Share NOTARYPFBLICORIDA JA1,1 FATE OFComm#GG113111612112021OwnepersonallyKnownto'Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name 2Lagj2,,s Jj aaawS e / B h-i Signature of tary-State of Florida 6 Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 pas 1202Contract6i4Aleat _ rrsona ly Known to Me or Produced ID Type of ID IN BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: • ZONING: • UTILITIES: P4 e-1S WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 17-2476 Address: 4023 Nieht Heron Drive BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final I i i PLUMBING PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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: 4023 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1850 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 F CIAL S O L 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 K The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-2476 Reviewed by: Michael Cash, CFM Date: August 29, 2017 I n pl Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use-& Y Landscaping in Right -of -Way WWW.e.rlrorda.QoV Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.6140 Fax:407.688.6141 t 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 CKys regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the w,,.vvn n40etow size and location of the existing right—of-way and use shall be provided or application could be delayed. Gllbeta pouelo 1. Project Location/Address: U 2. Proposed Activity: Driveway 3. Schedule of Work: Start Date 4. Brief Description of Work: This vtpplicatlon)s-8—uJ)mitted by. may Other: Completion Date 1 a' `•i ! Emergency Repairs l Vie i I Signature:( L--- Print Name:. KPL4 Address: Phone: CAW Fax: Email: 3 QWY11?nMn!YirCL I Date: Maintenance The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the Improvement Installed under Otle Agreement This shall Include maintenance of the Improvement and unpaved portlon of right-of-way adjacent thereto. Requester may, with written City authorization, remove said Insteflatlonlimprovement fully restoring the right-of-way to Its previous condition. In the event that any future construction of roadways, utilities, etormwater 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 facilitles are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated crtteda, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to Its previous conditlon at the Requestor's expense and, If necessary, hle a Ilen 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. Its councflpersone, agents, servants, or employ- ees ( appointed, elected, or Lurefrom and against any and all liabilities, claims, penalties, demands, cults, 1udgments, tosses, expenses, damages (direct, indirect or consequerdiel), or Injury of any nature whatsoever to person or property, and the costs V. expenses Incident thereto (Including costa of defense, settlement, and reasonable attorney's fees up to and Including an appeaq, resulting In any fashion from or arising directly or Indirectly out of or connected With the use of the Clty's right-of-way. and Signature:-- ' Pre - pour Inspection by: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: nderstand the above statement and by signing this application IIagjree to Its terms. Date: 16 l 1 This permit shall be posted on the site during construction. Please call 407.689.5080 24 hours in advance to schedule a pre -pour Inspection. Date: Official Use Only Fee: Date: Date: Date: Date: - S - 2017 Date: Le November 2016 ROW Use THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 lake Marv. FL 32746 0""rIT iIALOYq SEMINOL.E COUNTY LERK OF t:IRCUIT COURT t, COMPTROLLER Bit 897i.*1 Ps 1L38 UPgs) NOTICE OF COMMENCEMENT CLERK'S r 2u1/20162RECORDEDu8/1 6t?!i17 tit 17:•i•1 F'i'! R. E.CORDING FEES $10.00 State of Florida RECORDED BY hj'evur^ County of Seminole Permit Number '--k Parcel ID Number. 17-20-31-502-0000- 1850 The undersigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter. C13. Florideltatutes, the following Information Is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) C1( yndham Preserve. PB 81 Pgs 93-102. Lot 1 IRS Address: GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (If other than owner) Name. NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienors Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated In it are true to the best of my knowledge and belief. O~ A Ownees Signsture ownees Printed Name Florida StaExts 713.13(1)(9): ' The owner must sign the notice of commenos meat and no one doe may be permitted to sign In his or her stead V J 4. State of PIO: a e., County of lserYIi The foregoing Instrument was acknowledged before me this day of _ by A . Who is Name of person m rp statement OR who has produced Identification type of Identification produced: _ Shayne Mangel NOTARY PUBLIC OwedSTATEOFFLORIDArComm# GGl 13l i iln, Expires 6/21/2021 known to me 4 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and alipoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: E 17r4, vc. Sa r>e,rA Street 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 The foregoing . trument was acknowledged before me this ' da4rson20P_Lf— by T ILL) < < who is known to me or o who has produced as identification and who did (did not) take an oath. Signature Notary Seal) 1 Print or name Shayne Mangel NOTARY PUBLIC Notary Public - State of STATE OF FLORIDA Commission No. f 0 Comm# GG113111NCE My Commission Expires: 190 Expires 6/21/2021 Rev. 08.12) APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 300 N. Park Avenue, Sanford FL 32771 P.O. Box 1788 Sanford. FL 32772-1788 407-688-5090 Office 407-688-5091 F x 1. APPLICANT NAME: Starlight Homes Florida, LLC Starlight Homes Florida, LLC Applicant) (Owner) ADDRESS: 1405 Old Alabama Rd, St 200, Roswell, GA 30076 TELEPHONE: 7-647-3700 2. PROPERTY STREETADDRESS: Li -Da --A Parcel ID #: 17-20-31-502-0000- Sanford, FL 32771 Preserve Lot Has the site plan been approved by the Planning Board? If yes, when? 3. PROPOSED DEVELOPMENT What is the property to be used for? SFR Type of Use) If commercial use, please give infomnation on water and sewer flow requirements: 4. CERTIFICATION I certify that to the best of my knowledge that all information supplied with this a lication is We. Print Name) (Signature) FOR CITY USE ONLY: S FLOW/G.P.D.) FEE SUMMARY Water Water Impact Fees $ Meter $ Sewer Tap $ RC Meter $ Sewer Impact Fees $ Meter Tap $ Street Cut $ Meter Tap $ Other $ Road Bore $ Road Bore $ Water Line Depth Ft RC Line Depth Ft Sewer Line Depth Ft ADDITIONAL INFORMATION: PROPERTY STATUS: NEW STRUCTURE ( ) EXISTING STRUCTURE ( ) STRUCTURE DEMOLISHED ( ) APPROVED BY: UTILITIES ENGINEER OR OPERATIONS COORDINATOR) DATE) 8/26/2008 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: LOTAS Project Name: Project Address: 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. Edo Kors%n Print Name of O /Tenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Na e o Gen. Contrac r Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # CALLED INTO: o Progress Energy Rev. 02/10/15) 0CDA &S_kV*Z0kPrintNameofEl. Contractor Signature of El. Contractor F-0- Qnm El. Contractor License # o Florida Power and Light on / / 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 185 1952 TL Builder Name: Ashton Woods OVILD/NC Street: Permit Office: Seminole County City, State, Zip: Sanford. FL . 32773 Permit Number: Jurisdiction: S ANFORD Owner. Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2396.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1164.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 919.33 ft° 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 312.67 ft° 4. Number of Bedrooms 3 d. N/A R= ft' 10. Ceiling Types (1193.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1193.00 ft 6. Conditioned floor area above grade (ft0 1931 b. N/A R= ft2 Conditioned floor area below grade (1112) 0 c. WA R= ft 11. Ducts R ft 7. Windows(169.0 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 386.2 a. U-Factor. Dbl, U=0.34 128.00 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 30.0 SEER:14.00 c. U-Factor. N/A ft= SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1193.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 810.00 ft' b. Conservation features b. Floor over Garage R=19.0 383.00 ft' None c. WA R= ft' 15. Credits Pstat Glass/Floor Area: 0.088 Total Proposed Modified Loads: 58.54 PASSTotalBaselineLoads: 59.87 I hereby certify that the plans and specifications covered by Review of the plans and fRE STgl, this calculation are in compliance with the Florida E ergy specifications covered by this y,; F0 Code. calculation indicates compliance with the Florida Energy Code. a„u••" ° ,< <O n isPREPAREDBY: Before construction completed a (4 DATE: this building will be inspected for a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ Code. COD WE OWNER/AGENT: Q BUILDING OFFICIAL: DATE: DATE: gq-1- 1:) 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. 4/24/2017 4:24 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 185 1952 TL Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1931 Lot # 185 Owner. Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Ashton Woods 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 v 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 BLOCKS Number Name Area Volume 1 Blockl 1931 17958.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 810 7533 Yes 4 0 1 Yes Yes Yes 2 Floor 2 1121 10425.3 No 0 3 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 98.5 ft 0 810 ft' 0 0 1 2 Floor over Garage Floor 2 — ---- 383 fP 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1334 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 1193 ft= N N 4/24/2017 4:24 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FnRM Rdf1.9;-91711A CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1193 fe 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 S Exterior Frame - Wood Floor 2 13 35 0 8 1 282.9 ft' 0 0.25 0.6 0 2 S Exterior Concrete Block - Int Insul Floor 1 4.1 29 0 9 4 270.7 ft-' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 37 0 8 1 299.1 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 37 0 9 4 345.3 ft' 0 0 0.6 0 5 N Exterior Frame - Wood Floor 2 13 35 0 8 1 282.9 ft2 0 0.25 0.6 0 6 N Exterior Concrete Block - Int Insul Floor 1 4.1 15 6 9 4 144.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 37 0 8 1 299.1 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 9 W Garage Frame - Wood Floor 1 13 33 6 9 4 312.7 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Wood Floor 1 None 39 3 6 10 20.5 ft' 2 W Wood Floor 1 None 39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered. Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 e 3 Vinyl Low-E Double Yes 0.34 0.26 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 2 e 4 Vinyl Low-E Double Yes 0.34 0.26 8.0 ft2 1 ft 0 in 12 It 0 in Drapes/blinds Exterior 5 3 e 4 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 in Drapes/blinds Exterior 5 4 e 4 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 12 ft 0 in None None 5 W 7 Vinyl low-E Double Yes 0.34 0.26 45.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 383 ft' 383 ft' 64 ft 9.3 It 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2095.1 115.02 216.31 3718 7 4/24/2017 4:24 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM RAMS-9t11A HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfrn 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' DUCTS J # Supply — Location R-Value Area Return— Air Location Area Leakage Type Handler CFM 25 CFM25 TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 386.2 ft Floor 2 96.55 ft Prop. Leak Free Floor 2 cfm 57.9 elm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling[[ ]] Jan [[ Feb [[ jj Mar Heatin[X) Jan [X] Feb [X] Mar Ventin [[ ]] Jan [[ ]] Feb [[X]] Mar Ceiling Fans: Apr [ ] Ma [Xj Jun [X] Jul [X] Au Apr [ ] May I ] Jun [ ) Jul [ j AugXjApr [ 1 Ma [ 1 Jun [ ] Jul [ ] Au nsi:p [ j Oct Sep [Xl Oct ki Nov Nov Oct Nov Dec HOecDec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 80 78 78 78 78 78 78 68 68 68 68 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 57 0 0 1 - Electric Heat Pump 1 - Central Unit 4/24/2017 4:24 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 98 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1164.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 919.33 ft 1 c. Frame - Wood, Adjacent R=13.0 312.67 ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1193.00 ft2 1931 b. N/A R= fe c. N/A R= ft2 Area 11. Ducts R ft2 128.00 ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 386.2 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 30.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 1.000 R. 0.258 Area 14. Hot water systems 810.00 ft2 a. Electric 383.00 ft2 b. Conservation features ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:p ytp Date: Address of New Home: Z (' Y Q f _ City/FL Zip:' kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat O-t&tE STgl a H z y a 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. 4/24/2017 4:24 PM 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 185 1952 TL Builder Name: Ashton Woods 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 include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight. IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 4/24/2017 4:24 PM 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 185 1952 TL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1931 sq.ft. Cond. Volume: 17958 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data 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 closed and sealed: 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 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: o ViE ST,g1 0 4/24/2017 4:24 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 1851952 TL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O'C ST,gp OI" Mat cTcZ- 4/24/2017 4:24 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Job: Ashton- StallightHomes wrightsoft° Entire House By: Energy Air, Inc Plan: 1952 S 5401 Energy Air. Ct. Orlando, Fl. 32810 Phone: 407488-3729 Email: GRenner(8energyair.com Web, vmw.energyair.com For: Lot 185 1952 TL, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US 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 Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 15018 Btuh Ducts 1810 Btuh Central vent (57 cfm) 1620 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 18447 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Coolingg Area (W) 2003 2003 Volume (ft3) 17194 17194 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 80 43 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating Input Heating output 28600 Btuh @ 47°F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.053 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 16984 Btuh Ducts 2265 Btuh Central vent (57 cfm) 1105 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 20354 Btuh Latent Cooling Equipment Load Sizing Structure 2273 Btuh Ducts 327 Btuh Central vent (57 cfm) 1697 Btuh Equipment latent load 4297 Btuh Equipment total load 24650 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 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. 2o17-Apr-24 wrightsoft' Right -Suite® universal 2017 17.0.08 RSU17013 1 Page 1 ACCA ...t SpeciriclWyndham Presenm%Lot 185 1952 TL.rup Celc = MA Front Door feces: W wrightsoft• Manual S Compliance Report Date: Ashton- StatllghtHomes Entire House By: Energy Air, Inc Plan: 1952 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone 407-888-3729 Email: GRenner®energyair.com Web: www.energyaircom For: Lot 185 1952 TL, Ashton Woods Homes Sanford, FL 32773 Outdoor design DB: 92.6°F Sensible gain: 20354 Btuh Entering coil DB: 76.2°F Outdoor design WB: 75.9°F Latent gain: 4297 Btuh Entering coil WB: 63.5°F Indoor design,DB: 75.0OF Total gain: 24650 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer' i Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer:; Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow, 899 cfm Sensible capacity: 20963 Btuh 103% of load Latent capacity: 5156 Btuh 120% of load Total capacity:1 26119 Btuh 106% of load SHR: 80% Design Condit ions Outdoor design DB: 44.2OF Heat loss: 18447 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacture's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow! 899 cfm Output capacity: 28600 Btuh 155% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 103% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Apr-24 18:19 23 wrightSo• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCA ...1 Specific\wylftdhamPreserve\Lot 185 1952 TL.rup Celc = WS Front Door faces: W wrightsoft• Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: www.energyair.com For: Lot 185 1952 TL, Ashton Woods Homes Sanford, FL 32773 Job: Ashton- Stadight Homes Date: By: Plan: 1952 S Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.160 in/100ft 0.160 in/100ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) 175 ft 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 bat C 350 16 16 0.204 4.0 Ox0 VIFx 17.3 120.0 stl bed2 c 1645 64 77 0.197 6.0 Ox0 VIFx 21.8 120.0 stl bed3 c 1813 58 85 0.323 5.0 Ox 0 VIFx 11.8 75.0 bed4 c 1509 58 70 0.325 5.0 Ox 0 VIFx 6.1 80.0 fam-kit-din c 2631 121 123 0.160 7.0 Ox 0 VIFx 40.0 135.0 st2 fam-kit-din-A c 2631 121 123 0.170 7.0 Ox 0 VIFx 24.7 140.0 st2 fam-kit-din-8 C 2631 121 123 0.174 7.0 Ox 0 VIFx 26.0 135.0 st2 foyer -A h 3276 175 72 0.174 8.0 Ox 0 VIFx 30.5 130.0 st2 laun c 757 7 35 0.203 4.0 Ox0 VIFx 18.1 120.0 stl m be h 546 29 25 0.335 4.0 Ox 0 VIFX 8.7 75.0 m bed c 2242 75 105 0.335 6.0 OX 0 VIFX 8.5 75.0 pdr-A c 104 0 5 0.162 4.0 OX 0 VIFx 37.7 135.0 st2 YAc-A h 774 41 30 0.327 4.0 Ox 0 VIFx 10.6 75.0 vAc2 h 228 12 9 0.190 4.0 Ox0 VIFx 22.3 125.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk stl Peak AVF 99 138 0.190 516 7.0 0 x 0 VinlFlx st2 Peak AVF 539 445 0.160 686 12.0 0 x 0 VinlFlx Bold/italk values have been manually overridden 2017-Apr-24 16:19:23 wrightSoft• Right -Suite® Unh ersal 2017 17.0.08 RSU17013 Page 1 ACCK ...t Specific\Wyndham Preserve\Lot 185 1952 TL.rup Calc = MJ8 Front Door feces: W Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mad Trunk rbl Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-Apr-24 16:19:23 wrightSOft' Right-Swte® Unnersal 2017 17.0.08 RSU17013 Page 2 ACCK .. t Specific\Wyndham Preserve\Lot 185 1952 TL.rup Celc = W8 Front Door faces, W Job M Ashton- Starlight Homes Performed for: Lot 185 1952 TL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = IV' Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017-Apr-24 16 19:36 ham Preserve\Lot 185 1952 TL.rup level2 AHU ON METAL STAND Job #: Ashton- Starlight Homes Performed for: Lot 185 1952 TL Sanford, FL 32773 2.5 TON 240V/ 5KW HP Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 RightSuiteO Universal 2017 17.0.08 RSU17013 2017-Apr-24 16,19 36 ham Preserve\Lot 185 1952 TL rup ASHTON WOODS HOMES FIRST QUALITY PLUMBING 746 N VOLUSIA AVE ORANGE CITY FS GARY W EVERS CFC050566 MODEL 1952 wdl IS 0v Una 1 G N O Z O o V 4 I L `; r flovA ry WYNDHAM PRESERVE - LOT 185 PLOT PLAN 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. WYNDHAM PRESERVE Failure to do so will be at user's sole risk. BP 1 % _ ZLi'7(e LOT 18S Proposed) ZONIN DATE 17 . Ok to construct single family home with setbacks and impervious area "V POINT OF shown on plan. Vo .1 % I rry . C COMMENCEMENTJ52 NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 PCP CCR #55989 I 2 WESTERLY LINE OF I THE NORTHEAST 1/4 OF SEC 17-20-31 c> BASIS OF BEARING) N pU u 3 ao0 0 i I Cr CL 0 0_ o O Z 01 N POINT OF BEGIN NG N89'40'51 "E 520.58 PCP LEGAL DESCRIPTION Luwi',,Ao.N E(ev. T'— G-L, in W O a o. LOT 184 N89'431031E 115.000 PAD-__ I N ; I PROPOSED c ; PROROSED c o 2 STY RESIDENCE ^ 10.0 fO LOT 185DRP4EWAYN4023NIGHTHERON ; DRIVE o PATIO o AREA = 6.0 6,900 S.F. ± 23.3 1952 LUMIIVARY "' 10.0 1 ELEVATION - T ; T' ra) o GARAGE - LEFT ro ; PROPOSED ' y a 1CONC WALK FFE= 27.9 a z I 29.0 54.7 i l.. w I ' o ---------------------;n•--------------------------- b CA w I 115.00' S89'43 LOT 186 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' 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 Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 1,519.07 feet; thence N.89040'51"E., a distance of 520.58 feet to the POINT OF BEGINNING; thence N.00°16'57"W., a distance of 60.00 feet; thence N.89043'03"E., a distance of 115.00 feet; thence S.00°16'57"E., a distance of 60.00 feet; thence S.89043'03"W., a distance of 115.00 feet; to to the POINT OF BEGINNING. Containing 6,900 Square feet, more or less. rcr -ruui r-qui menc LIBGEND:ADUSSO-Access/Oroinage/Utilities/SidewalkLB -Licensed us ness BFP - Surve ow Preventer Sight Distance Easement Survey- Reported PRM -Permanent Ref. Monument PCP -Permanent Control PointUR -Description FP&L -Florida Power do Light Plat FFE -Finish Floor Elevation D-Deed Book Water Meter O.R.-Official Records Book D4-Water Valve P.B. -Plat Book V-Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev.-Elevation RCM -Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk m -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 Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet DilHo -Electric Handhole D.U.E.-Drainage Utility Easement Coo -Clean Out FMGD-MAG NAI &DISK XV04-Irrigation Control Valve P.K.-Parker Kolon Nail I' -Sign SIR -Set 1/2' Iron Rod L87768 WD4-Gate Water Valve SPKD-Set P.K. do Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 M-Existing Grade FIP-Found 1/2' Iron Pipe LB7768 CI -Blow -off Valve FPKD -FoundP.K. Nail & Disk LB7768 -Drainage Flow Direction FCM-Found 4'x4' Concrete 10.0 Proposed Design Grade Monument PRM L87778 =eOu!lt/Existing GrodlNote: Some items in above leaen may not be aoo icable 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) 01111, mes r Leviner LS6915FLORIDAPROFESSIONALSURVEYORdoMAPPERN0. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL 441 O LOT 215 LOT 214 LOT 213 DEMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 6.900 SQ.FT. LIVING AREA= 810 SQ.FT. GARAGE = 383 SQ.FT. PORCH = 40 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 69 SQ.FT. IMPERVIOUS= 26.1 9 SOD = 5.093 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1.500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTALAREA AREA 8.400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 369 SQ.FT. SOD = 5.408 SQ.FT. 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 I" DESCRIPTION: PROPOSED LOT 185, 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 77W GeoPoint Surveying, Inc. Drown: JE I Checked: JDL T P.C.: Data File:ltrisswlast-Plat Date:04/18/17 Dwg:&bwWiz t-WI85 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PALM ER ELECTRIC Ashton Woods Homes Seminole 1952 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS fNEC 2011 - 220.82(CI(31- (411 ZONE COMPRESSOR SIZE 1 4.00 TON 2 TON 3 TON 4 TON 5 TON CONNECTED LOAD 7.20 KVA ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 10%LDING 7- 2 4 7 6 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS SANFORD 14.87 KVA TOTAL LOAD FOR COMPRESOR @ 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER @ 65% FpgR 0 4.99 KVA TOTAL HVAC DEMAND LOAD 12.19 KVA 11. GENERAL LOADS fNEC 2011 - 220.82(Bl(I1- (411 LIGHTING 1931 Sq Ft @ 3VA/Sq. Ft 5.79 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA I DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 I WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA I DISPOSAL(1) 0.80 080 KVA 0 DISPOSAL(2) 080 0 RANGE/OVEN (1) 720 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AW POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.29 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) (@ 40% 10.52 KVA SUB -TOTAL (GENERAL LOADSI fNEC 2011 - 220.82(Bl) 20.52 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 20.52 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(Al) 32.70 KVA MINIMUM SERVICE SIZE 136.26 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 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 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode 0 17-2476 t 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: 1111664 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. i a, FL 3361 4115 Customer Info: Starlight Project Name: Lot 185 Wyndham Preserve Model: 1952acgminary Lot/Block: 185 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 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. I Seal# Truss Name Date 1 1 T11363290 1 Al 6/14/17 118 T11363307 H5 6/14/17 12 I T11363291 I A2 16/14/17 119 I T11363308 I HJ6 16/14/17 13 I T11363292 I A3 16/14/17 120 1 T11363309 I HJ7 16/14/17 1 14 1 T11363293 I A4 16/14/17 121 I T11363310 I M1 16/14/17 1 15 I T113632941 A5 16/14/17 I I I I I I 1 1 16 1 T11363295 1 A6 16/14/17 7 1 T11363296 I A7 6/14/17 18 I T11363297 1 A8 16/14/17 19 I T11363298 I A9 16/14/17 110 I T11363299 1 A10 16/14/17 111 I T113633001 A11 16/ 14/17 112 I T11363301 I Al2 16/14/17 113 1 T11363302 1 CJ 1 16/14/17 114 1 T11363303 1 CJ3 16/ 14/17 115 1 T11363304 1 CJ5_ 16/14/ 17 116 IT11363305JEJ6 6/14/17 117 I T11363306 I EJ7 16/14/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. O LaNc SANFORD IM,- 1 7 - 247-6 If$1',', o 9380 p' STA E OF 1111 Thomas A. Mani PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2017 Albani, Thomas 1 of 1 o rasa7 russ ype ty Ply T11363290 1111664 Al HIP GIRDER 1 2 Job Reference(optional) ourraerII .Iml*ource. - kXWOwne. IL W 1J v .o „ ,. . „ .c cv, yv ID:LO'myoOxgY3r47LZ?2og9gzrRwXryn3FKbWX7rptlAvuNwfrmo iNot8TErgfngLeWT66z6MIU 1.4-0 3.9.14 7-0-0 12.3.14 17.6.0 2241.2 28.0.0 29-0-0 1 4-0 3.9.14 3-2.2 S 3.14 5.2.2 5.2.2 5-3.14 1-0-0' 5.00 12 Sx8 = 4 22 Scale - 1:52.3 3x4 20 If 3x8 = 3x4 = 20 11 5x8 = 23 5 24 25 266 27 7 8 28 29 30 9 10 o N 1e 17 31 32 10 33 15 34 3514 36 37 1438 39 40 " 11 3x4 = 2x4 If 3x4 = 3x8 = 30 = 2x4 II 5x8 = 30 = 34 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.23 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) 0.4014-16 >869 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.60 Horz(TL) 0.10 11 n/a We BCDL 10.0 Code FBC2014/TPI2OO7 Matrix-M) Weight: 314 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. REACTIONS. (lb/size) 2=1913/0.8-0, 11=1939/Mechanical Max Horz2=165(LC 26) Max Upllft2=-913(LC 8), 11=-915(LC 5) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3932/1837, 3-4— 3942/1864, 4.22=-4843/2329, 22.23=-4843/2329, 5.23=-4843/2329, 5.24=-4843/2329, 24-25=-4843/2329, 25-26=-4843/2329, 6.26=-4843/2329, 6-27=-3356/1642, 7-27=-3356/1642, 7-8=-3356/1642, 8-28=-3356/1642, 28-29=-3356/1642, 29.30=-3356/1642, 9.30=-3356/1642, 9-10=-733/363, 10.11=•1967/889 BOT CHORD 2-18— 1706/3568, 17-18=-1706/3568, 17-31=-1741/3651, 31-32— 1741/3651, 16-32=-1741/3651, 16-33_ 2273/4705, 15.33=-2273/4705, 15-34=-2273/4705, 34-35=-2273/4705, 14-35=-2273/4705, 14.36=-2273/4705, 36-37=-2273/4705, 13.37=-2273/4705, 13-38=-310/617, 38-39=-310/617, 39.40=-310/617, 12-40=-310/617 WEBS 3-17— 191/266, 4-17_ 90/527, 4-16=-687/1424, 5.16=-543/477, 6-14=0/371, 6-13=-1555/755, 8-13=-547/480, 9-13=-1518/3136, 9-12=-1563/919, 10.12=-863/1843 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf: BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 913lb uplift at joint 2 and 915 lb uplift at joint 11. 10) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Continued on Dacia 2 Q WARNWO • Verify dedgn penunotem and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev. 9411113,2015 BEFORE USE. Design valid for use only wllh Mllek® connectors. Inls design Is based only upon parameters shown. and Is for an Individual bxAdi g component. not a truss system. Below use. Ito IxAding designer must verity the appllicatAlty, of design pxuamelers and properly incorporate this design Into the overall trmdng design. Bracing Indicated Is to txrcklklg of IrWNklual tans wob and/or crvxd members only. Additional Iomporay and Ferman enl Ixocing Welk' pfoveni S always recplred for statAlly and to prevent collapse with possible personal "and property damage. for general guidance regandirlg the 6904 Parke EaM Blvd. falxlcallom storage, delivery. erection and bracingg of trusses and larss systems. see.ANSI/1PI I Quality Criteria, OSS-69 and SCSI Building Component Tempo. FL 33610SolelyInformationavailablefrom (russ Plate Institute. 218 N. Lee Street. Srllo 312, Alexandria. VA 22314. Job Truss Truss Type 0ty Ply T11363290 1111664 At NIP GIRDER 1 2 Job Reference o tional autraers rrtal source. urweiana, rL. rao ID:LO?myoOxgY3i47L2?2og9gzrRwX-3FKbWX7rphAvuNwfrrtt iNotBTErgfngLcWT6626MIU NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 122 lb up at 7-0-0. 87 lb down and 122 lb up at 9-1-1, 87 Ib down and 1221b up at 11-1-1, 87Ib down and 122Ib up at 13-1-1, 871b down and 122 Ib up at 15.1.1, 87Ib down and 115Ib up at 17-1-1, 87Ib down and 122Ib up at 19-1-1, 871b down and 122 Ib up at 21-1.1. 871b down and 122 Ib up at 23-1-1, and 87 Ib down and 122 Ib up at 25-1-1, and 88 Ib down and 122 Ib up al 27-1-1 on top chord, and 2891b down and 1351b up at 7-0-0, 651b down at 9-1-1, 65Ib down al 11.1-1, 651b down at 13-1-1. 65lb down at 15-1-1. 65lb down at 17-1.1, 65Ib down at 19.1.1, 651b down at 21-1-1, 651b down at 23-1-1, and 651b down at 25-1-1, and 65lb down at 27-1-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert' 1-4-54, 4-9=-54, 9-10-54, 11-19-20 Concentrated Loads (lb) Vert: 4=-87(F) 7=-87(F) 17=-289(F) 22=-87(F) 23=-87(F) 24=-87(F) 25=-87(F) 26=-87(F) 27=-87(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-40(F) 32= 40(F) 33=-40(F) 34=-40(F) 35— 40(F) 36-40(F) 37— 40(F) 38=-40(F) 39=-40(F) 40-40(F) Q WARNING. Vedfy dadgn Parameter and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MP7472 rev. 10AMMIS BEFORE USE. Design valid for use only wllh Mllek®conneclots. R* design Is based only upon parameters shown. and Is form Indlvldrwl building component. not a inns syslei n. Before use. the Ixdiding designer must verity the appilcabelty, of drslgnl Manelets and rxopedy Incotporofe this design into the ovoiall building design. ®acing Indicated Is to rxovent budding of Individual truss web and/or chord members only Additional lempmary, and permanent bracing M iTek' h always reapLed lot stabBtly and to rxeveni coflaim wUh possible personal "and propedy damage For general guldanee regadIr g the falxlcallon, storage, delivery, erection and bracing of trusses and tnrss systems seeANSI/rPi I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parka East Blvd Safety IntormaMon available not truss Plate InstiMe. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tanga. FL 33610 Job Truss Truss Type City Tt136329t 1111664 A2 Hip 1 1 Job Reference(optional) Builder's Fits1 Source. ' Groveland, FL 34736 r 64o s Apr re zum sir r ex mausries, inc. wed run 14 14 vr-.31 2Oi d rage 1 ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-yOZ5MvAMtwgKN EO4btOt0yaL4zxcNsOFDUhFiz6MIO 1.4-0 , 4-8.14 84-0 14.8-0 20.4-0 26-" 28-0-0 1 4.0 4.9.14 4-2.2 5.8-0 5 8-0 S-8-0 4x6 = 3x4 = 3x4 = 30 = 5 18 6 7 Scale = 1:52.3 4x6 B 07 N 14 11 10 3x6 = 3X8 = 3x4 = 3x4 = 3x8 = 3x6 II LOADING (psl) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.16 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(TL) -0.36 12-14 >963 180 BCLL 0.0 ' Rep Stress Incr YES W B 098 Horz(TL) 0.10 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 149 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10.5 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 5.11.10 oc bracing. REACTIONS. (Ib/size) 2=1151/0-8.0, 10=1056/Mechanical Max Horz2=162(LC 9) Max Uplift2=-513(LC 10), 10= 455(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2173/988, 3.4=-1910/812, 4.5=-1739/791, 5-18=-1916/893, 6.18=-1916/893, 6-7=-1916/893, 7-8=-781/390, 8-9=-866/400, 9-10=-1054/450 BOT CHORD 2.14=-940/1962, 13-14=-964/2013, 12-13=-964/2013, 11-12=-830/1690 WEBS 3-14=-262J282, 4.14=-122/462, 5-14=-432/250, 7.12=-144/411, 7-11=-1116/568, 9- 11 =-436/1020 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Ops1; h=1511; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 13. 5) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Reber to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 2 and 455 lb uplift at joint 10. 10) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedrydesign parameter, and READ NOTES ON THIS AND INCLUDED MrrEK REF£RANCE PAGE Ma•7473 rov. I&V212015 BEFORE USE Design valid for use only with MI lek®conrlectom. n* cleslgn Is based only upon parameters shown. and Is for an hdivldral IxAding component, not a kuss system. Before use, the building designer must vedfy the "Icabllty of design Irrarnoters and properly sooMmate this design Into the overall IrlBmng design. Bracing Indicated Is to prevenl buckling of IrldNldual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' Is always regnliodd for stab/lty and to prevent cdkpse wllh possible personal i n"y and properly damage. For genetal guidance regarding the fobAcalkrn. storage, dellvmy, erection and baclnp of Intsm and larss syslerns, seoANSI/rPl I Qua01y Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safely Information drvdkldle from truss Plate Wlkdo. 218 N. Lee street, Suite 31 Z Alexantlrla. VA 22314. Tampa. FL 33610 o russ runs ype ty ply T11363292 1111664 A3 Root Spseial 1 t Job Reference (optional) Buddees Fitst Source, ' Groveland. FL. 34736 7 640 s Apr 19 201611A I eK industries, inc. wed dun 14 14:01.3z 2u1 r rage 1 ID:LO?myoOxgY3i47LZ'7Zog9gzrRwX-OD7UZEB_eEoB?8pCeJOFORVeKUzFLzTZUtEEnKz6MIP 1.4.0 5-9.14 11-0-0 1"_0 26.1-8 29-0-0 1.4-0 5.2.2 7-0-0 25-: 20-1$ 8 6-0-0 2.10-8 Sx8 = 4x6 = 06 = Sxa = Scale = 1:53.3 15 14 14 11 1. 9 3x4 20 It 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 3x6 II LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.13 14 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.57 Vert(rL) -0.30 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 161 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 20 SP No.2 end venicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. REACTIONS. (lb/size) 2=1150/0-8-0, 9=1057/Mechanical Max Horz2=159(LC 9) Max Uplift2=-435(LC 10), 9=-421(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2171/754, 3-4=-1745/668, 4.5=-1574/681, 5.6=•1705/714, 6.7=•l711/714, 7-8=-841/356, 8-9=-1044/424 BOT CHORD 2-15=-749/1951, 14-15=-749/1951, 13-14=-627/1572, 12.13=-627/1572, 11-12=-738/1733, 10-11=-329/737 WEBS 3-14=-438/315, 4-14— 71/391, 5-12=-86/403, 6-12=-332/215, 6-11=-561/292, 7-11=-472/1156, 7.10=-573/335, 8-10_ 419/1015 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 435 lb uplift at joint 2 and 421 lb uplllt at joint 9. 8)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. Verily design perometere and READ NOTES ON THIS AND INCLUDED N?EK REFERANCE PAGE NO-7473 rev. IQ.O MIS BEFORE USE. Design valld ton use only wllh MlieW connectors 1Ms design is lased only upon parameters shown. and Is for on hdivkAral Wilding compononl. nor a truss system. Before use. the txAclrlg designer must verify the orXxeablily of design parametets and proporly Incorporate this design Into the overall bldng design Bracing indicated is to prevent bucWing of Individual truss web and/or chard members only. Additional lemporary, and pormanent tracing MOW is always recµlted lot statAlly and to prevent cdiaim YAM possible personal hnj.dy and ptuperly damage. For general guidance regarding the fabrication, storage. delivery. erection and trachng of misses and miss systems, seeANSI/Mi I Gudity Criteria, D$8-89 and SCSI 9utid1ng; Component 6904 Parke East Blvd. Safety Information ovalluble from trim Rule InstiMe. 216 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 33610 o rues rues ype ry Ply T11363203 t t 11664 A4 Root Special t t Job Reference (optional) Budder's F;rst Source. I Gtoveland. FL 34736 7 640 a Apr 19 2016 Mt f eK fnGUSItte9. Inc. Wea Jun 14 14 er:32'La1 / rage 1 10:LO?myo0xgY3i47L2?2og9gzrRwX-007UIE8_eEoB?8pCeJOFORVigUyhLxYZUtEEnKz6MIP t-4.0 , 6-9.14 13-0-0 16-0-0 22.1-8 26-t$ 1.4-0 6.9.14 6.2.2 3-0-0 6.1.6 6-0-0 -10 5Xe = 06 = Scale = 1:53.3 3x4 !: 2x4 11 3x4 = 3x4 = 3x12 MT20HS = 36 II 3x8 = 6 914 13H 16-0-0 - 0-0 22-1-8 _ 29-0-0 1 6-9.14 62.2 36.1.8 6.10$ Plate Offsets ()i%Y)-- i2:0.3.0.0.1.81,14:0.5.12.0-2-81, 110:0-2-10,0.1-81 LOADING ( pst) SPACING- 2.0-0 CSI. OEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.12 13-14 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Ven(TL) 0.30 13-14 999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(rL) 0.08 9 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matnx-M) Weight: 165 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-10 oc bracing. REACTIONS. ( Ib/size) 2=1151/0-8-0, 9=1056/Mechanical Max Horz2=164(LC 14) Max Uplift2=-460(LC 10), 9=-407(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2142/744, 3.4=-1562/590, 4.5=-1389/592, 5.6=-1561/592, 6-7=-1888f706, 7. 8=-1345/599, 8.9=-993/432 BOT CHORD 2-14=-734/1918,13.14=-734/1918,12-13=-469/1384,11.12=-469/1384,10-11=-709/1921 WEBS 3.14=0/254, 3.13=-605/387, 4-13=-118/357, 5-11=-98/355, 6.11=-602/318, 6- 10=-661/348, 7-10=-176/719, 8-10=-627/1301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 2 and 407 Ib uplift at joint 9. 9) ' Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING - VaAly design primnetwe and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE M1F7473 rev. I&A112MIS BEFORE USE Design valid tot use orgy vAlh MlteW connectors. this deslgrl Is based only upon parameters shown. and Is for an IrndlvkAal building component, not a truss system. Before use. the Widlrng designer must verity the oppllcablilty of design paramolers and property Incotporate this design Into the overall 1> tmding design tracing Indicated Is to prevont buckling of IndMdual truss web aril/or chord members orgy. Additional temporary and permanent txacIng M iTek' Is always rcWalted tot stablUty, and to prevent collapse wllh possible personal"and property darnage. For general gUdance regarding Me fabrlcalkxL storage, delivery, etecllon and txacing of tntsses arxt truss systems seeANSI/FPI I Quality Criteria, OS6.69 and BCSI BuOding Component 6904 Parke East Blvd. Safety Information avallatAe trorn truss Rate Ins11Me. 218 N. Lee Streel. Stile 312, Aloxandfla. VA 22314. Tampa, FL 33610 Job rus6 I rus8 I ype ty ty T1f363294 1111664 AS Root Special 1 1 Job Reference(optional) uux0ers rust source. - WOvelana, FL. J41J6 / - s pr 1... n , I rw. , I D,LO?myoOxg Y3i47L2?Zog9gzrRwX •uPhsmaBcPXw2c I NOBOvUye2sBuGN4NJIjXzoKmz6M I O 1 4.0 , 76-14 146-0 19.3.12 24.1.8 29.0-0 1.4-0 7-& 4 6.11-2 4.9.12 4-9.12 4.10-a Scale - 1:52.8 4x6 = 5.00 12 3x4 = 3x4 = 3x4 = 3x4 = Sx6 = US = LOADING (psf) TCLL 20.0 TCOL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.64 BC 0.71 we 0.59 Matrix-M) DEFL. In (loc) Well Ud Vert(LL) -0.18 11-13 >999 240 Ven(TL) -0.40 11-13 >869 180 Horz(TL) 0.10 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 146 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2-6 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6.7.13 oc bracing. WEBS i Row at midpt 7.9 REACTIONS. (lb(size) 9=1054/Mechanical, 2=1154/0.8-0 Max Horz 2= 1 76(LC 14) Max Uplifl9=-420(LC 11), 2=-477(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORO 2.3=-2081/774, 3-4=-1978/817, 4.5= 1898/838, 5-6=-1572/597, 6-7=-2267/869 BOT CHORD 2-13=-765/1858, 13.17=-363/1251, 12.17=-363/1251, 12-18_ 363/1251, 11-18=-363/1251, 10-11=-628/1664, 9.10- 773/2041 WEBS 3.13=-379/389, 5-13=-414/727, 5-11=-209/548, 6-11=-446/350, 6- 1 0=-208/52 1, 7.9_ 2179l794 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(l) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift al joint 9 and 477 lb uplift at joint 2. 8) 'Semi -rigid pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 0 WARNING . VeAIy design patrmeters and READ NOTES ON THIS AND INCLUDED M/FEK REFERANCE PAGE MO.7473 rev. IMMIS BEFORE USE. DesW valkl lot use only wilh Mllek®conrocfors. (Ills design Is based only upon pxarometers shown. and b lot an Individual IxAding component, not o truss system. Befora use. the IxAdIng designer must verity the agxlcc"ily of desldn 1lararneters rind rxoporly Incotporato IMs design Inlo the overall IxAding design. (rasing Indicotod Is to txaldlrsg of IndNklual truss web and/or chard members only. Additional temporary and permanent txactng M iTek' Ixavent Is dwoys required kx slabbtiy and to rxevant collcirw with possiblo personal Injury and rxoperty damage. For general glldcrlce tagadIng Ife 6904 Parke East Blvdlctixlcatlon, slorogo, delivery. etec Ron and bracing of Inrtes and tans sysletns, seeANSI/IPI I Quality Criletla, OSS-89 and SCSI building Component Tampa. FL 33610safetyInformationavolic"o from truss Pkela InsilMe. 218 N Loa Street. Suite 312, Alexonddo. VA 22314. Job Truss I russ I ype oty ply T11363295 1111664 A6 Root Special t t Job Reference (optional) Budder's F'gsl Source. ' Grovedend. FL. 34736 7 640 s Apt 19 2016 Nat ax lneustrels. Inc. Wee JUn 14 14 07:34 2u1 r "I e 1 I D:LO?myoOxgY3r47LZ?Zog9gzrRwX-MbFE_wCEAr2vERyblkOiVsa 1 HHbvpmosySILsCz6MIN 1.4-0 7.6.14 6-11.2 5•&12 5.9.12 2.10•e 4x6 = 5.00 12 Scale = 1.53.1 t, 3x4 = 3x6 = 3x4 = 4x12 = 2x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.23 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.46 11-13 >752 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.84 Hor2(TL) 0.09 9 n/a rVa BCOL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 141 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.3.14 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 6.8.1 oc bracing. REACTIONS. (lb/size) 9=1053/Mechanical, 2=1154/0.8.0 Max Horz2=172(LC 14) Max Upllft9=-417(LC 11), 2=-476(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2072/785, 3.4=-1899/755, 4-5=-1819/775, 5.6=-1707/663, 6.7=•2363/917, 7-8=-2023/723,8-9=-1032/393 SOT CHORD 2-13=-772/1850,13-17=-364/1244, 12-17=364/1244,12-18=-364/1244,11.18=-364/1244, 10-11=-658/1769 WEBS 3-13=-381/388, 5-13— 346/674, 5.11=-251/599, 6-11=-436/385, 6-1 0=- 176/477, 7- 1 0=- 1089/530. 8-1 0=-782/2192 NOTES- 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=5.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpi=0.18, MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 10 Opsl. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 9 and 476 lb uplift at joint 2. 10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING • Vedrydedyn paramofers and READ NOTES ON THIS AND INCLUDED NrrEx REFERANCE PAGE NIF7473 rev. 14021W 16 BEFORE USE D" M vcrld lot use only vAlh MlloM conneckxs. INs design is based only upon parameters shown. and b for an Individual txRdtng component. not a truss system. Before use, the bsilcllnd designer must vodfy the appllealAlly of design patanletors ad properly Wotporato 0% design Into the overall ridding design. BrockV Indk:oted is to b7caing of Individual truss web and/or chord momters orgy. Additional temporary and petmanenl lxocuv WOW preventIs ciways tw4ulred for stability and to prevent eotlapxf with ros59Ne personal Injury and property clornage. For general gukJuoe tegadhlg the kdxk; atkxi storage. delivery, erocllon and txacing of finesses and hips systems. seeANSI/rPI I Quality Criteria, 0SB•89 and SCSI Sullding Component 6904 Parke East Blvd. Safety Information ovatiado from truss Plate Institute. 218 N Lee Street. Suite 312. Alexadda. VA 22314. Tarnpa, FL 33610 Jobfuss Truss Type ry T1t363296 1111664 A7 Common 1 1 Job Reference (optional) Buildere FAMt .SOutCe, (drevetdnd. FL 34736 r.ow 5 npr t u zv t o MR.k i— i,;.0 4 4 , 4v v W. I I D:LO?myoOxgY3i47Lt?tog9gzrRwX-MbFE_wCEAr2vE RyblkOj Vsa2_HaNprmsyBfLsCz6M IN 14-0 7.6.14 14-6-0 21-52 29-0-0 1.4.0 7.8-14 6.11.2 6.11.2 7.6.14 i1 3x6 = Scale a 1:50.6 4x6 = 5.00 12 30 = 3x4 = 3x4 = 36 = Ig LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.57 BC 0.85 W B 0.32 Matrix-M) DEFL. in Ven(LL) -0.28 Ven(rL) -0.56 Horz(rL) 0.09 loc) I/dell Ud 8-10 >999 240 6-10 >622 180 7 n/a rVa PLATES GRIP MT20 244/190 Weight: 125 lb Fr = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 6.7.11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb(size) 7=1072/Mechanical, 2=1146/0.8.0 Max Horz 2=168(LC 10) Max Uplift7=-424(LC 11), 2= 475(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2041/792, 3.4=-1802/693, 4-5=-1723/714, 5.6=-1805/717, 6.7=-2044/796 BOT CHORD 2-10=-775/1821, 9.10=-362/1220, 9-17=-362/1220, 8-17=-362/1220, 7-8=-637/1825 WEBS 5-8=-285/63216-8— 396/400, 5.10— 283/629, 3-10=-394/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=140Mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsh h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 4) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to glider(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 7 and 475 lb uplift at joint 2. 9)' Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verlry dedgn pdrrmetms and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. MV3=16 BEFORE USE Design vdkt for use only vAth Mllek& conneckxs. this design Is Ltased orgy upon parameters shown. and Is for an Individual txddhV componenl. nol a truss systorn. Before uso. Iho building deslgnet must verity Iho oprAlcatAlry of dosign rwtarnelors and polorly I ncor orote IMs doslgn Into tho overall txBdlng design. 9rachg Indicated Is to rxovenl txrckling of Individual truss wob and/or chord members orgy. Addilkxnal lemrorary and permanent bracing MiTek' is ahvasys recalred for slublilly and to rxevenl collapse wllh rossble peisowd Infuy and property damage. For genefai guidance rcrpdng the laWcalbn storage, delivery- etecllon and Lxacing of musses and muss systems, seeANSI/tPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd safety IMormallan avollaUe from truss Hale h1s9Wte. 218 N. Lee Streel. Suile 312. Adexandrim VA 22314. Tampa, FL 33610 Job Truss Truss Type ty T1130207 1111664 A6 Common 2 1 Job Reference (optional) Buddies Fin1 source. • Groveland. FL 34736 7 640 s Apr 19 2016 MTek Industries. Inc. Wed Jun 14 14 07:35 2017 Page 1 I D:LO?myoOxgY3i47LZ?Zog9gzrRwX-gopcBGDsx9AmsbXnJRxy23701hvgYL4OArSuOfz6MIM 2 7.6-14 14.6-0 21-5.2 29-0-0 30.4,0 1 •d•0 7.6.14 6.11.2 6.11.2 7.6.14 1.4-0 Scale = 1:52.0 06 = 5.00 FI2 3x6 = 3x4 = 30 = 3x4 = 3x6 = 0.9.13 6.1n.1n jY 0 Plate Offsets ()I%Y)-- 2:0-3-0.Edpel, f8:0-3.O.Edgel LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.57 Vert(LL) -0.28 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(rL) -0.56 10-12 >620 180 BCLL 0.0 ' Rep Stress Incr -YES WB 0.32 Horz(rL) 0.09 8 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 128 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-6 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1145/0-8.0, 8=1145/0-8-0 Max Horz2=155(LC 10) Max Uplift2=-475(LC 10), 8=-475(LC 11) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2039/792, 3.4=-1801/693, 4.5=-1722/714, 5.6=-1722/714, 6.7=-1801/694, 7.8=-2039/793 BOT CHORD 2-12=-762/1820, 11-12=-349/1219, 11.19=•349/1219, 10.19=-349/1219, 8.10=-608/1820 WEBS 5-10=-283/629, 7-10=-394/399, 5.12=-283/629, 3-12=-394/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft: Cat. If: Exp C: Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Inledor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 4) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, With BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 475 lb uplift at joint 2 and 475 lb uplift at joint 8. 8)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNWO - Vedly design paromororo and READ NOTES ON TNIS AND INCLUDED 6frfEK REFERANCE PAGE MQ7473 rov. 1641113MIS BEFORE USE. Design vald for use only vAth Mllok®conneclots. flits design is Lased only upon patometers shown. and Is tot an Individual bulding component. rot a truss system. Before use. the twlldlrtd cf s net must verity no arolcabltty, of design pararnetors and pxoperiy Incapotaho this design Into the overdil IxRding design. 0achg Indlcated is to pxevent buckeng of Individual hues web and/or chord manbots only. Additional len tpgay and permanent btacWQ MOW Is always recpNed la stability and to rxevent collapse wllh possble personal t*" and properly damage. Fa genetal guidance regadirtg Ifw tabxlcalbrt storage, delivery, orocllon and bractrV of misses and muss systems, seeANSI/1PI I Quality Criteria, OSS-89 and SCSI Bu9dhng Component 6904 Parke East Blvd. Safety Information available loin truss Rate hnstlMo. 218 N. We Street. Sulle 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss russ I ype oty ply r„363299 1111664 A9 Hip 1 1 Job Reference (optional) Buildefs Fpst Source. ' Groveland. FL. 34736 r 640 s npr ry zvw Mfflek mausmas. Inc. Wad eun 14 14 v..,nr w 1. ya ID:LO?myoOxgY3i47L2?2og9gzrRwX-I_N PcEVISIdU16zt9SBaHgPkSKdHkh9PVCSw5z6MIL t 4.0 6.9.14 13-0-0 16-0-0 22-2.2 29.0-0 30.4-0 1.4-0 6-9.14 8.2.2 3-0-0 6.2.2 6-9.14 1.4-0 5x8 = 20 Scale - 1:53.4 4x6 = Y 0 13 rL IV a 3x4 2x4 11 30 = 3x4 = 2x4 II 3x4 3x8 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.13 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.31 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz(TL) 0.10 7 IVA rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 6-9-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1145/0-8.0, 7=1145/0-8-0 Max Horz2=140(LC 10) Max Uplif12=-478(LC 10). 7=-478(LC 11) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2124/787, 3-4=-1545/572, 4.20- 1370/581, 5.20=-1370/581, 5-6=-1546/572, 6.7=-2124l789 SOT CHORD 2.13- 750/1903, 12-13=-750/1903, 11-12=-403/1368, 10-11=-403/1368, 9-10=-612/1902, 7-9=-612/1902 WEBS 3-13=0/255, 3-12=-605/385, 4-12=-117/353, 5-10=-115/354, 6-10=-604/387, 6.9=0/254 NOTES- 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 2 and 478 lb uplift at joint 7. 7)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- V dfy design parameters and READ NOTES ON THIS AND INCLUDED NrIEK REFERANCE PAGE MO.7473 rev. I &M,2015 BEFORE USE. Design valid for use Orly v4th MHoM connectors. ft design Is Lased only upon Parameters shown. and Is fa an trWMckal building component. not a truss system Before use. the building designer must vedfy the appllcatAly of design, paaneters and prop etly Incatorate this design Into the over,, building design. Bracing Indicated Is to prevent budding of tndivdual truss web aril/or chord members only. Additional temporary and peimawnl tracing MiTek' Is always tedtuired for stablilly and to prevent collapse with possible pefsonal trM+y and property danage. Fa general guidance iegardkrg ,ne IabrlcallaL storage. delivery, erection anct bracing of trusses and truss systems. seeANSI/iPl1 CuaON Criteria, DS8.69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallablo from peas Plate Institute. 218 N. Lee Street. Stile 312. Alexandria. VA 22314 Tm1pa. FL 33610 Job ruSS ruSS ype ry T11363299 1111664 A10 Mp t t Job Reference(optional) Burldees First Source. • Groveland. FL 34736 7.640 a Apr 19 2016 MTek Industries. Inc Wed Jun 14 14:07.28 2017 Page 1 ID:LO?myoOxgY3r47LZ?Zog9gzrRwX-XRuzjt7Ta?ImW W VRPTJJFbLyOtcWPSu_ZGG1 eZz6MIT 1.4.0, 5.9.1a 11-0-0 18-0-0 23-2-2 29-0-0 ,30.4-0, 1.4-0 5.9.14 5.2.2 7-0.0 5-2.2 5-9-14 ' 1.4-0 ' 30 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Sx8 = 20 4x6 = 13 12 1V C 2x4 11 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TPI2007 REACTIONS. (Ib/size) 2=1145/0-8.0, 7=1145/0.8.0 Max Horz 2=121(LC 10) Max Uplif12= 480(LC 10), 7=-480(LC 11) 30 = 3x4 = 3x6 = 20 II 3x4 Scale a 1:53.4 CSI. DEFL. to (Ioc) Well Ud PLATES GRIP TC 0.78 Vert(LL) 0.1312-13 >999 240 MT20 244/190 BC 0.56 Vert(rL) -0.31 10-12 >999 180 WB 0.29 Horz(TL) 0.10 7 n/a n/a Matrix-M) Weight: 141 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. FORCES. pb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3— 2155/819, 3.4=-1728/654, 4.20=•1557/652, 5-20=-1557/652, 5-6=-1729/654, 6-7=-2155/822 BOT CHORD 2-13=-771/1936, 12-13=-771/1936, 11-12— 499/1556, 10-11=-499/1556, 9-10=-652/1936, 7.9=-652/1936 WEBS 3-12=-437/301, 4-12=-66/385, 5.10=-57/385, 6-10=-437/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. r 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 five 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 480 lb uplift at joint 2 and 480 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNWG . VMly design paramoters and READ NOTES ON THIS AND INCLUDED AUrEX REFERANCE PAGE MA-7473 rw. 10AMMIS BEFORE USE Design valld for use only wIm Mllek® connectors. this design S Limed only upon parameters shown. and Is fa an Individual building component. not a truss system. Before use. the Iwllc ing doslgnor must verity the appllcabUBy or design pxaanelets and poperiy InCorporale Ihk design Into trw ovotcm btAding design. Bracing Indicated Is to pxoveni buckling of Individual Inns web and/or chord members only. Addlio al lemMary and potmanent Ixocing M iTek' Is always tegJtod for stability and to povenl collapse wllh possible persorxd fnitay and poporty, darnage. For general guidance fegadrvj IMi latlticallm storage, delivery, eticdon and tracing of tnraes and Inns systems. soeANSIflPl I Qualify Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon ova ot-Ae Don Iris Plate kWlbAo. 218 N. Leo Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 JobBuss Truss Type ty T11363300 1111 a" Att Hip t 1 Job Reference (optional) Suiktefa Frmt Source. ' Groveland. FL. 34736 z.e4o a Apr 19 2e1 a Mi t ex tnausuies. Inc. Wad dun i4 1407.2e 2u1 r rage I ID:LO?myoQxgY3i47LZ?ZogggzrRwX•OeSLxD86WOd8g4dyAgYooiE GtS8dg7ov?a8?z6MIS 1d-0 4.9.14 9-0-0 14.6.0 20-0-0 24.2.2 29-0-0 30.4-0 13-0 4•B•14 4.2.2 5.6-0 5.6.0 4.2.2 4.9.14 3x6 = 4x6 = 3x8 = 4x6 = 13 11 1u 3x8 = 30 = 20 II 3x8 = 3x6 = Scale = 1:53.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.33 Vert(LL) 0.16 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.35 13-16 >986 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.37 HOrz(fL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 141 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1145/0-8-0, 8=1145/0-8.0 Max Horz 2=101(LC 14) Max Uplift2=-483(LC 10), 8=-483(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2148/914, 3.4=•1882/759,4-5=-1713/736, 5-6=-1713/736,6-7_ I882/760, 7-8=-2148/916 BOT CHORD 2.13=-850/1938, 12-13=-755/2007, 11-12=-755/2007, 10-11=-755/2007, 8.10=-750/1938 WEBS 3-13=-271/283, 4.13=-122/456, 5-13=-457/254, 5-10=-457/253, 6.10=-121/456, 7-10=-271/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf: h=15ft; Cat. 11; Exp C: Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber OOL=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 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 483 lb uplift at joint 2 and 483 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING . Vedly dearpn paramerera and READ NOTES ON rKJS AND INCLUDED AIREK REFERANCE PAGE M1F747J rev. 1601MIS BEFORE USE. Design vcttkf la use only wllh MlleW conrneclors. Ihts design B based only upon paramelers shown. and Is lot an Individual building Component. nor a truss sysla n. Before use. Ilw building designer must verily the oWicability of design parameters and ixopedy Incorporate 141; design Into the overall Bracing Indicated Is to buckling of Individual truss web aril/a Chad momlwrs only Additional lempotory and petmo wnl tracing MiTek' building design. rxovenr It always reyrdred lot stability and to rxevenl collapse wllh possible personal IMrry and rxoperly danage. For general guklcnee regarding the fabrication. storage, delivery. erection and bracing of Iarsses and trans systems, seeANSI/IPI1 Cua61y Critaft OSS-89 and SCSI Building Component 6204 Parke East Blvd. Safely Information available from truss Plate ImIl ule. 218 N. Lee Street. Sidle 312. AlexandrkL VA 22314. Tampa, FL 33610 Job Truss runs ype ry T11363301 1111664 Al2I WpGuder 1 t Job Reference (optional) Builders Fiat Source. Groveland. FL 34736 7.640 a Apr 19 2016 MTek Industries, Inc Wed Jun 14 14 07:30 2017 Page 1 ID:LO?myoOxgY3i47LZ?Zog9gzrRwX•Uq?18Z9k6cYTlgfpWuLnLOONIgKztxlH IZI7iRz6MIR 1.4-0 3.9•t4 7-0-0 12.0.8 16.11.7 22-0-0 252.2 29.04 30.44 1.4-0 3-&14 3.2.2 5-0.8 4.10.13 'o.9 3.2.2 3.9.14 1.4-0 8x12 = 2x4 II 3x8 = 6x8 = 5.o0 12 4 22 23 5 24 25 26 6 27 28 i Scale - 1:53.6 9 i -- — C---- ---- - --- L 3 z= 10 0 17 16 29 30 15 14 31 32 13 33 34 12 11 1 Sx8 STP = 2x4 11 3x4 = 602 MT20HS = 2x4 11 3x8 = 2x4 11 1.Sx8 STP = 3x8 MT20HS i Sx8 = 3x8 MT20HS 1 3-914 7-0-0 12-0.8 18.11.7 { 22-0-0 252.2 29-0-0 3-&14 3 2-2 5-0.9 4-10-13 5.0.8 3 2.2 3 8 14 1a Plate Offsets (XY)-- 2:0.3-1,0-1-81,(7:0.4-0,0-2-2(,(9:0-3.1.0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.33 13-15 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.58 13.15 602 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.93 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 180 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-7: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=200710-8-0.9=2006/0.8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purllns. BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing. Max Horz 2=80(LC 8) Max Uplift2=-958(LC 8), 9=-958(LC 9) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4586/2148, 3-4=-4471/2109, 4-22=-5514/2642, 22.23=-5516/2643, 5-23=-5519/2643, 5-24=-5515/2640, 24.25=-5515/2640, 25-26_ 5515/2640, 6-26=-5515/2640, 6.27=-4182/2002, 27-28=-4178/2001, 7-28=-4177/2000, 7-8= 4469/2105, 8.9=-4585/2146 BOT CHORD 2-17=-1978/4212, 16-17=-1978/4212, 16-29=-1885/4140, 29-30=-1885/4140, 15-30— 1885/4140, 14-15=-2530/5516, 14.31— 2530/5516, 31-32— 2530/5516, 13-32=-2530/5516, 13-33=•2530/5516, 33-34= 2530/5516, 12-34=-2530/5516, 11-12=-1897/4211, 9-11= 1897/4211 WEBS 3-16=-220/251, 4-16=-164/618, 4.15— 777/1630, 5-15=-596/495, 6.13=0/360, 6-12=-1588/770,7-12— 500/1346,8-12=-217/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.Opsf; h=15(1: Cat. 11; Exp C: Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 958 lb uplift at joint 2 and 958 lb uplift at joint 9. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 213 lb up at 7-0.0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12. 87 lb down and 122 lb up at 13-0-12, 87 lb down and 110 lb up at 14-6.0. 87 lb down and 122 lb up at 15-11.4, 87 lb down and 122 lb up at 17-11-4, and 87 lb down and 122 lb up at 19-11-4, and 175 lb down and 213 lb up at 22-0.0 on top chord, and 289 lb down and 135 lb up at 7.0-0, 65 lb down at 9.0-12. 65 lb down at 11-0-12, 651b down at 13-0-12, 651b down at 14-6-0, 65 Ib down al 15-11-4, 65 lb down at 17-11-4, and 65 lb down at 19-11-4, and 2891b down and 1351b up at 21-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibilityof others. dAtIFI 6 6P6"A2SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING- Vodfy design penmeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7413 rev. IGM/2015 BEFORE USE Design will for use only w191 l4lek9connectors. Ms doslgn is based only upon parameters shown. and Is for anindividualbrldbV component. nol a truss systom. Before use. the building do-4not must verity the appllcatAlly, of design paramefors and property klcaporote this design Into the overall bulding design. ®acing Indicated is to prevent tucklIng of IrKWual truss wob arid/ot chotd members only. Addillonal temporary and lormcmnt bracing MiTek' is dways required for sksbSOy aril to prevent collcnse Win possible petsonal"avJ property damage. For gereaA guidance tegcstding the Idxicallon, storooe. delfvery, erecdorl and bracing of trusses and fnrss systems. seeANSI/rPI I Quality Criteria, OSS-89 cmd SCSI duilding Component 6904 Parke East Blvd Safely IMormation ovalk"a from frrss Rate Insiltuto. 218 N. Lee Streel. Stdto 312. Aloxaldita. VA 22314. Tampa. FL 33610 Job Truss ry1111664 ty Al2 T 7 1 1 Job Reference (optional) Builders First Sduree. - Groveland. FL. 34736 OYV 6I1Pr Ill LV IY MI 9F IVYYiII Oa. 1 1: Y /. cY / o c 10:LO?myoOxgY3i47LZ?Zog9gzrRwX•Uq?18Z9k6cY'rlgfpW uLnLOONIgKzbrlH 12171Rdz6MIR LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van, 1-4=-54, 4-7=-54, 7.10=-54, 2-9=-20 Concentrated Loads (lb) Van. 4=- 1 28(F) 7=- 1 28(F) 14=-40(F) 16=-289(F) 12— 289(F)22— 87(F)23=-87(F)24=-87(F) 25=-87(F) 26— 87(F) 27=-87(F)28=-87(F)29=-40(F) 30=-40(F) 31=-40(F) 32=-40(F) 33=-40(F) 34=-40(F) Q WARNINO - Vorlly dotrlya pe..We,$ end READ NOTES ON THIS AND INCLUDED AVWK REFERANCE PACE A1I1,7472 rev. I41403MIS BEFORE USE Design vatkl got use only with MneW conneclors. thisdesign is Loosed only upon paaanelem shown. and Is (Oran hdMdual building component not a truss systotn. Beloto use, the t lding designer must verity the arNflcabilty of design pxranolefs and proporly Incorporate this design Into Ilw overall MJlding design, tlrocing Indlcoled is to prevent txtclding of individual truss web and/or chord members only AddllWr d tempotaryand permanent txoclrg MiTek' Is dways requlred to sK1b011y arKl to prevent eollgne with possible p etsonal tr*try and property damage For general guidance regaa9ng the tabtleatbn, stotoge. delivery, erection and bracing of teases cin l truss systems. soeANSI/MI Quality Criteria. DSS-e9 and BCSI Building Component 6904 Parke East Blvd. Safety Information avcllabte from truss Rate institute, 218 N. Leo Street. Sullo 317- Alexan dram VA 22314. Tempe. FL 33610 Job Truss Truss Type Qty ply T11363302 1111664 cJ1 Jack -Open 10 1 Job Reference (optional) Bueders Frs1 SOUfCe. • GfaVetana, FL. 34736 r.wv a npr tv cv ra —as mausmaa, — .nea aun .4 i 4 w..ao cv i ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-I M PcEViSIdUl6ztgSBaHgTDSSIHsL9PVCSw5z6MIL 1.4-0 100 1.4-0 100 to0 0 7 0 2x4 = Scale = 1:6.8 100 100 Plate Offsets (KY)-- 12.0-1.2 Edael LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.02 Vert(rL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=3/Mechanical, 2=147/0-8.0, 4=-5/Mechanical Max Harz 2=48(LC 10) Max Uplift3=-3(LC 10), 2_ 107(LC 6), 4=-5(LC 1) Max Grav3=7(LC 3), 2=147(LC 1), 4=16(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5 Opsf; h=15ft: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical felt and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 107 lb uplift at joint 2 and 5 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedfy doafyn Peremetore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. 186MO1S BEFORE USE. Design valid far use only with Ml lek® connectors. Itks deslgl Is based only upon parcaneters shown, and Is lot an IrdMdual building component. not a truss system Before use, the ending designer must verity the aWIcatAlly of design parameters arxd properly Ineopoiate this design Info the over,, building design Bracing Indicated Is to bucldlflg or individual truss web and/or chord members only. Additional lempaory and permanent tracing M!Tek' rrovent Is always recpdred (or stability and to prevent collapse with postsle pefsonc, Injury and property danage. For ganef, guidance regardirtg Ite fabrication, storage, delivery, erection cad bracing of tntses and Inca systant, awANSI/IPI I Cruallly Criteria. DS849 rind SCSI BuOding Component 6904 Parke East Blvd Salary lyd*mx Son a dlik"O aom truss Plate Insiltule. 218 N Lee Street. SUte 312. Adexardda, VA 22314. Tampa, FL 33610 Job tu66 Cuss ype N T11363303 1111664 CJ3 I Jack -Open 10 1 Job Reference (optional) Buddeh First Source. ' Grovelan0, FL 34736 a o4v a Apr iv zw o Mi t ek mausnres, im. Wed run iv i • yr Jr cv s r rage i ID:LO?myoOxgY3i47L2?Zog9gzrRwX-nAxNcyE7SmRU5vhAOszO7UCezVoXOJble9x?TXz6MIK I:-40 3-0.0 4-0 ' 3.0.0 Scale. 1:11.1 20 = 3-0-0 I 3-0 0 Plate Offsets (XY)-- f2.0-0-2 0.0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(rL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=57/Mechanical, 2=205/0.8-0, 4=27/Mechanical Max Horz 2=92(LC 10) Max Uplift3=-54(LC 10), 2=-105(LC 10) Max Grav3=57(LC 1), 2=205(LC 1). 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=S.Opsf, h=151t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed (or a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 105 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vodfy dodgn penuneten; and READ NOTES ON THIS AND WCLUDED MI EK REFERANCEPAGE M9.7473 rev. 10413MIS BEFORE USE Deslgn valkl tot use only with Mllok®connocbrs. ltls design Is based only upon parameters shown. and Is for an indlAdral txAding component. not a truss system. Below too. the bulldng designer mrs mustverilythear4fta!Aity of design ratanteteand propertyrp Incoorate thisdesign Into the ovorall Wrung design. eacling Wicated Is to lxwctdlng of IndNkkxd tnis web and/ot chord members only. Ada111bnal temporary aril Mtrnanent bracing M iTek' prevent Italways iecpdnod tot sktAlty and to prevent collapse with pole personal frtltdy artd property darnape. For general gtlakswe regarding the 6904 Parke East Blvd. fabricapkxL storage. clelivery, otecllon and gracing of Misses aril truss SWleins. seeANSI/IPI I Qwflty Criteria, DS8-89 and BCSI Building Component Tarnpa, FL 3360 Safely InformationovadlcdAefromtrussRateinstitute. 218 N. Lee Street. State 312. AlexatKJfla. VA 22314 rlJobunsHissyperyPly Tt13633tN 1111664 CJS Jack -Open 10 t Job Reference (optional) Budder$ Fusl Source. • Grovelana. FL. 34736 r.1Nu $ Apt 1v Lulo mi i ex alauslrres. inc. urea aun 14 14:uGit 2u1 i raga 1 I D:LQ?myoQxgY3i47LZ?Zog9gzrRwX-nAxNcyE7SmRU5vhAQszQ7UCdoVmjOJble9x?TXz6MIK 1.44 5-0-0 1.4.0 5.0-0 Scale = 1:15.3 2x4 = 5-0-0 r 5.0-0 Plate Offsets aY)-- 2:0-1-14,0-0-101 LOADING (pst) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.02 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(TL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight. 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=293/0.8.0, 4=45/Mechanical Max Horz2=138(LC 10) Max Uplift3=-97(LC 10), 2=-139(LC W) Max Grav3=100(LC 1), 2=293(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 139 lb uplift at joint 2. 6)'Seml-rigid pilchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. A WARNING • Verify dos/gn parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE M11.7473 rev. 1611MIS BEFORE USE Doslgn vdtd tot use only vAth Mllek®cotnoclors. M design Is based only upon rxxameters shown. and Is for an IndMtkal "ding component. not o truss system. Before Lae. the txdlding doslgnra must vedry the oprxlcatwlty of design rwtarneters arxl txorxnly Incorporate this design Into the overall building design Ikachg Indicoted Is to Ixovont buckling of IndMdud truss web and/or chord members ordy. Additional lemrxxory axl po no wni txoclrtg Welk' Is always regrLed tot stab9lty, and to rxevenl collapse YAM posstAe persoal"and property damage. for genod guldtnce teWirdittg the fatxIcatkxL storage, delivery, eteclkxt and txacing of Irtmes and bliss systems seeANSI/iPl1 Quality Cdtodo. OSB-69 and BCSI Wilding Component 6904 Paske East Blvd. Safety Information ovalic"o from trim plate trullhdo. 218 N. lee Street. Sidle 312. Alexandria. VA 22314. Tornpa. FL 33610 Job I fuss ypery1111664TnsT11363305 EJ6 k-Open 4I t Job Reference (optional) 9udders rtrsl source. - Utoveland. I-L.:Yptr6 6-.v s iw, i, cv w —i 1nuvaa.ea. 1.. .•ev 4 .a avi . W. . I D:LQ?myoOxg Y3i47L2?Zog9gzrRwX.nAxNcyE 7SmRU5vhAOszO7UCcX VImWbl e9x?TXz6Ml K 1.4.0 5-9-0 1.4-0 5.9-0 30 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Vdefl Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.30 Vert(LL) 0.03 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Ven(rL) 0.07 4-7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 rVa rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=327/0-8-0, 4 =5 1 /Mechanical Max Harz 2=155(LC 10) Max Uplift3=-113(LC 10). 2= 153(LC 10) Max Grav3=115(LC 1), 2=327(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=S.Opsl: h=15ft; Cat. II, Exp C; End, GCpi=0.18, MW FRS (envelope) gable end zone and C-C Intetior(1) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces r3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 113 lb uplift at joint 3 and 153 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels` Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design perrmetere and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mg-7473 rev. 1603MIS BEFORE USE. Design valid lot use only with Mllek®conneclors. MS design Is based only upon pmameters shown, and Is la an Individual building component. not a kuss system. Before use, the building doslgrlot must vodfy the aWlcobfilly of design parameters and properly Incorporate Ihb design Into the overall tracing design. Bracing Inclicaled Is to prevent budding of Individual trim web aril/or chord membets only. Additional lemporary and peffnanonl IxOClrg M!Tek' Is always required lot stablllly and to rxevenl collapse with pessUe petsorKM tr4tay and properly damage. fa general gttkJdnce regarding the fobkatkxL storage, dellvery, erection and tracing of busses and li ss systems, soeANSI/TPI I Quality Cdtwla, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safely Infonmatlon avalldtxe from truss Plate Instlluto. 218 N. LOG Strool, Sullo 312. Alexandda . VA 22314. Tempo, FL 33610 Job fuss Truss Type oty ply Ttt383306 1111664 EJ7 Jack -Open 20 t Job Reference (optional) Builders Find 5ouree, • Utoveland. FL. 34135 t."V a W, r v z o MI ea mausuws. i— e , i i.v evil r.w. i I D:LO?myoOxgY3i47LZ?Zog9gzrRwX-FNU Iql FID4ZL13GM_ZVf ftlkmv321mgSsphZ?zz6MIJ 1 4-0 7-0-0 t 1 4.0 I 7.0-0 Scale = 1:19.3 30 = 7.0-0 r 7.0-0 Plate Offsets (X,Y)-- 2:0-1-14 0-0-21 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.36 Vert(rL) -0.15 4-7 >539 180 BCLL 0.0 ' Rep Stress Incr YES W 8 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Qbtsize) 3=141/Mechanical, 2=384/0.8.0, 4=60/Mechanical Max Horz2=176(LC 10) Max Uplift3=- 1 23(LC 10), 2— 177(LC 10) Max Grav3=141(LC 1), 2=384(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; VUIt=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=5 Opsf; h=1 Sit; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcuffent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 177 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. to WARNING - Vadly de0f in paraawten and READ NOTES ON THIS AND INCLUDEO NrTEK REFERANCE PAGE I1,11167479 ray. 18W,2015 BEFORE USE. Design valld for use only w11h Mllek® connectors. this design is based only upon parameters shown. and Is for an Individual bidding component, nor a truss system Before use. lho b !ding designer roust verify lho oq Icatlslty of design patamril eforsarxopoilylncorrorale this design Into the overall building design. Bracing Indicated h to rxevent buckling of Individual Ituss web and/or chord members only. Additional lemretary and permanent txocing Welk' Is always tecltlted tot stability arid to rxevenl cotktme wllh possible retsorxJ"and Ixoreny damage. For general gukkme regarding the fabllcallon, storage. delivery, eteclran and bracing of tnrsses and lnrss systems seoANSI/TPI I Quality Criteria, D$0.69 and BCSI Building Component 6904 Parka East Blvd. safety Information avallable train trim Hale institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tanga. FL 33610 Job TrussI. was I ype ty Ply T1t363307 11116W HS Hrp Girder 1 2 Job Reference (optional) au4aere rrrst source, • uroverona. rL. cvrrso .,r., I aw.0 ,,,.,,,,,,--. , - •••., - •- ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-1Z27I eGN_NhCLDrYYHOuCvlgglKBU21b5T06XOz6Ml I 1.4-0 3.2.8 5-9-0 10-" 143-0 16.9.10 20-0-0 3.2 6 2.6 10 4.3-0 4.3.0 2.6.10 ' 3.2.6 Scale = 1 37.3 5x6 = 2x4 11 6x12 MT20HS = 1 5xe STP= 4x10 MT20HS = 4x12 11 ex10 = 4x12 11 1.5xe STP= Sire = 402 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) 0.31 8-9 >775 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.68 Ven(TL) -0.55 8-9 >437 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W S 0.72 Horz(TL) 0.11 6 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 205 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc puffins. 3-5: 2x4 SP No. 1, 5.6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6.9 oc bracing. SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=6141/0.8-0, 2=4335/0-8.0 Max Harz 2=82(LC 27) Max Uplill6=-2650(LC 9), 2_ 1973(LC 8) FORCES. fib) - Max. Comp./Max. Ten - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-11015/4947, 3.15=-13185/5903, 15.16=-13185/5903, 4-16=-13185/5903, 4-17=-13185/5903, 17- 18=-13185/5903, 5.18=-13185/5903, 5.6=-12450/5408 BOT CHORD 2.10=-4533/ 10112, 9-10=-4533/10112, 9-19=-4475/9979, 19-20=-4475/9979, 8-20=-4475/9979, 8.21=-4839/11276, 21. 22=-4839/11276, 7-22=-4839/11276, 7-23=-4918/11481, 23-24=-4918/11481, 6-24=-491B/11481 WEBS 3.9=-928/2154, 3. 8=-1629/3766, 4.8=-328/351, 5-8=-1160/2291, 5- 7=-1293/3326 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 `xX) nails as follows: Top chords connected as follows: 20 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0.5-0 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; TCOL=4.2psf; BCDL=5.Opsf: h=15(t; Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (envelope) automatic zone: cantilever left and right exposed; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2650 lb uplift at joint 6 and 1973 lb uplift at joint 2. 10) 'Semi -rigid pilchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Continued on Daae 2 Q WARNING. Verily doedyn pa meters and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE 11111.7479 rev. 14143MIS BEFORE USE - Design valid for use orgy wllh Mllek®conneclots. M design S based only upon patamol rs shown. and Is fa an Individual LxrOd ng component. not a truss system Before use. the building designer roust verify the applicability of design paxamelets and piop edy Incorporate this design Into the overall building design. Bracing Indicated Is to Ixevent bucakhg of IndNldud tu= web and/or chord members only. Additonal tempoiaay and permanent bracing WOW Is always recm4ed lot stability and to prevent collapse vAh possible personal Infury and rxoperly damage. For general gukknce regarding to fabrication, storage, dellvety erection and bracing of fnr=eS and Inns systems seeANSI/IPI I Quality CrIlw1a, OSS- 89 and SCSI Building Component 6904 Parke East Blvd Salety Information available from truss Plate Institute. 218 N. Lee Stuiol. Salle 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss type oty Ply T11363307 1111664 HS Hip Girder f 2 Job Reference (optional) Bulldere Flrsl SOUM6. - Urovelend, FL. 34736 1 "U a Apt ry av10 net eF inanseles, Inc. -.It aun 11 - yr aril cv I i CaV. c ID:LO?myoOxgY3147LZ?ZogggzrRwX-IZ271 eGN_NhCLDrYYHOuCvlgglKBU2tb5T06XOz6Mll NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 61 lb down and 112 lb up at 6-10-15, 61 lb down and 112 Ib up at 8-10-15. and 61 lb down and 111 lb up at 10.10-15. and 61 lb down and 112 lb up at 12-10-15 on top chord, and 205 Ib down and 1101b up at 5-9.0, 461b down at 6-10-15, 1919 Ib down and 935 lb up at 7-1-8, 46 lb down at 8-10-15, 1036lb down and 475 lb up at 9-0-12, 46 lb down at 10-10-15, 1037 lb down and 441 lb up at 11.0-12, 46 lb down at 12-10.15. 1036 lb down and 427 lb up at 13-0-12, 205 lb down and 110 lb up at 14-3-0. 1034 lb down and 440 lb up at 15-0.12, and 1033 lb down and 437 lb up at 17.0.12, and 1053 lb down and 443 lb up at 19-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert, 1.3= 54, 3-5=-54, 5-6=-54, 2-6— 20 Concentrated Loads (lb) Vert: 9=-205(B) 7=-205(B) 12=-1053(F) 15=-61(8) 16=-61(B)17=-61(B) 18=-61(B) 19=-1950(F=-1919, B=-31) 20=-1067(F_ 1036, B=-31) 21=-1067(F=-1037, B=-31) 22=-1066(F=-1036, B=-31) 23=-1034(F)24=-1033(F) WARNING - Vady dae/yn panunaters end READ NOTES ON THIS AND INCLUDED AMTEK REFERANCE PAGE Ar47479 rev. 1402MIS BEFORE USE Design valid la use only vAlh Klek® connectors. lhh design Is based only upon parameters shown. and Is for an Individual txdding component. not a truss system. Before use. the building designer mull verity the applkab lity of design paanoters and propedy Incorpotato this; design Into the overall txAcling design. Bracing Irndlcated Is to buckling of IndNklual Mm web and/or chord members only. Additional lemporary and permanenl bracing MiTek' prevent Is atways requked nor stability and to gxovent collapse with posslNe personal tlVlay and properly damage. For geenotal guidance regarding the 6904 Parke East Blvd. tatricalkrL storage, delivery. election and bracing of tnnses and truss systems, seeANSI/IPl I Quality Criteria, OSS-59 and SCSI Building Component Tanga FL 33610SafetyInformationavcllablofromCussRateinstitute. 216 N. too Slreol. Suite 312. Alexandria. VA 22314. cuss oty ply t1363308T 111 t684 HJ6 lTrussTyprfOiagonalHip Girder Y 1 Job Reference(optional) Burldefs Fij f source. - Greveland. hL 34736 ryn ,• cv,o ,.,, o^ ^..",,, e,• •.. v I ID:LO?myoOxgY3r47L2?2og9gzrRwX-BleVEzH?Ihp3yMOk6 X717g70rkiDeFIK7Af3sz6MIH t-10.10 4.3.15 8.0.13 1.10.10 4.3.15 3-8.14 3x4 = LOADING (psi) SPACING 2-0-0 CSI. DEFL. in loc) Well L/d PLATES TCLL 2¢.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) 0.02 6.7 999 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.05 6-7 999 180 BCLL 0 ' Rep Stresslncr NO WB 0.13 Horz(TL) 0.01. 5 n/a n/a BCOL 1 :0 Code FBC2014/TPI2007 Matrix-M) Weight: 34lb LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 12x4 SP N0.3 lb/size) 4=138/Mechanical, 2=334/0.10-15, 5=233/Mechanical Max Horz2=168(LC 4) Max Uplift4=-136(LC 13), 2= 266(LC 4), 5=-81(LC 8) Max Grav4=138(LC 1), 2=407(LC 19), 5=240(LC 3) FORCES. (lb -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.11=-530/215, 3.11=-522/222 BOT CHORD 2-13=-300/485, 7.13=-300/485, 7.14=-300/485, 6.14=-300/485 WEBS 3-6=-523/324 Scale = 1:18.9 GRIP 244/190 FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10: VUlt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.Opsf, h=15f1; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (e velope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as 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 1 e bottom chord and any other members. 4) Refer to gir r(s) for truss to truss connections. 5) Provide me ant at connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 4, 266 lb uplift at joint 2 and 81 Ib up ift al joint 5. 6) "Semi -rigid 411chbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) o other connection devices) shall be provided sufficient to support concentrated load(s) 87 lb down and 57 lb up at 1.4.15, 87 lb down a d 57 lb up at 1-4-15, 26 lb down and 53 lb up at 4.2.15, 26 lb down and 53 lb up at 4-2-15, and 44 lb down and 104 lb up at 7.0-14, a d 44 lb down and 104 lb up at 7-0-14 on top chord, and 18 lb down and 9 lb up at 1-4-15. 18 lb down and 9 lb up at 1.4-15. 9 lb lown and 0 lb up at 4.2.15, 9 lb down and 0 lb up at 4.2-15. and 28 lb down at 7.0.14, and 28 lb down at 7-0-14 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Ive (balanced): Lumber Increase=l 25. Plate Increase=1.25 Uniform Loads (pit) Vert:-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 7— 9(F=-5, B=-5) 11=113(F=57, B=57) 12=-72(F=-36, 8=-36) 14=-42(F=-21, B= 21) Q WARNING - 104rlty dedgn paremetem end READ NOTES ON THIS AND INCLUDED 61REK REFERANCE PAGE MP-7473 mv. I693P201S BEFORE USE Design vall d for use only vAth Mllek9 conneclors. Inls design B bawd of dy upon parameters shown, and a for an fldivkAxd building component. not a truss systorn Before use. the building designer must vadfy the oprxk;abelty of design Ixxameters and proporly Incorporate lints design kilo the overall building design. Brachg Indicatod Is to prevent buckling of Individual truss wob and/or chord members only. Additional temporal and permanent bachg Welk' Is always tw."red for WtAlly and to Ixevenl collapse with possible personal injury arid proporly ddanage. for general gtl0cme regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. seoANSI/rPl I Quality Criteria, DS6-S9 and SCSI Building Component 6904 Parks East Blvd. Safety Information avolic"a from Russ Plulo InsBtule. 218 N. Loe Street. Suite 312. /4exanddddL VA 22314. Terripa, FL 33610 Job Truss Trihss I ype ry Tt1363309 1111664 NJ7 Diagonal Hp Gudet 3 1 Job Reference(optional) BUddet'e Ftrat source. • Utavaana, hL. ;Y1136 r wv s'W. i v cv iu mn— n,wa,noa. 1—. ..ev w„ ,......, ..... ...ev . ID:LO?myoOxgY3r47L2?tog9gzrRwX-yAtSJIdW?xwaW?Xfi2MHKNHg63y3RuZrnOcIz6MIG I 1.10.10 6-2.9 9.10.1 1.10.10 5-2.9 4.7.8 Scale - 1:22.7 N 3x4 = — i l ' 5-2-9 _ 9.10.1 5.2.9 4-7-8 LOADING sf) SPACING- 2-0.0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.03 6-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.09 6-7 >999 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(fL) 0.01 5 rVa n/a BCOL 0.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHOR 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.5-1 oc bracing. WEBS 2x4 SP No.3 REACTION (Ib/size) 4=118/Mechanical, 2=405/0-10-15, 5=277/Mechanical Max Harz 2=19O(LC 4) Max Uplift4=-94(LC 4), 2=-300(LC 4). 5=•114(LC 8) Max Grav4=118(LC 1), 2=476(LC 19), 5=277(LC 1) FORCES. (I ) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHOR 2-11 =-696/293,11-12=-715/296, 3.12— 663/302 BOT CHORD 2-15=•391/663, 15.16=-391/663, 7-16=-391/663, 7-17=-391/663, 6.17=-391/663 WEBS I 3-7=0/252, 3-6=-706/417 NOTES- 1) Wind: ASOIE 7.10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5 Opsl; h=15fh Cat. 11; Exp C: Encl.. GCpi=0.18; MW FRS (e velope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip ooL=1.s0 2) This truss s 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 he bottom chord and any other members. 4) Refer to gin er(s) for truss to truss connections. 5) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 300 lb uplift at joint 2 and 114 lb plift at joint 5. 6) "Seml-rigid Itchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 57 lb Lip at 1-4-15, 87lb down nd 57 lb up at 1-4-15, 26 lb down and 53 lb up at 4.2-15, 26 lb down and 53lb up at 4.2.15, and 44 lb down and 102 lb up at 7.0-14, a d 44 lb down and 102 lb up at 7-0-14 on lop chord, and 18lb down and 9lb up at 1-4-15, 18 lb down and 9 lb up at 1-4-15, 9 lb own and 0 lb up at 4.2.15, 9 lb down and 0 lb up at 4.2.15, and 24 lb down at 7-0-14, and 24 lb down at 7.0.14 on bottom char . The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (Pit) Vert: 1 41=-54, s-6=-20 Concentrate Loads (Ib) Vert: 11=113(F=57, B=57) 13= 46(F=-23, B=-23) 16=-9(F=-5, B=-5) 17=-33(F=-16, B=-16) Q WARNING • V ry dedgn pernmofem end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE UN-7473 rev. 1603MIS BEFORE USE Design valid lot only Win MlieM connectors. this design is based only upon Ixvamolers shown. and Is loran Individual budding component. not a truss system. lore use. to building designer roust vedty Ito ap llcabllly of design parameters and Ixopedy Incogxxate this design Into the overall tx9aing design. I klcing Indicated a to prevent bucklktg of Individual truss web an d/a chord members only. Additional tomlorary and permanent txoctng MOW Is always reaplr fax Sum9ny and to prevent Collapse vvllh possible personal Injury and propedy danage. For general guidance regarding the 6904 Parke East Blvdfatbricatbnslot . delivery, erection and bta c:W of tntsses and muss systems, seeANSI/TPI I Quality Criteria, OSS-89 and &CSI &ubding Component Tampa. FL 33610SafetyInformationavailablefromtrussRateInslilulo. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Job russ Truss type oty ply T1t363310 1111664 1011 Monapdch 4 1 Job Reference (optional) BuddehFimt Source.- Groveland. FL. 34736 r o+u a Apr ry 20r6 Mi-k mausuiaa, inc. W.4 run w i4 vi.+i cv;. r we I 10: LQ? myoOxgY3i47LZ?Zog9gzrRwX-fyAtSJld W?xwaW ?xfQM HKNKt68Uy7auZnvOc1 z6MIG 1.4. 0 4.4.11 1.4- 0 4.4.11 LOADING (psi) SPACING- 2.0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.25 TC 0.15 TCDL 7. 0 Lumber DOL 1.25 BC 0.12 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 BCDL 10. 0 Code FBC2014lrP12007 Matnx-M) 2x4 11 2x4 II 4.4. 11 4.4 11 Scale = 1: 11.1 DEFL. in ( loc) Well Ud PLATES GRIP Ven(LL) - 0.01 4-7 >999 240 MT20 244/190 Ven(rl-) - 0.02 4-7 >999 180 Horz(TL) 0.00 2 We rVa Weight: 17lb FT=O% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/ slze) 4=127/Mechanical, 2=259/0-3-8 Max Harz 2=71(LC 9) Max Uplift4=- 64(LC 10). 2=-177(LC 6) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II, Exp C; Encl., GCpi=0.18; MW FRS ( envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 177lb uplift at joint 2. 6)' Seml- rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. Vedfy dodgn panrrnafers and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11167479 rev. M02,2015 BEFORE USE. Deslgn valid for use only vAth Mllek®connectas. 1hh deslgn Is baked only upon paanelers sflown. and Is for an individual bolding component. not o truss systom. Bofoto use. tho Milidktg deslgnei musl vodfy the arAxlcalNlty of design Mainoters and Ixolorly Incalotate it* design Into the overall txmdng design. Broceg Inckated Is to rxevent buckling of IndWucd truss wob and/or chord members only. Additional terni"M and pormafnent Macing MOW Is aMrays requited for sic Ully and to p tovent collapse with posWe personal Irjtay cnvJ poperly damage. Fa general guidance regrading fie faixk:alkxL storage, delivery, erecllon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria. OSS-69 and SCSI Bullding Corltpenent 6904 Parke East Blvd. Safety Information available horn huss Plate Ins11Me. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A 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/ Id, For 4 x 2 orientation, locate plates 0-'n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. D913-89: 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) 15-1 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved m 0 MiTek 0 MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Thus bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design boding shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear fighty against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shoo not exceed 19% at time of fobricoflon. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a nonstructural consideraflon and is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shag be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllrs provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less. if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmentoL health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. C cl' I7r2l IT 0" Builde FirstSou 1. Client to review overall placement plan including dimensions, root and ceiling conditions, top chord sae• overhang I cantilever lengths,heel heights, bearing Q non -bearing wall locations and heights. 2. Clent to review entry and I or other conditions that require centering of peaks• overhangs or cantilevers to ensure proper was design. 3. Client to review AMU conditions such as. hung from ceding• recessed into ceiling or attic mounted. it is the client's responsibility to inform was plant of locations, size, and weights. 4. Client to review special conditions• such as beam bads, dropped soffit bads and skyfits locations to ensure proper truss design I placement. S. Ceiling drops and valleys not shown are to be field framed by client. 6. Hip and comer jacks not at are to be cot In the field by others. 7.Overhangs are 2x4 or 2x6, no blocking is applied. 6. Overhangs are considered wild, cut to fit in field. 9. Temporary or permanent bracing is not included in truss package. 10. Erect mosses per SCSL81 Summary Sheet. Prior to erecting mosses refer to sealed truss enginering sheets for additional important into. 11. It is the client's responshDhkty to coondinate delivery dates with truss planuisales. Truss delivery will be on the agreed upon date. 12 Client to Provide a marked baton for delivery Location must be aaesable, level and dear of materials and debris. In lieu of this, mosses will be delivered in the best available location at our drivels discretion. No charges will be accepted of above cnteria is not Mel. 13. All truss repairs must be coordinated with truss plant. Do Not Cut Any Trusses before contacting truss plant with specific$ of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved in writing by truss plant management. 15. Note: One approved layout must be returned to truss plant before fabrication I scheduling 16 — Upon signing you agree that you have reviewed this placement plan in its entuity. Approved By: Approval Date: Requested Delivery Date: Root Loading: 20 00 TOLL. 7.0 TCDL, 0.0 BCLJ, 10.00 BCD4 DOL 115 Raor Loading: 40.00 TM 10.00 TCDL, 0.0 BCLL, SA BCDL. DOL 1.00 w T.0 Pitch • 5112 Wind Code MWFRS I ASCE 7.10 8 C. Pitch - Flat Design Method FBCd014 I TP42007 T.C. Size Varies Wind Speed 140 mph I Exp C Heel Hill Vedes Mean Hilt 1V Min. Bearing Vanes Building Cal 11 Cantilever • NIA Importance Factor • 1.00 Overhang 1' 4' Enclosure Partially Enclosed O.H. Cut Plumb Enclosure Lanai Partially Endosed Spacing 24' O C. Enclosure Entry Partly Enclosed HUS26 n Typ. Single Ply Roof Truss HHUS46 , Typ}. p{ Floor Truss HOUS26J F HHUS46 ( TMHAC4422 Y{ SUR46 Hanosn are Manua and by Sbnhnon Strona Tie uden nobd otlnrhdee See Legend in Layout Truss Layout Clwnr Starlight Project Wyndham Preserve Model 1952 Luminary T LH Lot/ Subdivision I Street Address. Lot 185/ Wyndham Preserve Location. Sanford, FI. IDate 0611412016 Plan Date: 0610612017 I Draawn 8y PatrickChurch I gUILO,yCRECORDCOPY SANfiORD City of Sanford Building and Fire Prevention 8 Product Approval Specification Form 97-2476 Permit # Project Location Ad As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.orcl. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp: Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hard i Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed Corp Roofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments Tamko Asphalt saturated Organic Felt FL12328-R7 Roofinq Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents 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 En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strengffi 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 Boise Cascade Engineered Wood Products ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEMe, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM° uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM°, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM° often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI° Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? 0 Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI° Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. 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 BOARD° OSB, BC RIM BOARD° and VERSA -RIM° (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. Product Profiles, BCI° Architectural Specifications ......... 3 VERSA -LAM* Products, Specifications, Allowable Holes..... 26 j About Floor Performance, BCI° Residential Floor Span Tables, VERSA -LAM° Details, Multiple Member Connectors ........ 27 One Hour Floors Ceding Assembly ........................ 4 VERSA -LAM' Floor Load Tables 100%Load Duraton 28 BCI° Floor Framing Details .......................... 5-6 i BOO Joist Hole Location 6 Sizing, Large Rectangular Holes... 7 Snow Roof Load Tables (115% Load Duration) ..... 29VERSA -LAM o BCIO Cantilever Details, Web Stiffener Requirements ..... 8-9 VERSA -LAM° Non -Snow Roof Load Tables (125% Load Duraton). 30 i c ;BCI° Floor Load Tables ........................... o 10 - 12 VERSA -LAM* Closest Allowable Nail Spacing ............. 31 VERSA -LAM° Design Values 31BCI° Roof Framing Details BCI° Roof Span Tables ........................... BCI° Roof Load Tables ........................... 13 - 14 15 - 18 19 - 23 VERSA -LAM° 1.8 2750 Columns, VERSA -STUD* 1.7 2650 .. 32 Computer Software: BC FRAMER°, BC CALC° ............ 33 BCI° Design Properties, BCI°Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rmmboard Products/Properties ............ 25 Lifetime Guarantee .............. ............ Back Cover Bm>o CGSL3de VIP - Eastem SpeciOe• Gaide - 09,0412015 aste r_n_P_r_od uct_P_r_of_fles KjLJOIStS VERSA-LAMO VERSA -LAIN® VERSA -LAM® BCIO 4500s 1.8 BCI.5000s 1.8 BCIm 6000s 1.8 BCI® 6500s 1.8 BCIm 60s 2.0 BCI.90s 2.0 1.72650 1.82750 2.03100 1'/:'IL T 1'/i'I — 1YrI 'T 1'/." 1Y:' T 1'/."I T 9'/i' 9'%11 9'/2' 11 % 11 %:' !i l'Il W" 1 11%" 9'/i' .. 11W 11Y:' .. 14" '/' 14" t• 3'/i' !';r:! 3'/i' I t0 N. 14., ./.. 11%:' /. 14" /. 14" 16" 16" to 16" j lti: to 7%:' ;tip 24.. 1 1 1 1 1 1--- --1 1-- !1 N—N 12" 25he' 29/te' 25he' 3'/i' 1'/i' 1M." 3'/2" 3'/i' to 5W 1'/i', NV. Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability 3Y2', 5%." BCI' and VERSA -LAM' products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports J_ o.ist_Ar_chite.ctur_al_S.pe.cificati•o.n Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural 1 Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI• Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI® Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI° Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EVIP • Eastern Specifier Guide • 08/04/2015 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 subfloor, 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. Joist De h act* Joist Series THREE STAR * * * FOUR STAR * + * + CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9Yi and 11 Y: deep joists without a direct -attached ceiling. Live Load deflection limited to LI960+: 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 U360 criteria are structurally sound to carry the specified loads: however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" O.C. 16" O.C. 19.2" o.c. 24" O.C. 32" O.C. 12" O.C. IF 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" ' 16-6" ` 14'-8" 13'-r' 1 11'-9" iv-6- 11'-6- 10'-0" la -a- 9'-7" 18'4" 16'-8" 15'-3" 13%7" 11'-9' 5000s 1.8 IF-T Wa- 15-2" 14'-1" ' iz-v 11'-6" iv_w is ia-w g-11" iv-4" 1r-T iv-4- 14'-7" IZ-5" 9 Y:" 6000s 1 8 18'-2" 16-C' 1 IV-W 14'-0" 17-4- 11'-0" 11'-0i" 1o'-0" I 1o'-0" 117-0" 20'-2" 16-T ir-s' Is!-9" 13'-8" 6500s 1.8 19'-0" 1r-1" I iv-1- ! 15!-0" 13'-0" iv-w 11'-6" 1o'-4' 104-17" 10r-0" 217-0" ie-11" 1r-ur 16-7- 14'-3" 450051.8 20'-0" I 18'-4" 1T-W IT-S" I 13'-4" IS-4-( 14'.3" IX-5" 12-4- 11-4" 21'-10" 18'-11" IT-3" 15'-5" 1T-4" 5000s 1.8 2U-9' 19-0" 1r-11" ( 16'-7" j Ix-4- IS'-0" i47T 13'-11" 12'-11- 11'r9 23'-0" 2a-4" 18'-0" ie-r' Ix-4- 6000s 1.8 21'-r' 1g-0" I&-r' 17'-4" 14'-1lY' 16-T 15-4- 14'-5" IY-5" 12--1- 23'-10" 21'-10" 217-0" 17'-11" 14'-10" 11Y" 6500s 1.8 2T-2" 2a-3" I 1g-2" i 1r-1o" 14'-10" 16-T I 16-10" 14'-11" 13'-to" Iz-r 24'-0" 22'-5" 21--1- 16-10" 14'-10" 60s 2.0 2Y-7" 121--T 20'-4" IV-11" ( 19-4" 18'-0" W-9" IVT 14'-6" IT-3" 26-1" 2Y-10" 2Y-0" 21'-0" 16'-4" 90s 2.0 26-7" 24'-T' 22'-I(r i 21'-1" tg-4" 1g ie-7' Ir-w iv-v- 14'-la' 29-5" 26-10" 25-3" 2X-T 19-4- 4500s 1.8 22''.W' 2o'-r' Ia'-T. 16,9- 13'-11" 17'-0" 6'3 15•4• 14'.X' 1X-0" 2X-10" 20-7" 18-9" 16•9. 13'-11" S000s 1. 8 2Y-r' 21'-" 2a-2" 18'-0" 13'-11" 15-11" iv-9 13'-0" 264" 22-1" 20'-2" 16-a* 1 IV- 11 6000s1.8 24'-6" 27-521'-2" 19-T IT-5" 16-6" 15'-4" IS-11" 2r-l" 2T-11" 21'-la' tg-0 1T-5' 14"6500s1.a 2S- 2" 2Y--T 21'-W 2a-2" 16-5- 16-11" 16-4- 14'-X 2r-.T 26-2- 27-11" 2d-0 IS-5" 60s2.0 26- 9" 24'-5' 23'-0" 21'-.6" 16-4- 2a-11 19-T 1r-11" 16-7" 15-1" 2g-7 2r-0" 26-6" 21'-10" 16-4" 90s2.0 W- l" 2r-5" 26-1(r 24'--a' IT-4- 21-6 21'-4" 27-0- 16-T 16-4- 3Y-Y' S-4" 2a-7" 26-0 1g-0" 4500s 1.8 25-Y' 22%0" 20'-1" 17'-11" 14'-l" 1g-ir Iw-0" it-0" 1T.10" 14'-1" 25'-5" 27-0" 20,4' 1r-11" 14%1" 6000s1.8 2r- a, ' m-r 123'-4" I 21r-10" ' ISW 21'-2" 19-4" 18'-2" 16'-11" 16-41" 27-6" 26-W 2Y-4- 217-10" 1S-.T 16" 6500s 1. 8 2r-9" 26-4" j 23'-11" ' 21--1- ' 15'-9" 21'-9" 17-.T 16-W 1r-0" 15'-0" W-W 26'-11" 24'-W 21'-1* 151-9' 60s 2.0 291-r 2r-W 26-6" 2v-ur iv-4- 2Y-2" 21'-l- 19-10- 1C-5" 16-4- 37-6" 29-10" 27'-4" 21'-1(r iv-4- 90s 2 0 33'-4" 3a-4- ! 26-7" 26'-2" IT-7- 26-0" 2T-r2Y-2" 2a-6- 18'-7" 36'-10" I 33'-r' 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 23/3 ' minimum plywood/OSS rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing -'/e' plyvwod/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC• sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCe sizing software. Shaded values do not satisfy the requirements or the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet) One-Ho-u, r_-F-ire^Resistive_Assemb.ly ICC ESR 1336 1 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23h2" 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 Y:" 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 3Y:" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum %" sheathing STC=61 IIC=50 and 9%" glass fiber insulation to fire assembly: Boise Cascade _bYP • Eas:eni Specdie• rwide - 09 u4.'015 C....,... Floor_Framn-g------- i .: --v-: ;-Z ,: _.::.. rf F .,r'.= "-- F!J NOTE 4040 When installing Boise Cascade EWP The illustration below is showing several suggested BCI• blocking or 2x4 'squash" block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. A the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI' JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCI• floor systems. tr 00 BCI• rim joist. . See page 6. BOISE CASCADE' Rimboard. See pages 6 and 25. For load bearing cantilever details, see page 9. BCI° Joists, VERSA -LAM" and ALLJOISr must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM°, ALLJOISr. 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 SCIt Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI'0 RIM JOISTS, RIM BOARDS, BCI'0 BLOCKING PANELS, X-BRACING AND TEMPORARY IX4 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 '/2 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. VERSA -LAM* header or an BCI• header. i'A" knockout holes at approximately 12" o.c. are pre -punched. J' See page 7 for allowable hole sizes and location. VERSA -LAM* LVL beam. Endwall blocking as required per governing building code. BCI• Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM". ALLJOIST", and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI,° joists in the flat direction. VERSA-LAMO is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastern Sp,-.i ier Guioe • ?8-9412015 Floor Framing Details. Additional floor framing details available with BC FRAMER® software END BEARING DETAILS BCI• joist rim joist blocking. Olmenslon lumber PIsnotsuitablefor Nail Boise use as nmboar0 Cascade with BCI• Joists. RimDa rd to BCI• Joists with Oimension lumber is not Blocking may be required 8d nail Into suitable for use as rim perpendicular to wall, each flange. board with BCI• joists. co suit design professional Use of BCI• rimjoist re wires 2x6 of record and/or local building official. wall for minimum oist bearing G 0 R mboard Top flange or face Pb ne 8d nail Mount Joist Hanger ach sideat yearing Solid block Note: BCI• floor is all posts joist must be I I from above designed to carry t 1W minimum bearing to bearing wallebovewhen 1 I lenfth (is/: required for below. not stacked over 18 end deeper joists) wall below. VERSA4 AM• To limit splitting flange, start nails at least 14Y 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. INTERMEDIATE BEARING DETAILS BCI• Joist Slope Cut Reinforcement Detail herd,,. rxt— —di-e! Mewab!e 1 . For load bearing wall above stacked over wall below). A Blocking may be required at Intermediate hearings tot floor diaphragm per IRC in high seismic areas. consult local building official. Load bear g Double Squash Block Vertical Load P& t] shear/ reacuon value to c'ut end of 8Ci* Joist BCI• Joist shall not be used as a collar or rafter tension tie. 2 c 6 min. rafter. Rafter shall be supported by cadge beam or other upper bearing support Al1111111, 6 12 } Js Sire Jalsl apadngllnl t2 t6 19.2 24 2d 4463 3347 2789 2231 2s6 7013 5259 4383 3506 sw wall above M'minmac(stacked over 1. Squash blocks are to be In full contactCIwall below) with upper floor and lower wall plate. Hael depth BCI• Jolst 2. Capacities shown are for a doubleblocking. squashblocksateachjoist,SPFor better, belowf t 2x blocking required at bearing (not shown for da0A j Backer block Double BCI• Joist "/a' min. plywood/OSB rated sheathing as reinforcement minimum 12' Connection Sheathing or Install reinforcement with face grain horizontal Instal on wide). Nall with rtmb0ard both sides of the joist. tight to bottom flange. Leave Joist . 0 Joistnails Filler Block closure minimum y: gap between reinforcement and bottom of Hanger • ( see chart below) top flange. Apply construction adhesive to contact it BCI• Joist surfaces and fasten with 3 rows of min.10d box nails at blocking 6' o c. Alternate nading from each side and dlnch. required for Fillerblock. Nail with to- 10dnails. Badtablodttequiredwheretopflange Joist hanger load exceeds 2501bs. Install UgMtotoo flange Web• Flller it Nailing 12" • on - center Connection valid for all applications. Contact Boise Cascade EWP Engineering for specific conditions cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs End Wall Beaan HeeRoo Depth Roof Pdeh t2 7/12 8112 9/12 10/12 12112 2 x 4 Minimum 4s/. 4'/,. 4% 4% 4% 4% 2 x 6 134- 3'/r: 2°/r: 2,/, 2•Ar: 2Y. LATERAL SUPPORT • Sheathin to BCI• oist: WEB STIFFENER REQUIREMENTS BCI• Joists shall be laterally supported at the ends with hangers, rimboard, BCI• rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at Intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCI° JOISTS Minimum end bearing: 1%" for all BCI•Jolsts. 3%* is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC 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• 4501is/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/90s rim joist Toe -nail top flange to rim lolst with 2-10d box nails ,t one each side of flange. BC • rim joist, rim board or CCI• blocking panel to support: Min. 8d nails@ 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI ioisttosupport: 2- d nails, one on each side of the web, Placed 1% InchesminimumfromtheendoftheBCIJoisttolimit splitting. Prescriptive residential floor sheathing nailing requires 8d common nails 0 6" o.c. on edges and @ 12 o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on ge 24 for floor diapphragm nailing specified at closer spacing than IRC. Maximum bracing spacing for full lateral stability. 18" for 8CI.4500s & 5000s, 24" for larger BCI• joistsedes. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch Into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 450ps rfi" or is qi Two " w9od panels or 1.> 3 wood panels 2 z 5000S 34" Of %" Two'Y: w9od panels or 1. 8 wood anels 2 x 6000s 1%, Or two yy, 2 x +'/,a" or 1. 8 wood panes' 55' wood anel 6500s 1%*ortwo%" 2x_+%'or 1. 8 wood panels Y: wood panel 60s 2.0 1%" oft 44" a'x woodanelswood,.aneori 90s2. 0 2x-lumber Double 2x-lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus Y: to avoid a forced fit. See Web Stiffener Requirements on page 9. PROTECT BCIT JOISTS FROM THE WEATHER BCI' Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored oil of the ground on stickers. BCI° RIM JOISTS AND BLOCKING Vertical aIf Capacity Plf) Depth inj Series No W.S.tu W.S.m 9%* 45005 1.8. 5000s 1.8, 6000s 1.8 6500s 1.8 2300 N/A 11%, 4500s 1.8, 5000s 1.8, 6000s 1.8 6500s 1.8 2150 N/A 60s 2.0. 9Os 2.0 2500 N/A 14" 4500s 1.8, 5000s 1.8, 6000s 1.8 6500s 1.8 2000 N/A 60s 2.0, 90s 2.0 2400 N/A 16" 4500s 1.8, 6000s 1.8. 6500s 1.8 1900 2500 60s 2.0, 90s 2.0 1 2300 1 2700 it) NO web surteners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/ A: Not applicable Ber. e Cascade :'.%' • • I e'u S rake Garde • 09,0a1:015 BCI® Joist _Hole_ Location &__Sizing_ _ 1 u- ,r.r..;.• si.....:.•.:-=:xr.r:+a.: -.:..-.-::-a-.r•.=-:<-fi.n'r..=?:.--;,-:-.•;-<f-;.•<r:-'= ';.+s•..t...:.,-.:..,r _ .-......-., .r-::.,i;-,:-_•:..:fiss s BCI® Joists are manufactured with V/2' round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension p of largest hole (knockouts exempt) 00 NOT see table below) (see table below) cut of notch r range 6 ¢T. o 0 0 o No holes (except knockouts) allowed In beating zones A 1%'round hole may be Cult anywhere In the web. Do not cut holes Provide at least 3' of larger than 1%1 clearance from other holes. round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 11/2" a 111 Round Hole Diameter (in] 2 3 4 5 6 6%a 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7 linl 8 1'-0" 1'-1" 1'-5" 2'-1" I2%9" 3'-1" 3'-5" Any 12 1'-0" 1'-2" 2•_2" 3'-2" 4'-2" 4'-8" 5'-2" 9'A" Spa 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'% 7 8 1 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8j 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 13'-4" 3'-9" Any San 12 1'-0" 1'-4" 2%1" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5'-8" tt% Frq Joist E20 1'-0" 1'-10" 2'-10" 3'-9" 4'-9" 5'-3" S'-9" 6'-9" 74_7" 1'-1" 2'-3" 3'-6" 4'-9" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter (in] 2 i 3 4 t 5 6 6'% 17 1 8 8% 9 10 11 12 13 Rectangular Side i_ 2 3 3 5 6 6 8 9 Hole in 1 8 1'-0" I 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" I2'-6" TAT 2•-11" 3'-4" 3--8-- 12 1'-0" VA" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 5'-0" 5'-7" Any 14" Sptln 16 1'-0" 1'-1" 1'-8" 2'-6" 3'-4•' 3•-9" 4'-2" 5-4-I5'-8" 5'-10" 6'-8" 7'-5" Joist 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5'-2" 6'-3" 17'-2" 1 7'-3" 8'-4" 9'-4" 1'-4" 2'-6" 3•-9" 5'-0" 5'-8" 6'-3" 7'-6" 8'-7" 8'-9" 10'-0" 11'-2" Round Hole Diameter linl - 2 1 3 4 5 - 6 i 6Y2 1 7 8 8%. 9 1 10 11 12 13 Rectangular Hole Side _ i- 2 3 5 5 1 6 8 9 10lint 8 i1'-0" 1'-1" i 1'-2" 1•-2" 1'-3" j 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 12'-5" 2'-9" 3'-2" i 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1 14-6" ;1'-10" 2'-5" 2'-11" 3'-0" 3' 7" 4'-2" 4'-9" 15'-4" Any - - 16" Span 116 1'-0" i 1'-1" 1'-2" 1%2" i-- 1'-8" ; 1. - - 2'-1" 12'-6" 3'-3" 3'-11" 4'-0"4'-10" 5'-7" 6'-4" 7'-2" Joist- 20 r---- - " 1'-0" « 1'-1" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" WA V ; 5'-1" 16'-0" w- -- r--- ' 7'-0" 8%0" 8•-11" r 1'-2" f 124 1%0" 1'-1" 1' -2" 1'-4" 2'-6" 3'-1" 3%9" 4'-11" 5'-11" 6'-1" i 7'4" 8'-5" 9'-7" !10'-9" D0 cut in web area as speed 0 O Select a table row based on foist 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 or the nearest support. The entire web may be cut out. 00 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%" 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 or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALCO 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 CALCO software Large- Rectangular. Holes in-BCI® Joists---- - - - GU ..:7.T..tCt.iRfAT++t•^'f-i.:. FR:.;^:6 ^Y •": f: T 9:.r'C''1S •,7 _Tr--ET.:=^C.'—.LT-....Z%S.C.3wi'LRC.'JTJCTir'.R.:^1..1,.'w.•-t ^t.+^'G.^wT•«.3L:J 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 See Mu Hole Sir• on hale Chart for lobs Depth H low span -I f--Mlnlmum L dameter/ wIM of Wngehole UO I ) simple Span low 6W Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALCO sizing software. Boise Cascade EN,P - Eastern Specifier Guide • 08/04/2015 Maximum Hole Size Simple Multiple JoistDepth Span Span 91/ 3" 6" x 14" 6" x 12" 11 W a" x 16" 8" x 13" 14" 9" x 18" 8" x 16" 10" x 17" 16" 11" x 18" 10" x 14" 12" x 16" Multiple Span Joist it hole See Max Hole She on Q hale joist —. I Chart for low 01P I- %low Span Soon Multiple Span low 12'O• min --I Muhlple Span Joist 12W Min Larger holes may be possible for either Single or Multiple span joists; use BC CALCO sizing software for specific analysis. Reinforced_. Load Bearing Cantilever_Table BC10 Joists 5 6 Nto 010 Roof Total Load sf 35 45 55 Joist cin in ow 16 19.2 24 162Ka 24 16 119.2 24 m N 0 24 0 1 0 1 0 1 0 1 0 X 0 1 X X 26 0 0 1 0 1 0 o x 0 x x 28 0 1 0 X 1 0 X x x I X X 30 0 1 0 X 1 0 X X X X X 32 0 0 X 0 X X 34 0 0 X 0 X X X I X I X 36 0 x x x x x x x x 38 0 1 x x x x x x x x 40 o x x x I x x x x x 42 0,x x X i X I x I x I x,x m 24 0 0 0 0 0 1 X 1 0 1 X X 26 0 0 0 0 0 X 0 X X 29 0 6 1 0 x x x x x 30 0 0 1 0 X X X X X c 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 m 0 0 0 e 24 0 0 0 0 0 0 0 X I X 26 0 0 0 0 0 X 0 X X 28 0 0 0 0 0 X X X X 30 0,0 0 0 0 X X X X 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 4o 0 0 I X X X I X I X i X X co c 24 0 0 1 0 0 1 0 1 0 1 X 26 0 0 0 0 0 0 OX X 28 0 0 0 0 0 0 x 30 0 0 0 0 0 X 0 X X 32 0 0 0 0 0 X 0 X X 24 o 0 0 o x x x x x 36 0 0 X 0 X X X X X 38 0 0 1 X 0 X X X X X 40 0 1 0 1 X 1 0 X X X X X 24 0 0 0 1 0 1 0 IWS 0 1 0 1 X 26 0 0 0 1 0 1 0 WS 0 1 0 X H 0 28 0 0 0 0 o x 0 WS x 30 0 0 0 0 0 x 0 WS x 32 0 0 WS 0 0 X 0 X X 34 0 0 WS o o x 0 x x 3s 0 0 ws o WS x O x x 36 0 0 x 0 x x x x x 40 0 0 x o x x x x x 42 0 0 X, 0 X X X X I x 24 0 0 1 0 0 0 WS 0 0 1 26 0 0 0 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 x m 30 0 0 WSJ 0 1 0 1 0 0 X 0 32 0 0 WS 0 0 1 0 1 x o S4 0 0 WS 0 WS X 0 XInX 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 1 0 0 1 0 1 0 1 0 0 1WS 0 0 0 0 0 0 0 0 1 0 0 0 0 0 WS 0 0 1 A26 0 O 0 0 0 WS 0 o X 0 0 0 0 0 1 0 Ws X 0 0 WS 0 0 1 0 1 X 0 0 WS 0 0 1 0 X X 0 0 WS 0 0 X 0 X X 0 0 1 0 WS X X x X 0 1O Roof Total Load sf 35 1 45 55 Joist Spacing in a°`n 16 19.2 24 F16 1191 24 16 19.2 24 0 0 24 0 1 0 1 0 1 0 0 0 1 0 1 0 1 26 0 0 0 0 0 0 0 1 0 X 28 0 0 0 0 0 0 0 0 X 30 0 0 0 0 0 1 00 X 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 o x 0 X X 4 130 m 24 0 0 1 0 1 0 0 0 1 0 1 0 1 1 26r000 0 0 0 0 0 0 0 1 28 0 0 0 0 WS 0 0 X 00 0 1 0 0 X 32 0 0 0 0 1 0 1 X 34 0 0 0 0 X 0 1 X360WS00X01X 38 0 1 0 o X 0 1 1 X 40 0 0 1 0 1 X 1 X I X c 24 0 0 1 0 1 0 0 0 0 t 0 0 26 0 0 1 0 1 0 1.0 0 0 0 0 28 0 0 0 1 0 1 0 0 0 0 0 30 0 0 0 1 0 1 0 0 0 0 0 32 0 0 0 0 6 0 0 0 0 34 0 0 0 0 0 0 0 0 1 36 0 0 0 1 0 1 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 1 0 0 0 0 0 0 0 1 WS 26 0 0 0 0 0 WS 0 0 WS. 0 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 wS X a 0 a 32 0 0 0 0 0 WS 0 WS X 34 0 0 WS 0 0 1 0 VA X 36 0 0 WS 0 0 X 0 WS X 38 0 0 ws 0 WS X 0 X X 40 0 o ws o ws x ws xX 42 0 0 WS 0 WS X WS X I X 24 0 i 0 0 0 0 WSI 0 1 0__WS 26 0 0 0 0 0 WS 0 0 iWS m o °r 28 0 0 0 0 0 WS 0 WSl 1 30 0 0 1WS1 0 1 0 WS 0 WS1 1 32 0 0 WS 0 0 WS 0 WS i 2 34 0 0 WS o WS 1 o WS i x 36 0 0 WS 0 WS 1 0 Wto X 38 0 0 WS 0 WS 1 WS 1 X 40 0 0 WS 0 WS 2 WS1 1, X 0 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 WS 0 0 1WS 30 0 0 0 0 0 WSrO 0 1 0 32 0 0 0 0 0 WSWS 1 0 34 0 0 0 0 0 WS WS1 WS 100WS00WS 38 0 0 WS 0 0 1 1 2 40 0 0 WS 0 WS 1 1 2 24 0 0 0 0 0 0 1 0 0 IVVS 26 0 0 0 0 0 0 0 0 i WS 28 0 0 0 0 0 WS 0tE WS 30 0 0 0 0 0 WS 0 1 c 32 0 0 0 0 0 WS 03400000WS03600WS00WS02 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS 1 0 WS1 1 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 CALL° 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. Roof Total Load sf 35 45 55 N a 10 Joist S acin in N 16 19.2 24 16 19.2 24 16 19.2 24 24 0 1 0 1 0 1 0 1 0 0 0 1 0 'WS 26 0 0 0 0 0 1 0 0 1 0 WS 28 0 0 1 0 1 0 1 0 0 0, 0 WS 30 0 0 0 J 0 0 WS 0 0 10 32 0 0 0 0 0 WS 0 0 1 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0 WS 0 WS 2 36 0 0 0 0 0 1 o WS x e 40 0 O,WS 0 0 1 ,0 1 x 24 0 0' 0 1 0 0 0 O' 0 1 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 m 34 0 0 1 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 1 0 1 0 0 0 0, 0 1 0 1 1 24 0_ 0 0 0 0 0 0 0 WS 0 0 0 0 O'WS-0 0 WS26 28 0 0 0 0 i 0- `MISS 0 0 WS c 32 0 0 6 0 0 M 0 WS 1 0 34 0 0 WS 0' 0 WS 0 WS X v 36 0 0' WS 0 0 WS 0 WS 38 X_ 0 O+WS 0 }WS_1_O_WS X.- 400 0 : WS 0 ' wSI 1 WS x 42 WS 0 0WS 0 WS r X WS 1 X 24 0 0 0 0 0 I 0 o o WS 26 0_ o o `6 o T_ o 0 o ws 28 0 0 0 0 0 0 0 WS m WS, WS 3000001oWS000 32 0 0 0 0 0 'WS WS—WS o 0 6 6 0. O t 0 'WS_0 WS 1 03436 0 WS'-0 0 tWS 0 WS, 1 38 6 0 6 `WS''- 0 jWso-_ ws• _2 40 0 0 0 1WS 0 MS•WS-0 'WS12 24 0 0 0 0_ 0 4 0 0 0 _'WS 26 0 000Ot000 •WS m 28 0; 0 0 0 r o 'WS.9 _ ws 30 6 0 0oJo ws`0y0 WS 0 0 3200O10 WS 0 1WS' 11 34 0 0 * 0- WS 0 WS, 10_0 _ 36 0 Y 0 WS 0 0 WS 0' WS 2 38 0 0^ WS 0 `0 WS 0 WS 2 0 o WS' o lWS. s^o ws 2 ao 24 00 0 0 0 0 0 0 wS 26 0 0 0 0 0 0 0 0WS 28 0 0' 0 0 0 0 0 0_ WS 36 0- o -6 6 1 0 'ws - --0 '-o ws a 32-0 006 — 6Nws 0'0'ws 34 0 0 0 0 0 'WS 0 WS 36 WS'' 0 0 0 O 0' WS 0 WS 1 38 f 0 0 0 6« 0 11WS 0 1WS 1 40 0 0 ws' o o I Ws 0 WS 1 24 0 0 0 0 0 1 0 0 0 0 26 0 0, 0" 0 1 _0 i 0 0 0 0 t 0 o 26 30 6- 6 0 0T 6 0 0 0 0- o o' o o n o ooToM_ 32 1.-.}—___ 0 0 0 0 0 0_ 0' 0 0 rn 34 0 0 O' 0 j 0 1 0 r0 WS_ 36 0 0 6 _ 0 O 1r o 0 0 _WS_ 0 38 0 00 0 ,6 0 01 40 o •0 0" 0, 0 1 o --0 -o 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 f3aime Caswda '.' • a, e• u tinrafia• Guu1e • 09 04_O15 Reinforced Load Bea ring Cantilever Detail_ tiG f".,J•+.Ci-.i.7f i-:. -.- uu{•.,: Tr"vfi-r"r-:_. .. i :.. -.:, . n-^T..i.-i= ir. ice-.-.+,"5 3:-_. ."-,- Z-rJ- =. . ,-: ,Ta .r..-........ F I i2' 6• Fzr The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2%0". Cantilevers longer than T-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC'D software. PLYWOOD/ OSB REINFORCEMENT If Required per Table on page 8) 23/ 32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI• Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC° software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC• software. as/ aa• min. plywood/OSB or rimboard closure. Nall with 8d nail Into each BCI• Joist flange. blocking required for Structural Panel cantilever reinforcement block Uplift on back span shall be considered In all cantilever designs Non- Load_Bea ring Wall Cantilever- Details- - - t• fA01.a F. _r-:-"r_:...sca-c.r•.=c.c 7,.c.-"cr:4-:-4+r-t... :-I i.:,t t.-d..r==-v F=.:--_:';_..:7-,:s+ar.7a.t•.+.:f.;s:-:.R,=a:_:sr .n4-c..:-x^:/. i:.c-T= BOO Joists are intended only for applications that Fasten the 2x8 minimum to the BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI° 90s 2.0 joists. Clinch all nails. BCI• Joist blocking Wood backer block WoodStructural2x Closure Panel Closure See page 6 of Eastern 2x8 minlmum • Specifier Guide jBCI Joist r ,; / , J bloeking l_ ` Drywall Ceiling or Back Span I Maximum wood Structural Panel Soffit a Back Span Not to exceed 4'-0• 3' bmin. These details ap ply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. Minimum I% Times t Cantilever Length Back Span Maximum a Back Span not to exceed 4'-0• Web -Stiffener -- Requirements- -- ---- c.:^Trcc-'-!. a.•=,tw. ^.1.-,- _.- c._-. ::.:: r .a..;a-..-;.,x:... .:.u...= a..r,7.:r.:.: :......-n- .......x.=cc=-...- . _ - .... _ _ _ , ..._ - ,r..--.:_uu.•a.•ra-ter, ^'.n-e'.= seeweb Stiffener NOTESSmall Gap: Namne[ Web stiffeners are optional except as noted 1i' min., 2' max. SNONIfa e Man web below. 2• min. Stiffener Web stiffeners are always required in hangers V max• that do not extend up to support the top flange of the BCI• Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements NNlsh Web stiffeners are always required in certain 2- min. roof applications. See Roof Framing Details on max n etnt websutfener page 14. EDeoocentrMedload reaoired when Web stiffeners are always required under exceeds loonlbsconcentratedloads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides of the joist web in this situation. Follow the nailing schedule for BCI Joist Series Stiffener Specifications Lateral Restraint in Hanger Minimum For Structural Capacity Min. Thick) 4500s 1. 8 Y: Y.' 2sho" 5000S 1. 8 Y." 25hs 6000s 1. 8 Y.." 2she 6500s 1. 8 1" or 1'/: 251,e" 60s 2. 0 i• Y" 2she 90S 2. 0 2x4 lumber (vertical) intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered nmboard 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 lop flange (e.g.. adjustable height hangers) Web stiffeners may be of multiple thickness e.g., 8006500s, double Y.' panel OK). Web stiffeners may be used to increase allowable reaction values See BCI• Design Properties on page 24 or the BC CALC° software. BCI• Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1. 8 9'/2" 2-8d 2-8d 11 Ys 2-8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d 6-8d 5000s 1. 8 9'/2" 2-8d 2-8d 117s" 2- 8d 3-8d 14" 2- 8d 5-8d 6000s 1. 8 9'/z' 2-8d 2-8d 11'/a 2-8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d 6-8d 6500s 1. 8 9'/.' 2- 8d 2-8d 11Vo 2- 8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d 6-8d 60s 2. 0 11Ys" 2- 8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d 6-8d 90s 2. 0 11'/:' 3- 16d 3-16d 14" 5- 16d 5-16d 16" 6- 16d 6-16d 6asi: Cascade EWP • Eastem Spacdiet Cuida • 0810412311. Floor Load Tables__ Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 4500s 1.8 Series 13/" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9Y2" BCI® 4500s 1.8 117/6" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/2" BCI® 5000s 1.8 11%' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC 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. Boise Uscade DAP • a e•u SnnuOe• iJldn • C9 0s2015 Floor Load_TaWes ® Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 91/2' BCI® 6000s 1.8 11761, BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/2" BCI® 6500s 1 1.8 live" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load TotalRoad Live Load TotalRoad Live Load Total Load Live Load Total ILoad 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 I 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 1 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 1 47 77 26 42 72 27 28 29 30 Go:se Cascade EWP - Easrerr SpecOer riutda - 08 Floor toad Tables S --. T-. .. _-.r .: -- .i-.... ..- -:- ...-...,.. _ r. - ..- ,- cam+'. ,...- s..r-:..-• Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2' Flange Width 11'/ti' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 live' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 j 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 1 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 1 1 50 91 Total Load values are limited by shear. moment. or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and 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 CALCO software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design. consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. BOISe C..3 adr. '_ a? • ras•cn, Sneuka• Guide • 01/042015 Roof Framing------ - - - -- R' nA l FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I R03 SAFETY WARNING BCI® Rafters Structural ridge VERSA -LAM° or load -bearing wall required. r Blocking or other lateral support required at end supports. When installing Boise Cascade EWP products with treated wood. use only connectors/ fasteners that are approved for use with the corresponding wood treatment. DO NOT ALLOW WORKERS ON BCI" JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI'' BLOCKING PANELS, X•BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI° Joists at the end of the bay. All hangers, BCI• rim joists, rim boards, BCI• blocking panels, and x-bracing must be completely installed and property 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 'A 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) BCP Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathingat Sx4 Nailer ®Max. 4'-0' o.c. 2'6' o.a or 6CI.4500s) 3'-0' o.c. or BCI.5000s) finimum Heel Depth 7/ us touts at dot) 12 LMIn. 6 Ratter Strut 9W. 11/N or 14' Web 1101.4500s/50005/60008/6500s Finer Ceiling Joist ® 24' o.c. Maximum 3W Minimum Bearing 2z4 Wall) Each End I Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf UOloekintt Maximum Span Lengths Without Roof Loads 9'/,' BCIa 45006 1.8 / SOOOs 1.8 / 6000s 1.8 / 6SOOs 1.8 20'-0' 11Y..' BCIa 4500s 1.8 / SOOOs 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14' BCIa 4500s 1.8 / SOOOs 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth2x4 End Wall 2x6 9W 2',s- 1W 11%, 3W 2W 14' 4W 3W 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• 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) tx4 nailers must be continuous and nailed to a braced end Wall. 7) Install a web filler on each side of BCI° Joist at beveled ends. Nail roof rafter to BCI° Joist per building code requirements for ceiling joist to roof rafter connection. Boise: Caseaae EVVP - Fastern Spdaher Guide. • 08004/2015 Roof Framing Details_.--_ Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope Rlmboard / VERSA -LAM* blocking. V" greater than' Ventilation cut I4/ 12. y2 of length, '/: of depth* fitRange VERSA LAM* blocking. ntilation 'V" cut: length,'/2 of depth blocking TiFlange of BCI• Joists may for soffltt fobe birdsmouth cut only at support. I max. stthe low end of the joist2'6" Birdsmouth cut BCI• Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI• Joists may t Dlydsmouth cut only atflange must bear lr on web stifled. 3/12 be used In lieu of beveled plate for slopes from the low end of the Dist. Birdsmouth cut BCI• Joistplate, each side. to 12/12. flange must bear fully on plate, web stiffener requiredrequired each side. Bottom flange shall be fully supported. Simpson or USP LSTA24 strap, nailing per Simpson or USP ISTA24 strap where slope lOd nails at 6' o.c. 2x4 one side for 135 PLF max 2x6 one side for 240 PLf max governing building code. exceeds 7/12 (straps maybe required for lower slopes In hlgft wind areas). Nailing per governing ng VERSA -LAM* LVL building code. support beam.on. VERSA -LAM• LVL support beam. Backer block. Thickness per gcorresponding BCI• series. 2x block BCI• blocking Holes cut Beveled web stiffener 4'-0' hodL for ventilation. w. on each side. Blocking on both sides of ridge may be required for 2'b" hori shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. r 1, st may Backer block hen L exceeds I minimum 12" wide). y-0'cing. I Joist Nall with LO-10dnails. me I Hanger g as required. Nail I outrigger I through BCI• Coutriggerweb. DO NOT bevel -cut joist liter block. Nall beyond Inside face of wall, except with 10 -10d nails. for specific conditions In details x outrigger shown on pages 6 and L3 of theBackerblockrequiredwheretopflangetchedaroundBCI• Eastern Specifier Guide. joist hanger load exceeds 2SO lbs. flange. Outrigger Install tight to top flange. cing no greater n 24' on -Center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, of blocking (VERSA -LAM*, BOISE CASCADE* Rlmboard of 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 SCIs JOISTS Minimum end bearing: 1%' for all BCI• Joists. 3%* is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the 8C CALC• software.* NAILING REQUIREMENTS BCI• dm jolst, dm board orclosure panel to 8CI' 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 dm joist: 2-16d box nails, one each in the top and bottom flange. BCI° 6500s/90s dm joist Toe -nail top flange to rim Joist with 2-10d box nails, one each side of Range. 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 spacing for 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 the joist Wood screws may be acceptable, contact local building official and/of Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Riack ac er Filler Block Thickness 4500s 1.8 wood0f Irilswoodpane Two %" wood panels or 2 x_ 5000s 1.8 woo'y' 0f " d anels Two YP wood panels or 2 x 6000s 1.8 1%" or two % wood panels 2 x •'/I, or %* wood panel 6500s 1.8 1%, of two %* wood panels 2 x _ « %* or Vi' wood panel 60s 2.0 1%* or two %. wood panels 2 x _ •'/,; or %' wood panel 9Os 2.0 2 x -lumber Double 2 x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/." to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER 8CI8 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 8CI• Joist may all be knocked out and used for cross ventilation. Deeper jolsts that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI° Joists may be 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. 6cise Ccscada '_! P • i.as:em Specuue- Guide • 031Ca12915 Roof Span Tables -- -- t, Maximum clear span in feet and inches, based on horizontal spans. and 125%•.• BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1W Flange Width 2" Flange Wdth 9Y2" 11v:' ! 14" 16" 9v2" live" 14" BCI.4500s 1.8 BCI° 4500s 1.8 I BCI.4500s 1.8 BCI.4500s 1.8 BCI° 5000s 1.8 BCI.5000s 1.8 BCI05000s 1.8 Live Dead 4/12 4/12 8/12 4/12 i8/12^ 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 4_/12 or to to ' or to to or to to or to I 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 8/12112/12 Less 8/12112/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 23'•10" 22'6- 20'•10" 28'-5' 26-T 24'-10" 37-3" 30'•5" 2B'•3" 36.9' 33'6" 31'-3" 4'-10' 23'-V' 21'-9" 2f-7" 2T-11'-25'-11' 33'-8" 31'-9"'29'-5" Snow 20 15 122'•7- 21'•3" 19'•7" 26'•11" 26-3" 23'4" 30-1" 29-9" 26-6- 33'6" 31'•10" 294" 2Y-6- 22'-l" 20'-5" 28'-0" 26'4" 24'-4" 1'-10' 29'-11' 2T-7" 125% 20 20 21'-7" 20'-2" 18%7" 25-8" 24'Z 27-1" 29'-2' 274" 25'•1" 31'4' 30'•3" 2T-10" 22'-5" 21'-0" 17-4" 26'-9" 25'-0" 23'-0" 30'-5" 28'-5" 26'-2" 25 10 27$" 21'-5" 19.11" 26-11" 266" 23'6" 30'-Y 29-0" 26'-11" 37-3 U-T 29-10' 23'-T' 22'4" 20%9" 28'-1" 26'-7" 24'-9" 1'-11,, 30%2" 28'-l' 25 15 21'-T 20r4" 18'-10" 26-T 24'-Y 27-5" 29-Y 27-5' 26-T 30'-l" 294" 28%3' 27$" 21'-2" 19'-7" 6'40" 26-3" 23'-4" 30'-3" 28'$' 26'-7" 12" O.C. 30 10 21'$" 2a-T 19-1' 26-T 24'-5' 27-T 29-T 27-9" 26-11' 30'-2' 29$" 29-r 22'-T' 21'4" 19-11 6-10"1 26-5" 23'-9" 30'4" 28'-1 Ilf 2T-0" Snow 30 15 20'-T 19-T 18'-Y 24'-5" 23'4 21'$' 26-T 26-11' 24'-T 29-5' 27-T 26-10" 21'-T' 20'-5" 18'-11 25'-9" 24'4" 27-7" 28'$" 2T$" 26-8- 115% 40 10 19-r ' 18'-11' 1T-10" 23-Y 276' 21'-3" 25-3" ; 24'-11" 24'-Y 2T-0' 260 26'-1" 20'$" 19'$" 18'-T 24'-5" 23'-5" 27-2" 22'-9" 2T-2" 26'$" 26-2" 40 50 10 18'-T 17-T 16'-7- 21'-2' 21'$' 20'-10"L19-T 20'4" 24A j 23'_T 22'-11" t- - 23'-1" 27-10"; 27-5" 26-r 2S-Y U-T 24'•8" 24'4" 20'-7' 19'-0"' 19'-v 18'-3",1T-3" 1T-10' 23'$ 22'41 21'-3" 1'-9" 20'-T' 5'-10" 25'"j24'-1" 4'-10" 24'$" 23'-5' 1 124'-0" 50 15 1T-11", 1T4' 16-T 20'4' 20-0" j 17-C 27-Y 21'-9" 121'-3' 234r ; 23-3" ; 27-T 19'0:18'-1" 21'-5" 20'-2" 2T-9" 23'4" 22'-IV. Non- 20 10 11'-7" 20'-5" IT.I V 25-T 24'•3" 276" 25.3" 1 27•T 25•T 31'•5" 30-T 264" 22'$" 21'-3" 11T-8" 6'-10 25'4" 1 2T.6" 30'-6" 28'-9" 126'-8" Snow 20 15 10'6" 19-3' 11T-9" 24'4" 27.11" 21'-1" 2T•2" 26'-0' 24'-0" 29Z 28'-2" 26-T 21'4" 2a-a' 18.4" 26-5" T-10 22'4" 8'-11' 27.4. 26-0" 125% 20 20 19'6"j 18'-3' 16-10" 23'-3" 21'-T 20-0" 264" 24%5" 22-T 27•1' 26-Y 24AI-- 20'4" 19'-0" IT-6- 24'-3" 22'$";20'-10' 27'-2" F- I VJ 23'-9" 25 10 2d6" 19-5' 18-1" U-V 23'-1' 21'6" 2T-11" 2T4" 26'-T 21'-4" 20'-2" 18'-10' 25'$" 24'-1" 27-5" 28'-l" 2T-4" 26-6" 25 15 19-7- 18'-5" 1T-1' 274" 21'.T 20'4" 22'-11" 26'-0" 26-C 24'-5- 20'-5" 19'-2" IT-9" 24'-0" 22'-10"21'-2" 26'-2" 25'• t24",30 10 19 T 18-T 1T4' 27-5' 27-0" 211-T 4 224%5" 23'-S 26-1' 25$" 25'-0" 20' S" 19' 4" 18'-1" 24'-1" 23'-1" 21'$" 263" 25'-oC. Snow 30 15 18-T 1T-T 16-T 21--1- 20'-T 1f-T 21'-T 24'-T 24'-0" 23'-3- 19'-T' 18'-6" 1T-2" 22'$" 27-0" 20'-5" 24'$" 24'4 115% 40_ ' 10 r- -- 40 15 ir- r 1T-1" 16'-Y 16'- 10'.1 15'-0' 20'- l' 15- 1' 191- T 18$' 19- 7 18- Y 21'- lTi 21'-T 1 21'-l'- 20'- 10' 20-5 15-10' 274' 27- 3' 23'- 0" 21'- 10' 27- T 21'- 3' 18'- T' 18'- 1" IT 10-16' 1T" 16'-1' 21'- T' 21'-3' 20'-1" 20' 6' 20'-1" 19-3" fi2Y- 6" 2T-2" 22'-8' 27" 21'-11",21'" 50 ' 10 w-Y 15'-vr: 1S-0" 164"; 19-1"; 17-T 17-11" 174. 15-5 21'4";_21'•1*}20'-9" 1T-7';16'$ 1_5'$" 19'$"'1_9'-5"A18'-8" 21'-5' 21'-2"20'4 50 -- 15 16-T 1S 3" ,14' ` $' 1T-T 1TJ" I16-10" 19-Y 18-10" 18-5 20-5 i 20'-1" 1 19$" 16'$" 16' 4" 15'4"118'-10-,18'-6- 18'-1" 2a-T 20'-2" 19-9" Non- 1 20 1 10 W4" 19•Y 1T•9" 24'-2" U-10" 21'-2" 26•10" 26-11" 24'-t"k2L6'.' r 26-a' 26'-8" 21'-2" IT-11' 18'$" 26-2" 2S-9" 22'-l" 28'$" 2T-0" 26-l" Snow 20 15 17.3" 18'•1' 16'6" 27.T 21'6" 19-40" 24'-9" 24'-0" 27-T5" 25'-r 24'$" 20'-0" 18.40' 17'-4" 3'-10' 22'-5" 20'$" 26%7" 25'-6" 23'-6" 125% 20 20 18'4' 1TY 15'9' 21%2' 20.5" 18'•9" 23'-1" 274" 21'•3"$" 2T-10' 22'-9" 19'-1" 17'-IlY 16-5" 22'-9" 21'4" 19'-T' 4'-10'123'-11' 27-3" 25 10 19-0" 19-3" 1TO 21'-10' 21'-5' 20-Y 23'-10' 23'4' 22'$" 26-W 24'-11' 24'-3' 20'-1" w4r 1T$" 23'$" 27-7" 21'-1" 26-T 26-1"I23'-11 25 15 18'-0" 174" 16'-0" 20'-5" 19-10" 19-1' 273' 21'$' 20'-10' 23'-9 23'-l' 274' 194' 18'-0" W-8" 1'-11" 21'4" 19-11' 3'-10" 23'-3' 27-5" 19. 2" O. C. Snow 30 10 30 15 190 1T-5' 16'J" 16- 11" 16%7' 166' 20'- 5" 19- T 20'- 1" 19-5" 19- T 19-2 27- 3" 21'-11' 21'4" 2tY- 11" 20'-5" 1T-10" 27- 10" 27- 5 27- 5" 21AT 27- 10 21'- 2" 19- 7' 18'- 3" 18'- 2" 1T4" 16- 11 16'- 1" 22'- 0' 21'-7" 2a-2" 20'$" 20'-2" 19-2" 3'- 11" 23'$" 27-11 27 6" 27-0' 21'-3" 115% 40 10 16-2" 15'-11" 15-2" 18-3" 180 17$" 19-11" 19.8" 19'-_3" 21'-0" 10'-T 1T-4" 16'-9" 16-10 19'$" 19'-4":18'-10_' 21'-5" 21'-1" 40 r15 15'4"115'-0" 14'6" 1T5' 1T-1" 16-T 18-11" 18-T 18-1" 21'- 4" 20- 3" 19-10" 194' 16' 6" 16-7' 1_5'-2" 18'4'ir-i 21r:!q2a-0"' 19'-5- 10 14'-T W-15" 14'-1" 1_64- 16'6' 16-Y 19-2" 164r , 1TZ 15-S 119-3' 118'-11" 6-101 15'$",14'$" 1,18'. 8" 1 T-11 "-1 T-9"' 1 T-5" 19'-7" 19_'4_" 19'-0" 50_ 50 15 14-1,13-10 13-T 15-0"; 1SA'! 1S4' 1T-5' 1T-Y 15-9' 18$'; 184",1T-11' 15'-Y114'-11",14'" 1T-2" 16'-11' 16'$" 18'-9",18'-5".1Iry Non- 20 10 18' 10` 1T•9" 16'6' 27-0' 21'•1' 19'-T 24'-0 23' S 274" 25'•T' 25'-0" 24'-3" 19'-T' 18'$" 17'-2" 23'-4" 22'-0" 20'-5" 25'-9"H21' 112(Y-V 23'- 3" Snow 20 15 20 1T• 10' t6'•9" 15'-5" 2(Y•3" 194r 18'4" 27-1" 21'-5- 20'•T 23'6' 22'-11" 27-0" 18'$" IT-5" 16'-1" 1'-10 20'-9" 17-2" 2T-9"21'-9" 125% 20 IT-W 15'•11" 14'•T 18'.11" 16-3" 1T-5" 2a-8 19-11' 19' 0T 27-1" 21'-3" 20'4" ITT' 16'-T' 157-3" 20'-4" 19'-8" 18'-2" 27-2" 25 10 1T-0" 16'-10" 15-T 196" 19-2- 19-T 21'-3' 2a-10" 20-3" 27-9" 27-3' 21'$" 18'$" IT-T' 16'4" 21'-0" 2a-7- 19'-6" 2-10" 27-5" 21'-9" 25 15 16-1" 16-7" 14'-10' 19-2" 1T-T 1T-1" 19-10" 1f4" 18'$" 21'-3" 2a-r 19-11" 17'-3" 16'$" 16.5" 19-7" 19'-1" 18'4" 21-4" 20'-9" 20'-0" O. C. 30 10 15-1" 1S-10' 15-1" 18'3" 1T-11" 1T6" 19-11' 19-T 19-1" 21%3" 2(Y-11' 20'-5" 17'4" 16-10 16-8" 19-T' 19-Y 18'-9" 21'-5' 2l'-W 2 a-V Snow 30 15 15'-2' 14'-T 14'4" 1T-2* 16-T 16-3" 19-T 18'-3' 1T6" 204r 196" 18-11' 16'-3" 16-11 14'-11 18'-5" 18'-0" 1T-5" 20'-1" 1f$" 19-0" 115% 40 10 40 15 14' 6" 14'-2' 13'$" 17-T IS- 11' 13'- 1" 16' 4" 15-1" 1S- T 1SZ 15- T 14'- 10" 1T- 10' 1T-7"11T-Y 16- 11' 15-T 16-7 19- T 18- 1" 18'- 9" 1T- 9" 19- 5" 17- 3' 15'$" 14'- 9' 15'- 3" 14'-T 14'- 5" 1T- 7",1T4" MAI 16'$_' 116' 19- 2' 18'- Y11T-10" 18-- 10"1. 1 V-6" 1T4" 50 10 13'Y 13'-0"i17.9" 14'-11"j 14'9" 14'6" 16'-3'' W-1"115-9" 414'- 11' 1T4_"{' 1T-Y 16'lT 14'-2" 13 13'-11" '-7" 44';;16-10" 15'-7" 1T-5"11T-2" 16'-7" 13 9" 501512'-T 17 ;; 17-1' 14'J' ; 14'-0' 1S-7' 154" 16'6' 116-0" 15' 3" 13'$" 13' 4"j 13'-0" 15'-4"114'-11" 14'-3" 164" 15'$" 14'-11 Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to U240. 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 SC 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. Bxsn Cesea.fe EVIP • Easl,,!r Spar;: r (;ui°e • 38•3412615 Roof Span Tables - ------ - - - ----. r .:.--- v.-= _-r..-..J v=T.:.:S. ...'J. - .w.r- v..:: .- ;.-.. f.-.-.-_ .---... --- r-x .'ram' .-..ram.• -i=C..-- 1 w•— Maximum clear span in feet and inches, based on horizontal spans. 115%'and,125% Load Duration BCI® 6000s 1.8 Series 25/16 " Flange Width x BCI' 6000s 1.8 _ ilys, L BCI! 6000s 1.8 - BCI! 6000s 1.8 - _ - BCI° 6000s 1.8 Live Dead 4/12 4/12 8/12 f 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to I or to to or to to or to to IPsq Ipsfl Less 8/12 12/12 , Less 8/12 12/12 1 Less 8/12 12/12 i Less 8/12 ' 12/12 Non- 1 20 10 26'4' 1 24'-6" 22'-9" 30'-11" 29'-2" 2T-0" 35' 2" 33'4' 39-9" 38'-10" 36 7" 34' 0" Snowl 20 1 15 24'-7" 23'-1" 21'-4" 29-3" 27'-6" 254" 3T.3" 31'-3" 28'-10" 36-9" 34'4" 31'-10" 125% 20 20 23' 6" 22'.0" 20'-2" 27'-11" 26-1" 24'-0" 31'-9" 29'-9" 27'-4" 36-1" 37.19' 30'-2" 25 10 24'-8" 214' 21'-8" 294' 27'-9" 26-10" 33'4" 31'-6" 27 4' 36'-10" 34'-10" 32'-5" 25 15 23' 6" 2r-2" 20'-6" 28'-0" 264" 24'-5" 31'-10" 29--11" 27'-9" 34'-11' 33'-1" 30'-8" 12" 30 10 23'-7" 274" 20'-10" 28'-0^ 26'-7" 24'-9" 31'-11" 30-7' 28'-2" 35--1" 33'-5" 31'-2^ o.c. Snow 30 15 27-7" 21'-4" 19'-T 26'-11" 264' 2Y-6" 30'-7^ 28'-10" 26'-9" 33'-0" 31'-11" 29'-T' 115% 40 10 21'-5" 20'-7" 19'-5"_ 264" 24'-0" 23'-1"_ 29'-W 2T-10" 26'-3" 31'-4" 30'-9" 29'-0" _ 40 1 15 21'-1" 20'-0" 18'_T_ 23'-9"_ 22'-2" 2T-11" - 2T-1" I 25'-2" 29-10" 29 3" 2T-10" 50_ 10 19-10" 19'-1" 25'-1" 23'-T' 22'-8" 21'-0" 26'-9" 26-9" 24'-0" 28'-8" 28'-3' 2T-1— 50 - 15- 18'-1' 17 0" 18'-1-v 1T-8" n-Y' 22'-6" 21'-0" 25'-8" --25'-3" Mil"- YT-S"- 2T-0' 25-5" Non- 20 10 1 2S-6" 27-2" 20.7" 28'-0" 26-5" 24'-6" 31'-10" 30'-0" 2T-10" 36-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 19'-4" 26'-6" 24'-11" 23'-0" 30'-2" 28'-4" 26-2" 33' 4" 31' 4" 28'-11" 125% 20 20 21'-3" 19'.11" 18'.4" 25'-3" 23'-8" 21--9" 28'-9" 26-11" 24'-9" 31'-5" 29'-9" 27'-5" 25 10 22'-4" 21'-1" 1914" 26'-7" 25'-1" 23'-5" 3a-3" 28'-1" 26-7' 37-5" 31'-7" 29-5" 25t 21'-4" 20'-1" 18'-T' 264' 23'-10" 22'-1" 28'-3" 2T-2" 26-2" 30'-3" 27-5' 2T-9" 30 21' 4" 20-3" 18'-10" 25'-5" 24--1" 22'-5" 28'4" 27'-4" 26-6- 30'4" 29'-9" 28'-3" o.c. Snow O.C. 30 20'-6" 1 194" 1 T-11' 24'4" 23'-0" 21'4" 26-8" 26'4" 24'-3" 28'-6" 2T-10" 26'40" 115% 40_10 t 19-_5" t 18'-7" 1 T-7- 23'-1" 27-2" - 20'-11" 25'-5" 26-9' 23'-10" _ 2T-2" 26'-9"_ 26'-2" 40 15 19-11,—'18:-1" 16-10" 27-2" 21'-0" 20'-1"-- 24'-2" 23'-8" 22'-10 25'-10" 26 4 24'-8" 50 10 _ 18'-0" 17'-3" 16-4" 21'-3" a 6" 19'-6' 23'-2" -_ 27-11" 27-2" 24'-9" 24'-6" 1 24_-1" — 50 15 1T-11" 1T---1"----- 16'-0-"- 20'-4" 20'-0" 19'-0" 22'-2" - 21'-10"-- 21-4" Non- 20 1 10 1 22'-1" 20'-10" 19'4" 26-3" MAY' 23'-0" 29'-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-11" Snow 20 1 15 1 20%11" 19'-8" 18'-2" 24'-11" 1 23'-5" 21'.7" 264" 26'-7" 24'-T. 30'-8" 29'-5" 2T-2" 1250/0 20 1 20 19%11" 18'-8" 1T-2" 23' 9" 1 22'-3" 20'-5" 26'-10 426 " 23'-3" 28'-8" 27'-8" 25'-9. 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 27-0" 27-8" 26'-10" 264r 29-T 28'-11" 2T-8" 25 15 20'4" 18'-10" 17-5" 23'-8" 27-5" 20'-9" 25'-9" 25'-1" 23'-T 2T-7" WAX 26-11" 19.2" 30 10 20'-1" 19-0" IT- 9" 2T-9" 27-T' 21'-1" 25'-10' 25'-5" 2,C4r 27-" 27-2" 26-6" O.C. Snow 30 15 15-3" 18'-2" 16-10" 274" 21'-T' 20'-0" 24'4" 23'-9" 27-10" 26'-0' 25'-5" 24'-7" 115% 40 10 18'-3" 1T 6" 16-0"_ 21'-3" 20'-10" 19-8" 23'-2" 27-10" 22'-W' _ 1T-0" 15'-10" 20'-2" 24'-9" 23' 6 23'-1" 22'" 40 r 15 1T-10" 19'-10" 18'-19, 27_ r 21'-7"_ 21' 011t -- - 10 16'-10" 16'-2" 164" 19'-5= 19'-2" J 18'-3" 21'-1" :-20'-10"_ ' 20'-6" 27-T' -- 22'4" 21=11- 50 50 ^- 15- 16'4" --, t 16-1" 164' 18'-7" 18'-3" j 1 T-10" 20'-3" 15-11" 1 4' 21'-8" i 21'-3" 1 20'-10" Non- 20 10 20'-6" 194" 1T-11" 24'-4" 2T-0" 21'-4" 2T-9" 26-2" 24'-3" 29'-9" 28' 11" 2610" Snow 20 15 19'4" 18'-2" 16-10" 23'-0" 21'-8" 29-0" 25-8" 24'-8" 22'-9" 27'-5" 26-7" 25-2" 125% 20 20 18'4" 17'4" 15'-11" 22'-0" 2a-7" 18'-11" 23'-11" 2T-1" 21'-7" 26-7" 24'-9" 2S-7" 25 10 19-5" 18'4" 1T-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 2S-2" 26-5" 26-10" 26-2" 25 15 18'-6" 1T-5" 16'-2" 21'-2" 20'-T' 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'4' 24" 30 10 18'-7" 1T-T 16'-5" 21'-2" 20'-10" 19'-6" 27-1" 27-8" 22'-7' 24'-9" 24'-3" 23'-8" O. C. Snow 30 1 15 1 T-7" 16-9" 15'-7' 19'-11" 19-6" 18'-T' 21'-9" 21'-3" 29-6" 23'4" 22'-8" 21'-11" 115% 40 II 10 16'-9" 16'-2" 15'-3" 1_9'-0" 18'-8'_ 18'-2" 2a-8" 20'40" 27-1" 2_1'-9" 2_t'4" 40 r 15 _ 15--11"-15'-7" W-811 18'-0" 1T-2" 20_' 4_" _ 19'-_ W 19'-3" 1 18'-9" - 21'-0" 20'-7" - 1_5-8" _ 1T-8" 10 15' 3'-14'-11" i 14'-3" 17W 1T-1„ 16'' 10" 19'-10' 18'-8" 1 18'" t50 15-10" 19'-5" 1 I 18'-9" 50 t 15 14'-7" 14' 4" { 13'-11" 16'-T' 164 15-11 1 T-1117I 16'-6"18'-3" T-8" 1 16'-10" Z:.'P - caveni Soeafiel ^aide - 09104i2015 Roof Span --Tables - - - - -- Maximum clear span in feet and inches, based on horizontal spans. 1T M t 1 1 and, 2 1 1• Durat on' BCI® 6500s 1.8 Series 29/16' Flange Width 9%" BCI° 6500s 1.8 11 W BCI.6500s 1.8 14" BCI° 6500s 1.8 16" BCI.6500s 1.8 4/12 4/12 8112 4/12 4/12 8/12LiveDead411241128112 4/12 4/12 8/12 Load Load or to to or to to or to to1 or to to psfj (psfj Less 8/12 12/12 Less 8/12 12112 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'-1" 31'-8" 40%0" 37%8" 35'4" Snow 20 15 25%5" 23'-10" 22'-0" 30'-2" 28'-4" 26'4" 34'-3" 32'-2" 29%8" 37'-10" 35'-7" 132'-10" 125% 20 20 24%3" 22%8" 1 20'-10" 28%9" 26'-11" 24%9" 32'-8" 30'-7" 28'-2" 36--1" 33'-10" I 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" I 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" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27,_4,. 25'-6. 32'-10" 31--1" 29'-0" 36'-3" 34'-4" 32,_1„ Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31%6" 29%9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 ' 10 40 15 22%2" 21'-9" 21'-3" 20'-0" 20'_7" 19%3" 26'-4" 25'-11" 25'-3" 24%6" 23'-10" 22'-10" 29'-111 228'-8"_27'_1" 29%5" 27'-10" 25'-11" 33'-0" 31'-8" 31'-5" 30'-9" 29'-11" 28%8 50 10 2_0%6" 19.-_8" 18'-8" 24'-4" 23'-4" 22%2" 27'-8" 26%7" _25'-2 30'-2" 29%4"— 27'-10' _ I 50 15 20'-6" 19'-6-3 " 18'" 24'-4" 23'-2" ti I 21'-8" 27'-0" 26%4" 24'-8" 28'41" 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--1" I 29'-2" 26'-11„ 34,-4" 32'4" 29,-9" 125% 20 20 21'711" T 20'-6" 18'-11" 26'-1" 24%5" 22'-5" 29'-8" I 27'-9" 25'-6" 32%9" 30'-8" 28%2" 25 1 10 23'-1" 21'-10" 20'-4" 27%5" 25'-11" 24%1" 31'-2" 29'-5" 27'-5" 34--1" 32'-6" 30'-3" 25 15 22'-0" 19'-2" 26'-l" 24'-7" 22'-9" 29%8"• 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16" o.c. Snow 30 10 22'-0" t28" 19'-6" 26'-2" 24'-9"23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29--1" 30 15 2VA" 18'-6" 25'-l" 23%8" 22'-0" 28'-1" 26'41" 26-0" 30'-0" 29'-4" 27'-7" 115%1 40 1 10 20'-0" 19'4" 18'-2" 23'40" 22'-10" 21'-7" 26'--9" 24'-6 28'-7" 28-2"T27'-l" rT—-- 40 115 19'-9" -8'-8" -" 5-------- 23'4" 22'-2" 20'-8" 26'- 0" 25'- 5" 24'-11" 23'-6" J- --- - - 27'-26-" 25% _ 50__ 10 _ 18'-6" _ -17%9" 16-11" 22'-1"—21'-2" 20'-1" 24'-5" 24'-1" 22'-10" 26.%1" -' 25%9" -! 26-3" - 50 15 18%6" 17'-8" 16%6" 21%5" 1 21%0" ! 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'4" Non- 20 10 22'-10" 21'-6" 20'-0" 27'-l" 25'-7" 23'-9" 30'-10" I 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" 264" 32'4" 30'-3" 27'-11" 125% 20 20 20'-7" 19'-3" 17%9" 24%6" 22'-11" 2VA" 27'-10" 26'-1" 24'-0" 30'-2" 28'-9" I 26'-6" 25 10 21%8" 20%6" 19'-1" 25'-9" 24%4" 22'-8" 29'-l" 27'-8" 25'4" 31'-l" 30'-6" 28'-5" 25 15 20%8" 19%5" 18'-0" 24'-6" 23--1" 21%5" 27%2" 26%3" 24'-4" 29%0" 28%3" 26'-11" 19.2" O.C. 30 10 20%8" 19%7" 18%3" 24'-7" 23%3" 21%9" 27%3" 26%6" 24'-8" 29'-1" 28'-7" 27'-4" Snow 30 15 19'40" 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" 21'-5" 20'-3" 24'-4" 24'-0' 23'-0" 26'-1" 25'-8" , 25'-2" 40 15- 18'-6" 17'-6" j 16_-4" 22'-4" 21%3" 20'-10" 19'-5" 23'-2" _ 22'_9" 22'-1" 24-9" 24'-4" 23'.8" 50 10 17%5" 16%8" 15'-10" 20%5" 19'-10" i 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" _ 23'-1" 50 15 17'4" 16'-7" 15'-6" 19'-7" 19'_3" 1 18%5" 21%4" 21%0" 20'-6" 22'-10" 22%2" 21%2" Non- 20 10 21'-1" 19'11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26--11" 26-0" 31'-4" I 29'-9" 27'-7" Snow 20 15 20%0" 18%9" 17%4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 20 19'-l" 17'-10" 16'-5" 22'-8" 21%3" 19%6" 25'4" 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 IVA" 18'-0" 16%8" 22'-3" 21%5" 19'-10" 24'-3" 23%7" 22'-6" 25'-11" 25'-3" 24'-4" c. O. C. 30 10 19'-2" 18'-2" 16'-11" 22,_4" 21'-7" 20'A" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'Al" Snow 30 15 18%4" 17'-4" 16'-l" 21'-0" 20'-6" IVA" 22,40„ 22'-4" 21'-7" 24%5" 23,41 23'-l" 115% 40 10 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21%9" 1 21%5" ' 21'-0" 23'-3" 22'-11" 40 15 17%5" 16'-9" 16'-2" 15.A.,--19'-0-'- 18'-7" 18'-0" r _- _ 20'-8" ' 2 __.. 19'-3" 21'-7" I 20'-9" ; 19'-8" 50 10 16'-1" 15'-5" 14'-8" 18%3" 18'-0" 1 17'-5" 19'-6" 19'-0" 18%5" 19'-10" 19'-5" ' 18'-9" 1 1 50 15 15'-5" i 15'12" 14'-4" 17'-3" ! 16'-8" 1 15'-11" 17'-11" 17'-4" 16'-6" 18'4" 17'-8" ^ 16'40" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Goa, Cascade GVVP • Pastern Spt,:, u:r rrtwye • 08,04,2015 Roof -Span Tables - Maximum clear span in feet and inches, based on horizontal spans. BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/,6" Flange Width 3'/2" Flange Width 11%." BCI.60s 2.0 14" B_CI• 60s_ 2.0 16" SCI.60s 2.0 1V/V BCI.90s 2.0 14" BCI° 90s_ 2.0 16" BCI.90s 2.0 4/12 4/12 8/12 4112 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12LiveDead4/12 4/12 8/12 4/12 T4/12 8/12 Load Load or to to or to to or to 1 to or to to or to to or to to Ipsq Ipsf] 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'-11" 40'-6" 37 7" 39'-0"136'40" 34'-2" 44'-3" 41'-9" 38'-9" 49'-0" 46'-3" 42'_11' Snow 20 15 32'-4" X-C 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'.3" 37'.0" 34'-9" 32'.1" 41'•11" 39'-4" 36'-4" 46'-5" 43'.7" 40'-3" 125% 20 20 30.40' 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" 36'40' 34'-10' 32'-5" 40'-10' 38'-7" 35'41" 37'4" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46%6" 44'-0" 40'-11" 25 15 30'-11" 29'-1" 26'-11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 3544" 33'-3" 30'-10' 40'4" 37'-9" 34'41" 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" 2'-1" 39'-4" O.C. Snow 30 15 29'-8" 28'4' 26'-0" 33'-9" 31'-10" 29%7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'-6" X-C 33'-9" 42'-8" E40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 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" 36'4. 1- 40 15 27'-9" 26_3" 24'-6" 31'-7" 29'_10' 27'-10' 34'-11" 33'-1" 30'-10' 31'-9"' 30'44 28'-0" 36'-0" 34'-0" 31'-9" 39'40" 37'4" 50 10 26'-1" 25'-0" 23'-9" 29'-8" 28'_6" 27'-0" 32'-11" 31'-6" 29'-11" 294-10" 28'-8" 27'-2" 33'-10". 32'-5" 30'-10 37'-6"!35'-114 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'-1" t -- - 37'-6" 35'-8" 33' S" Non- 20 10 30'-11" 29'-2" 27A" 35'-2" 33%2" 30%9" 38._11.. 36%9" 34.-1.. 35'-4. 33._4. 31'-0" 40.-1" 37'-10' 35'-1" 44'-5" 41'-11" 38'-11" Snow 20 15 29'-3" 27'-6" 25'-5" 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" 39'-6" 36'-6" 125% 20 20 27'-11" 26'-2" 24•-1" 31'-9•• 29•-9" 27'-4" 35'-2" 32'•11" X-C 31'•11" 29'•11" 27 6" 36'-2" 33•-11" 31 2" 40%1" 37'-7" 34•_7" 25 10 29'-4" 27'-9" 25'-10' 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28%0" 26'-4" 24'4" 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" O.C. 30 10 28'-1" 26'-7" 24'-10' 31'-11" 30'-3" 28'-2" 364" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'4" Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30-4- 29'-0" 27'-0" 34'-10" 32'41" 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" 30'4" 36'-8" 35'-2" 33'-3" 40 15 - 25'-1" 23'4" 22'-2" 28'-7" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" 287-9"127'_2" 25'-4" 32'-7" 30'-10" 28'-9" 36'4":34'-2" 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 15 234-7" 22'-6" 21'4" 264-10' 25'4" 23._11" 28'-7" 27'-8" 26'-5" 27.4. 25'-9" 24'-1" 30•_7•• 29'-2" 27'-3" 33'-11" 32'-4" 30'-3' Non- 20 10 29'•1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4" 1 29'-1" 37'-8" 35'-6" 33'-0" 41'.8" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'•7" 27'-3" 35'-8" 33'-6" 30'41" 39'-6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'•7" 29'-10' 27'-11" 25'-8" 33%0" 30'-11" 28'-6" 30'4" 28'•1" 25'40' 34'-0" 31'.10" 29'-3" 37'-8" 35'.3" 32'•5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'.7" 37'-5" 34'-11" 25 15 26'4" 24'-9" 22'41" 29'-11" 28'-2" 26--1" 33--1" 31'-2" 28'41" 30'-1" 28'-4" 26'-3" 34'-1" 32'-1" 294_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'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'40" 35'-10" 33'4" O.C. Snow 30 15 25'-3" 23'40' 22'-2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'-11" 28'44 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" 29'40" 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_41" 125'-6" 423'-10' 30'-7" 28'-11" 27'-0" 33'-10" 1 32'-1'JI29_-11" 50 10 22'-2" 21'-3" 20'-3" 25'4' 24'-2" 23-A" 25'-10" 25'-3" 24'-5" 25'-4"' 24'-4". 23'-1" 28'-8" i 27'-7"i 26% 31'-10" 30'-7" 29'71" 50 15 22'4" 21'-2" 19'-9" 23'-9" 23'-0" 21'-11" 23'-9" 23'-0" 21'41" 25'-4" 24'-2" 22'-7" 28'-8"I 27'-5", 25'-7" 29'-8"' 28'-8"' 27'-5" Non- 1 20 1 10 26--11" 25'-5" 23'-7" 30'-7" 28'40' 26'40' 33'41" 32'-0" 29'-8" 30'.9" 29'•0" 27'.0" 34'-10' 32'•11" 30'-7" 38'•7" 36'-5" 33'-10' Snowl 20 1 15 25'-6" 23'-11" 22.1.. 28.•11" 27'-2" 25'-2" 32._1" 30'-2" 27'-10- 29'-1" 27.-4" 25'.3" 33'-0" 31'-0" 28'-8" 36'J"134--Cl 31'4. 125% 20 20 24'-3" 22%9" 20'-11" 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 1 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 27'-74' 25._9" 33.-1" 31'-4" 29'-2" 36'-8" 34'-8" 32._4.4 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'41" 26'-9" 27'40" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" O.C. 24" Snow 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-9" 29'-1" 27'-2" 27'-11" 26'-5" S 31'-7" 29'-11" 28'-0" 364' 33'-2" 31'-0" 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4.. 27'-4" 26'-1" 24'-5" 26'-9" 25'-3" 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" 22'40' 24'-9" 24'-1" 23'-1" 25'-4" 24_4" 23'_0" 28_-8" 27'-7" 26--1" 30'41"130'-0"28:-10' 40 15 21140" 20'4" 19'-3" 22'-5" 21=6" 2065" 24'-5" 21'-6" 20'-5" 24'-11", 23'-7", 22'-0" 27'-9" 26'-8" 264' 28'-0'.; 26'-11"125'-6" 50 10 20' 6" 19'-8" 18'-9" 20'-8" 20'-2" 19'-6" 20'-8" 20'-2" 19' 6" 23'-5" 22'-6" 21'-5" 123-4"-22'-4"-20'-11"- 25'- 7"A24'-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" 23'-6" 122'-9" 1 21'-8" 23'-8"; 22'-11" 21'-10' F/ Ja/ J Base Cascade _SVa • r is;e•n Saeahrt Oujda • 0310A/2015 Roof to -ad -Tables i 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® 4500s 1.8 Series 11/" Flange Width 9%z" BCI® 4500s 1.8 11 W 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. Span Length Non- Snow Snow 115% 125% U240 Snow 115% Non- Snow 125% l U240 Non- Snow Snow 115% ! 125% , U240 i Non - Snow ! Snow ! 115% i 125% l U240 6 315 343 - 338 367 I - 353 i 383 - 356 387 7 270 ' 294 - 289 315 I - 302 329 - 305 332 8 236 257 - 253 275 ' - 264 287 ! - 267 ! 290 9 210 '; 228 - 225 245 ' - 235 255 i - 237 ! 258 10 189 205 - 202 220 i - 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 i 88 121 131 j - 141 153 - 142 155 16 83 90 73 106 115 - 126 ' 137 i - 133 145 17 73 80 61 94 102 - 111 121 ; - 125 136 18 65 i 67 51 84 91 - 99 108 - 113 i 123 19 58 58 44 75 82 73 89 97 i - 102 I 111 20 49 49 38 68 74 63 80 87 - 92 100 21 43 43 1. 33 61 67 54 73 79 - 83 i 90 22 56 61 47 66 1 72 - 76 i 82 23 51 54 ! 42 61 1 66 - 69 75 24 47 48 37 56 60 54 64 69 25 43 43 1 32 51 56 48 59 64 26 1 47 51 42 54 59 27 44 48 38 50 54 I - 28 41 44 34 47 51 , 46 29 i 43 l 47 41 30 j 40 44 j 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALL® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least A 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. Eo.se Cascade EN,P - Easterr Spender clurie • 9B`J41201t, 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 W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load t Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow I 115% Non -Snow I 125% U240 Snow 115% Non -Snow 125% U240 Snow I 115% Non -Snow j 125% i U240 6 315 343 338 367 353 383 1- 7 270 294 289 315 302 329 - 8 236 257 253 275 264 287 - 9 210 228 i - 225 245 235 255 - 10 189 205 202 220 211 230 - 11 172 j 187 184 200 192 209 ; - 12 157 171 169 183 176 191 i - 13 145 158 156 I 169 162 177 ( - 14 125 136 120 144 157 151 164 1 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 i - 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 1 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 i 38 Boise Cascade EVIIP - Eas;em Specifier Guide - 03/O4!2015 Roof Loa a es - --------- i Ml2t'-' _ .. .. 1_. + Y .- :..'.}n'-: ;"_.-. 7.:._ T.. y ..:_s.rs6•i4-•-=<... f..^•T..-'.-V•TL'.."17 ten......_:-¢.1. .`.. .v.. t-..:4L" 1 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%' For steeper slopes, see pages 15-18. per foot or less. BCI® 6000s 1.8 Series 25/16" Flange Width 91/2' BCI® 6000s 1.8 11%' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load ' Deflect. Total Load i Deflect. Span Length Snow ! 115% I Non- Snow 125% L/240 Snow 115% Non- Snow 125% 1 L/240 Non- Snow Snow ` 115% 1250/6 L/240 Snow 115% Non - Snow 125% 1 i L/240 6 360 1 392 375 408 390 424 398 432 7 309 336 322 350 334 I 364 341 371 8 270 294 281 306 293 318 ' 298 324 9 240 ' 261 250 272 i - 260 283 265 j 288 10 216 235 225 245 234 i 254 238 259 I - 11 196 213 204 222 j - 213 I 231 217 236 12 180 I 196 187 204 195 , 212 .' 199 j 216 13 166 180 173 188 180 196 183 199 14 145 I 158 135 161 175 167 182 170 i 185 15 126 137 111 150 163 156 j 169 ; 159 173 T- 16 111 121 92 140 153 j - 146 159 149 I 162 17 98 101 78 126 137 137 I 149 140 j 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 1 130 125 136 20 63 63 48 91 99 80 108 117 i - 119 I 129 21 55 55 42 83 90 69 98 107 112 122 22 48 1 48 36 75 79 60 89 J 97 1 88 102 111 23 42 42 32 69 70 53 82 89 78 93 I 101 24 61 61 47 75 I 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 54 73 79 27 43 43 33 59 63 48 67 i 73 65 28 I 55 57 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least '/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Go se Cascade E%I P • Easiefr Specu :er Guide • Od,O4,2O15 Roof Load- Tables--- -- - ---- --- rFV?.-:;. ..:: T+ ....i .Zi:.. .....i . .. a.....T.=m.T'.-..mot+.- .. .—_.=... ... -:-J i..r-. rt t..-u..-:`-. • .-SG!=.ifr' 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 31/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 91/2" BCI® 6500s 1.8 117/&" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% U240 Snow 1150A Non- Snow 1250A U240 Snow 115% Non- Snow 125% U240 Snow 115% Non - Snow 125% U240 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 1 50 51 39 34 47 47 36 35 43 43 33 Bcroe Ccsuda s Y.P • e:jsieii Speufte• rilde - 09104'2015 Roof Load_ Tables. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/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 Series131/2" Flange Width 11'/s' BCI®60s 2.0 14" BCI®60s 2.0 16" BCI® 60s 2.0 117/s' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load InAffAct. Total Load 'r)PflAct Total Load Deflect Total Load Deflect Total Load Delect. Total Load Deflect Span Length Non- Snow ' Snow o f o Non- ; Snow Snow o lo Non- Snow Snow; o 0 Non- Snow Snow 0 0 Non- Snow I Snow 0 0 Non - Snow Snow . 0 0 6 413 449 413 449 413 449 507 551 510 555 1 - 514 559 7 354 385 354 385 354 385 434 472 T - 437 476 1 - 441 1 479 8 309 336 309 336 309 336 380 41) 3 I - 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 I 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 1 92 1 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 53 41 40 40 31 58 1 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Qo.se Cascaae E Vv? - r--, ,un r.-i rx ruide. • 96042U11 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC. software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least '/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analYyzin9g 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. BCI®_Design Properties- ------------- -- - ---------- BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb -in 2] K x 10e Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] Bearing 3'/2" Bearing 3'/' Bearing 5'/." Bearing No WSM WSj21 ; No WSt'1 WSMNoWSMWSMNoWS01WSM 9'/2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 12525 2750 4500s 117* 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'/2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 ' 2525 2750 5000E 11% 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11ye 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 1 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9'/2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 ' 2700 2750 6500s 11Ve 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 ; 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 325060s11% 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 435090S11% 2.0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 0 16 1 4.9 1130501 1330 9 2550 1475 2150 1 1900 2350 1 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 - Swl' w12 384 El + K 0 = deflection [in] w = uniform load (lb/in] I = clear span [in] El = bending stiffness fib-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) Nail Size All BCI* Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O.C. Spacing inches End of Joist inches O.C. Spacing inches End of Joist inches 8d Box 0.113'e x 2.5' 2 1'/2 4 1'/z 8d Common (0.131'e x 2.5') 2 1 Y. 4 3 10d & 12d Box (0.128'e x T, 3.25) 2 1'/2 4 3 16d Box (0.135'o x 3.5') 2 1'/ 4 3 10d & 12d Common & 16d Sinker (0.148'0 x 3', 3.25') 3 2 6 4 16d Common 0.162'o x 3.5' 3 2 6 4 RCI® Dianhranm Tahle (1) 8C10 Series Dia hra m Capacity mn> Ilblftl Unblocked Blocked 4500s, 5000s As permitted for 2x framing 320 lb/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edgesinbuildingcode14806000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges Ib/ft for 4" o.c. nailing, staggered @ panel edgesinbuildingcode 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least 2 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. Bcne C%.sc3de _ P.? • castem Saecufia iwde • 03,0412315 Boise- Ca_scade _Rimboard______ YL Boise Cascade Rimboard Product Profiles 77 s1/z 11 1/81, 14" 16@1 114, 11/8" 1 if 15/16" 1 W 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. Perpendicular See chart for vertical load capacity. I.• IM Mln. 8d nails at 6" o.c. per IRC. Connection per design professional of record' s specification for shear transfer. Parallel Eneflor Wall Sheathing See chart for vertical load capacity. Me& -/.'thickness Perpendicular or ec1s 5 lohas f parallel to dm lC Connection per design professional of record' s specification for shear transfer. W dia through bons (ASTM A307 Grades Aefi. SAE 1429 Grades m or 2, or higher with washers and nub) or W die tag screws (MI panatratlon). steggerod Min. mn—tien fen as/til aid deck reedme Dock Joist Length Connection m2' O' d Nss 2 ran 14' belt or lag wow. 24' o.c. (300 pt mac) mYd• - W-W 2 rows %* bolt or , lag 1. 6' o.c. µ50 pt mac 1dote: For show bads greater Ono 40 pd, andla deed beds or -- than 10 pd, time connection per mac pr values sham above. Treatod Lodge r- Use only fasteners root are Approved rot use wUn con esparding wood ttestment 601SE CASCADE' Rimboord Notes: Design of moisture control by others (only structural components drown above). For information on deck lateral bad connections to meet the 2009/20121RC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further intornation on residential deck design, see AWC DCA 6. Prescaphve Residential Wood Deck Construction Guide. Boise_ Cascade-Rimboard -Properties Ya' L'tRfl-:._7_7eT':. ec•pT-_l.c:^ C`.R:-F'.C I_ 3LL?°"^'-'L v=3 IIetts.-T F 7l-. ..T'C.W.Lf _-G7:r.^ 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 I lb] Ib/ft lb/in Ib/in Ibfin Ib/in 1" BC RIM BOARD* m 1" BC RIM BOARD* OSB m 3300 3500 180 Limited span capabilities, see note 2 pPh" BC RIM BOARD° OSB a) 4400 3500 180 Limited span capabilities, see note 2 Is/ is" VERSA -LAM° 1.4 1800 (1) 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 525 2" thick framing fluor diaphragms 1s/." VERSA -LAM* 2.0 3100 (1) 5700 4300 Permitted per building code for all nominal 2" thick framing floor diaphragms 3100 2.000,000 285 750 Notes ProductClosest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARD' m 1'/a" BC RIM lshC VERSA -LAM 1'/." VERSA -LAM' NarrowFace (in] product information. 1" BC RIM BOARD' OSB m BOARD' OSB m 1.418000) 2.0 3100 ") 2. See Performance Rated 8d Box (0.113'e x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'o x 2.5') 3 3 3 3 10d & 12d Box (0.128"o x 3', 3.25') See publication in note 2 for 3 3 16d Box (0.135 o x IT) 3 3 4 4 tOd & 12C Common8 further nailing information. 160Sinker ( 0.148'a-x 3:, 3 25') 6 6 16d Common (0.162"o x 3.5') Bose Cnsca: le EVLP • C3$terr Specdter Guide • 38/34/2015 116 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. V-ERSA-LAM° Beam JAr-chitectur-al-Specifications---- Scope: This work includes the complete furnishing and installation of all VERSA- LAMe 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 -parry inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM• beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM* beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. Allowable -Holes -in -VERSA -LAM® Beams--- See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw a Depth anywhere within the shaded area of the beam. O o 3 Depth 3. The horizontal distance between adjacent holes must be a Depth 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. 1/3 Span 1/3 Span 5. The maximum round hole diameter permitted is: End Bearing Intermediate Bearing Beam Depth Max. Hole Diameter 5%" 7'/4" 1" 9'W and greater 2" 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. Eloise Cascade ` ,AIP • Eds:eni Saecu0er Gaide • 03/041*1015 VERSA-LAM__ _Beam _Details Bearing at concretelmasonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture bawler and lateral restraint at bearing. 1',' air space required Strap per code if top plate is not continuous over header. Verity hanger pacit with hanger between manufacturer VERSA -LAM* concrete column and wood. Column connector per design 1a Trimmers t 1 0 professional of recor0 Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush t with inside of wall Strap per code if Sloped seat cut \ t Hanger top plate is not Not to exceed t continuous Inside face of bearing. 00 NOT bevel cut VERSA -LAM* beyond inside face of wall without approval from MOlstuteBlockingnot shown for clarity. Boise Cascade EWP EnglneedngI barrier between concrete and wood I • or BC CALC'software analysis. 10 V CRJA-LAm- installation notes Minimum of 'W air space 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. M-ultiple-Member-Connectors Side -Loaded Applications Maximum Uniform Side Load pl Nailed r" %' Dia. Through Bait ('r WDia. Through Bolt(" Number 2 rows 16d 3 rows 16d 2 rows C 2 rows @ 2 rows 2 rows 2 rows 2 rows f Sinkers @ Sinkers 24' o.c. 12' o.c. 6' o.c. 24' O.C. 12' o.c. Q 6" o.c. Members 12' o.c. 12" o.c. I staggered I staggered I sta ered wa erect sta ered staggered 1%' VERSA-LAM*(Depths of 10" and less) 2 470 705 1 505 1 1010 2020 1 560 1 1120 2245 3ro 350 525 375 1 755 1515 420 840 1685 4(a use bolt schedule 335 1 670 1345 370 745 1495 3%" VERSA -LAM* 2m use bott schedule 855 1 1715 1 N/A 1125 2260 N/A 1%" VERSA -LAM* (Depths of 24") Number or Members Nailed m Dia. Through Boil"' I %' Oia. Through Bo1N" 3 rows 16d Sinkers Q 12' o.c. 4 rows led Sinkers a 12" o.c 3 rows @ 24' o.c. 8' slagoered 3 rows @ 18' o.c. 6' staggered 3 rows C 120 o.c. 4. staggered 3 rows @ 24' o.c. 8. staggered 3 rows @ 18' o.c. 6' staggered 3 rows 12' o.c. 4' staggered 2 705 940 755 1010 1515 840 1120 1685 3 rn 525 705 565 755 1135 630 40 1260 4 0) 1 use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that coftgqml to ANSI/ASME standard at8 21.1981 ASTM A307 Grades A6B. SAE J42Grades 1 or 2. or higher. A washer not less than a standard cut washer shall be between the wood and the boll 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 W bolts and 2W for W belts Boll 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 3.25• length. 4 7' wide beams must be top -loaded of loaded from both sides (lesser side shall be no less than 51L of opposite side). Top - Loaded Applications For lop -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing 01 Maximum Uniform Load From One Side 2) Y/." plies Depths 11 Ye" 6 less 2 rows 16d box/sinker nails @ 12" o.c. 400 pif Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c 600 pff Depth = 24" 4 rows 16d box/sinker nails 12" o.c. 800 pH 3) IV.."" plies (Q Depths 11V." R less 2 rows 16d box/sinker nails 12" o.c. 300 pff Oe the 14" -18" 3 rows 16d box/sinker nails 12" o.c. 450 H Oe th = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pff 4) 1Y." plies Depths 18" 8 less 2 rows W bolts @ 24" o.c., staggered 335 pff Depth = 24" 3 rows W bolts @ 24- o c., staggered eve 8" SOS pit 2) 31r4" plies Depths 18" ti less 2 rows W bolts Q 24' o.c., staggered 855 pit Depth 20" - 24" 3 rows W bolts @ 24' o.c., staggered every 8' 1285 pit 1. The naa schedules shown apply to and by 25%for non -snow bad roofs 7. Connection values are based upon both sides of a 3-member beam where the building code allows the 2012 NDS. 2 16d by= 0.135' diameter x 3 5 Use allowable load tables or BC S. Fastenklaster Tmsst.ok, Simpson Is5' length• I6d sinker nails = 0148. drartreler x 3.25' length. CALC* software to sue beams Strong -Tie SOW" SOS, andUSP INS + craws may sbo be used to 3. Beams wider than 7' must be 6 An equivalent specific gravoy of 0 5 may be used. when designing connect muftlp/e member VERSA. designed by the engineer of record mcrfrc connsdwns with VERSALAW beams corded Boise Cascade E1Vb Engineering for 4Asvaluesinthesetablesmaybeincreased b/ 15%for snow -bad roofs LAM further Ldormedon. Bo se Cascade EVhP • Eastern Speerief Gwoe • 08 04.205 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM* beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly. the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly. The following is an example of how to size and conned a multiple -ply VERSA - LAM' floor beam. Given. Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16-0". Beam depth is limited to 14" _ n Find A multiple 1Y." ply VERSA -LAM" that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' 12 + 18'12 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALL* to size beam. A Triple VERSA-LAM-0 2 0 3100 1 Y." 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 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, tY." VERSA -LAM". 3 members. S. The proper connection schedule must have a capacity greater than the max. side load: Nailed. 3 rows 16d sinkers (d 12" o.c 525 plf is greater than 450 plf OK Bolts. V7 diameter 2 rows Q 12" staggered: 755 plf is greater than 450 plf OK VERSA -LAM® Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (pin KEY TO TABLE Middle Figure Allowable Live Load (plf( Bottom Figures - Minimum Required Bearing Length at End I Intermediate Supports [inches) Span ft( IY: VERSA -LAM' 2.0 3100 Double Ply 1VV VERSA -LAM* 2.0 3100 or 3Y: VERSA -LAM 2.0 3100 Triple Ply IY,' VERSA -LAM• 2.0 3100 or SY: VERSA -LAM 2.0 3100 Ouadruple Ply I% VERSA -LAM' 2.0 3100 or T VERSA -LAM 2.0 3100 PIT 9%:" 11 Y." 1 14" 7 14" 9 Y," 11 %: 1 14" 1 16" 1 18" 24" " 9 Yi 11'V.- 14" 16" 18" 20" 24" 11 Y." 1 14" 1 16" ' 18" 20" 24" 763 1063 1424 1795 1525 1 2128 1 2849 1 3590 4367 5232 5226 3169 4273 15384 6580 7648 7845 761E 5697 7179 8773 10183 110159 10451 6 762 - 1 1525 I - 1.814.1124/6.113.3/8.2.4.1/10. 1.8/4.12.1/6.1 3.318.2,4.1110.1' 5112.61 6/15 1 6/15 2.416.1 3.318.2.4.1/lO.S 5112.61 6115 6115 6115 1.3/8.24.1110.95112.6 6115 1 6115 6/15 479 1746 I 979 1207 957 1492 1957 2414 2886 3402 1 3913 22i7ll 7 2936 3622 14328 15103 5676 5870 3914 4829 5771 6803 7834 7826 8 322 724 843 1417 1.5/3.12.315.713/7.5 3.7/9.11.5/3.7!2.315.7 317.5 3.7/9.3,4.4111.152113 6115 5.7 3/75 3.7/9.3,4.4/11.1,521131 6115 6115 3/7.5 3.7/9.1,4.4/11.1!5.2113 6115 6115 243 ' $51 1 745 909 487 1102 1489 1817 2148 2502 1 3126 1653 2234 2726 3222 3753 i 4322 4698 2978 3635 4296 5003 5763 6251 10 165 370 724 329 741 1447 fill 2171 I - 2894 1.513 ,2.115.3 2.917.1 3.516.7 1.511 2.1/5.1 2.9/7.1 3.5/8.7,/.1/10.3 4.81121 6115 2.115.3 2.917.1 3.518.7'.4.1110.1 4.8112 5.5113.8 6115 2.917.1 3.518.7'4.1110.14.8112 5.5113.9 6115 182 t 413 865 606 364 825 1330 1617 1004 2209 2839 1238 1995 2425 2856 1 3313 3800 4259 2659 3233 3807 4417 5067 5679 11 IT 278 544 247 557 1087 835 1631 2175 1.513 11.714.4 2.817 3.418.5 1.513 i 1314.41 2.817 i3.418.5, 4/ 10.1 r.7/11.7 6115 1.714.1 2.817 13.4185 4110.1 4.7/11.75.4/13.4 6115 2.017 3.418.5 4110.1 ;4.7111.75.4113.4 6115 139 317 565 728 1 279 634 1 1170 145E 1 1709 1977 2601 950 1 1755 1 2164 ' 2564 2965 3390 3901 2340 2912 1 3418 1 3953 1 4519 5201 12 1 95 214 419 666 191 429 1 837 1372 643 1 125E 1 2058 1675 2745 1.513 ,1.513.7 2.716.8 3.418.4 1.513 j 1.513.7 2.7/6.8 1.4/8.4 3.9/9.9 4.6/11.4 6115 1.5/3.7 2.7/6.8 3.418.4, 3.9/9.9!4.6111.4 5.2113 6115 2.7/6.8 3.418.4 3.919.9 4.6111.4 5.2111 6115 109 248 488 662 217 1 496 976 1324 1 1550 1 1789 1 2399 744 1464 1986 2326 2683 3059 3598 1952 2647 3101 13577 1 4078 4797 13 75 169 329 540 150 1 337 659 1079 50811.513.112.418.113.318.3!3.919.7.4.5111.25.1112.7i 988 1619 131712.416.113.318.313.919.7.4.5/1115.1/12.7i 1 2159 1.513 11.5/3.1;2.416.1 3.3/8.3 1.513 11.5 33.1 2.416.1j3.318.1 3.919.7,4.5/11.2, 6115 6115 6/1S 68 198 1 390 585 171 1 395 779 1171 1416 1633 2226 593 1 1169 1 1756 212E 1 2449 2786 3338 1558 1 2342 2837 1 3265 3715 4451 14 60 135 j 264 432 120 270 527 864 1290 405 791 1296 1935 1055 1728 2580 1.513 1 1.513 2.1/5.3 3.217.9 1.513 1.513 2.115.3 3.217.9 3.819.6 4.4111 6115 1.513 2.115.3 3.217.9 3.8/9.8 4.4111 5/12.5 8/15 2.1/5.3 32/7.9 3.8/9.614.4/11 5112.5 6115 70 160 316 509 139 320 631 1018 1 1307 1502 1 2076 479 1 047 1 1527 1960 22S3 255E 3113 1262 1 2036 2614 3003 3410 4151 15 49 110 214 351 98 220 429 703 1 1049 1491 329 643 1054 1573 2240 656 1405 2098 2987 1.513 1.513 1.814.6 2.917.4 1.513 1.513 1.8/4.8 2.917.1 3.8/9.5,4.3/10.9 6115 1.5/1 18/4.6 2.917.1!3.819.5,1.3110.94.9/12.3, 6/IS 1.814.612.9/7.1 I 3.8/9.5,4.3/10.94.9/12.1 6115 57 I 131 2S9 427 113 262 1 516 851 1151 1390 1941 39 1 777 1281 1727 2065 2364 2917 1036 1708 2303 1 2780 1 3151 3889 16 40 I 90 1 177 289 80 181 1 353 579 884 1230 271 1 530 I 8611 1296 I616 707 I1S8 1728 1 2461 1 - 1.513 1 1.513 1.614 2.616.6 1.5/3 1 1.513 1 1.614 2.6/6.613.618.9,4.3/10.7 6115 1.5/1 1 1.614 2.616.E 3.616.91.31f0.7,4.91122 6115 1.611 2.616.E 3.616.94.3110.14.9112.2 6115 108 1 215 1 355 93 217 430 710 1 1018 1274 1826 325 645 1 106E 1 1527 1911 1 2196 2739 60 1420 2036 ' 2547 ' 2929 3652 17 75 147 1 241 67 151 295 481 720 1028 228 1 442 i 721 1 1081 1539 1 2111 589 965 1441 2052 2814 11.513 1.513.E 2.315.9 1.5/3 1.513 1.5/3.8 2.3/5.9,3.3/8.4,42/10.5 6115 1.513 1.5/3.6,2.315.9 3.318.4,4.2110.5 4.61121 6115 1.5/3.612.315.9 3.3/8.44.2/10.5 4.8112 1 ails g0 1 180 1 298 77 181 1 360 598 694 1134 1 1701 271 1 $40 694 1 1341 1701 12051 2552 720 1 1191 1 1798 2268 2735 3402 18 64 I 124 203 56 127 248 407 607 864 191 372 610 910 1298 177E 198 813 1214 1728 237f 1.5/3 1.513.2 2.1152 1.511 1 1.513 1.513.212.115.2 3 117.61 419.9 [5.91114A 1.513 1.513212.1152 3.117.8 419.99 4.8111.95.9114. 1.513.2 2.1152 3.117.8 J 419.9 ,4.8/11.95.9111. 76 152 252 65 152 304 1 504 1 758 1 1016 1592 229 451 1 757 1137 1524 1863 2388 609 1009 1516 2032 2484 3184 19 54 105 173 46 108 211 1 346 1 518 1 735 162 316 1 519 774 1102 1512 422 691 1032 1470 2018 1 513 1 1.513 11.014.7 1.513 1 1.513 1 1.513 11.914.71 2.817 13.719.4 5.8114. 1.513 1 1.513 11.914.71 2.817 3.719.4 4.6/11.45.8/14. 1.511 1.9/4.7 2.817 13.7/9.4,4 8/11.45.8/11. 130 215 54 129 259 430 647 915 1496 194 389 646 971 1373 1678 2243 Sig 861 1295 1830 2237 2991 20 42; g0 118 41 93 181 29611714.2 442 630 1493 139 271 445 664 945 1296 2240 362 593 885 1260 1728 2987 1.513 1.714.2 1.513 1.513 1.513 2.516.3 3.618.9'5.8114.5 1.513 1 1.513 1.7/42 2.5/6.3 3.6/8.9.4.3/10.95.8114. 1.513 1.7142 2.516.3 3.618.9.4.3110.85.8114. 96 160 95 192 320 1 482 692 1 1304 142 288 480 724 1 1038 1 1362 1 1956 384 I 640 965 1383 1 1842 2608 22 68 111 70 136 223 1 332 1 473 1 1122 104 204 334 499 1 710 1 974 1 1683 272 445 665 947 1299 2244 1.513 1.513.5 1.513 1.513 1.513.5 2.115.2 317.4 5b/13. 1.5/1 1.5/3 1.S/3.5 2.1152 317.4 3.9/9.95.6113. 1.513 11.513.5 2.115.2! 317.1 3.9/9.95.6/13 72 122 71 145 243 368 1 529 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1 1460 2194 24 52 86 54 105 172 1 256 365 864 80 157 257 364 547 750 1296 209 1 343 512 729 1 1000 1728 I 1 1.513 1 1.513 1.513 1 1.513 1 1.513 11.814.4 2.518.35.1112.9 1.513 1 I.S/1 1 1.513 1.8/4.4 2.5/6.3 3.1/8.6,5.1/12. 1.513 1 1.511 1.814.1 2.516.313.4/8.85.1/12. 58 91 54 111 188 286 412 927 60 167 282 I 129 816 855 1390 223 378 572 621 1119 1853 26 41 87 12 82 335 201 287 680 63 124 202 302 430 S90 1020 165 1 270 403 574 787 1359 1.513 1.513 1.513 1 1.513 1 1.513 1.5/3.7 2.115.3,4.7/11. 1S/3 1 1.513 1 1.513 11.513.7 2.115.1 2.917.3,4.7/11.P 1.513 11.513 1.5/3.712.1/5.1 2.917.3,1.7/11. 74 1 87 1 146 226 326 792 61 130 1 222 1 338 1 489 1 678 1186 174 296 1 451 652 904 1584 213 54 66 t08 161 230 544 51 99 162 242 344 472 816 132 218 322 459 630 1088 I.113 1.513 1.513 1.513.2 1.814.6!4.411 O.S 1.513 1.513 1 1.513 1.5/32 1.8/4.8 2.5/6.3,4.4/10. 1.513 1 1.513 1.5132 1.814.8 25/6.3,4.4/10. 59 88 118 180 282 839_ IN 178 271 393 5/6 959 137 235 361 523 728 1279 30 44 54 88 131 187 442 80 132 197 280 384 664 107 178 262 373 512 865 1.513 1.513 1.513 1.5/3 1.8/4 3.8/9.5 1.513 1.513 1.513 11.6/4 2.215.5 3.819.6 1.513 1.513 1.513 1.614 2.215.5 3.810.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U360. 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 1s 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 allomble 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-py 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 a broad range of applications. It may be possible to exceed the limitations of this (able by analyzing a spec application with the BC CALC` software. Hc1s^ C::scada'!':' • - as-e•ii Se.aGe• ,fide • C9'0412015 VERSA -LAM® Roof load Tables- _ VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load (plf( Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches( Span ft( 1'/.' VERSA -LAM• 2.0 3100 Double Ply IVV VERSA -LAM' 2.0 3100 or 3Y." VERSA -LAM 2.0 3100 Triple Ply 1'/.' VERSA -LAM• 2.0 3100 or 5Y.' VERSA•LAM 2.0 3100 Quadruple Ply 1'/.' VERSA•LAM' 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/T 9%." 11Y" 14" 7'/." 9%:" , 11'/." 14" 16" 18" 24" 9%:" ; 11V.- 14" 16" 18- 20" 24" 11%"! 14" 16" 1 18" 20" 1 24" 878 1223 1639 2065 1755 2448 3278 4130 5047 5232 226 3669 4917 6195 ' 7570 7948 7645 7838 6556 8260 10094 10463 10459 10451 215 1 2.817 13.819.44.7/11. 215 2.817 3.6/9.44.7111.65.8114.5; 6115 6115 2.817 3.8/9.4.4.7/11.85.8/14T 6115 6115 3.8/9.4,4.7/11.65.8/14.5' 6115 6/15 6115 598 858 1126 1389 1197 ' 1717 1 2252 2779 i 3321 3915 3913 2575 1 3379 416E 1 4981 r 5872 1 5876 5870 4505 1 5558 ; 6642 7829 1 7834 7826 8 482 I 965 1.814.8 2.616.813.518 6'43110.6 1.814.E 2.616.6:3.518.64.3110.65.1112.71 6/15 8I15 2.6/6.8 3.5/8.84.3/10.65.1112.7. 6115 6 115 6115 3.51864.3/10.65.1112.71 6115 6115 6115 326 637 857 1046 651 1274 1714 2092 2472 2NO 3126 1912 2571 3138 1 3709 1 4320 4695 4688 3429 1 4184 1 4945.1 5759 1 6259 1 6251 10 247 556 1 - 494 I 1111 1667 1.513.12.416.113.316.214110 1.513.1 i 2.416.113.318.2 4110 1.4.7111.9.5.5113.81 6115 2.416.13.318.2 4110 4.7111.95.5113.816115 6115 3.318.2;4110,4.7111.95.5113.8.6115 6115 244 526 765 1 931 487 1052 1 IS31 1 1861 2192 2543 2839 1577 1 2296 2792 ' 3288 1 3814 426, 5 14259 3062 13723 1 4383 SOBS 5687 5679 11 186 418 371 I 835 - I - I - 1253 1 - If--I-- 1.5/3 2.2/5.W3.218.113.919.8 1.5/3 12215.6 3218.1 3.9/9.84.6/11.65.4/13.4 6115 2.2/5.6132/8.1 3.919.84.6/11.65.4/13.4. 6115 6115 32M_113. 199.84.6111.65.4113.4 6115 8115 187 424 674 1 818 374 1 $48 1347E16.76 1968 2276 2601 1272 2021 2514 2952 3414 3903 3901 2694 3353 3936 4552 ' S203 5201 12 143 322 628 208 643 1256965 1664 I - 1 2512 1 1.513 214.9 13.117.8 3.919.7 1.513 1 214.9 13.111.E 3.919.74.5111.35.2/13.1' 6115 214.9 3.117.8 3.9/9.7r4.5111.35.2113.1,1 6115 6115 3.117.8 3.919.7:4.5111.352113.1 6115 6115 146 332 1 571 1 762 292 665 1146 1524 1705 2060 2399 997 1719 2287 2678 1 3089 3522 3598 2292 3049 j 3571 4119 4698 4797 13 112 251 494 225 506 088 759 1482 1978 1 - 1 . - 1.5/1 1.714.212.9172 3.819.5 1.513 i1.7142 2.9172 3.819.54.5/11.25.1112.9, 6115 1.7141 2.9/72 3.8/9.54.5/11.25.1112.95.9/14.7 6115 2.9/72j3.819.54.511115.1112.95.9114.71 6115 116 265 1 493 674 1 233 1 S30 987 1349 1634 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 1 427E 1451 14 90 203 396 648 1 180 405 791 1296 608 1187 1944 1582 2593 1 - - 1.5/1 11.513.6 2.716.7 3.619.1 1.513 1.513.8 2.716.7 3.619.1 4.4111 5.1112.71 6115 1.513.E 2.716.7 3.619.1 44111 5.1/12.75.8114.1 6115 2.716.7 3.619.1 4.4111 5.1112.75.8/14.4 6115 94 215 423 586 188 1 429 I $46 1173 1 1505 1 1730 207E 644 1268 1759 2258 2595 2948 1113 1891 234E ' 3011 3459 3928 1 4151 15 71 185 322 527 146 329 i 643 1 1054 i - 494 1 965 1 1581 128E 1 2108 1.513 11.513.1 2.516.113.418.5 1.513 1.5/3.1,2.516.1 3A/8.54.3/10.9 5112.51 6115 1.5/3.112.5/6.1 3.418.54.3/10.9 5/12.5 5.7/142 6115 2.5/6.1 3.4/8.54.3/10.9 5112.5 5.7114.2 6115 77 176 347 515 153 352 J 695 1 1029 1327 1601 1944 528 1 1042 1544 1990 2402 2723 2917 1389 20S8 1 2653 3202 3630 3889 16 60 136 265 434 121 271 J 530 1 868 1296 407 795 1303 1944 1060 1737 1 2593 1.513 1 1.513 2.215.1 3.217.9 1.513 1 1.513 2.2/5.4 3217.9,4.1110.24.9/12.3 6115 1.513 2.215.1 3117.9A.1110.24.9112.31 5.6114 6/15 22/5.1 32/7.94.1/10.24.9112.3 5.6114 6115 63 146 289 455 127 292 577 910 1173 1468 1629 438 I 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 i 3657 17 50 113 221 362 101 226 1 442 724 1081 1 - 339 681 1 1086 1621 894 1448 2161 1.513 1.513 11.914.81 317.5 1.513 1 1.513 11.914.81 317.5 13.919.614.81121 6115 1.513 11.914.81 317.5 3.919.E 4.8112 5.5113.8. 6/15 1.914.81 317.5 13.0/0.8 4.811215.5113.8 6115 53 122 242 399 106 244 484 799 1045 1307 1726 367 726 1198 1567 1061 2364 2588 968 1598 2089 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 1 - 744 1220 1821 2593 1.5/1 1.5/3 1.7/1.3 2.8/7 1.513 i 1.513 1.714.3 2.817 3.6/9.1 4.5111.4 6115 1.513 1.714.3 2.817 3.6/9.14.5111.45.5113.71 6115 1.714.3 2.817 3.6/9.14.5111.45.5113.7, 6/15 103 205 339 1 89 206 410 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1 1872 2342 ' 2862 1 3267 19 81 158 258 72 162 316 S19 774 1102 243 475 778 1161 1653 - 633 1037 1548 2204 1.513 11.513.8 2.516.3 1.513 1.513 I.5/3.8 2.516.1 3.418.6,4.3110.8 6115 1.513 1.5/3.8 2.5/6.3 3A/8.64.3/10.85.3113.1 6/15 1.5/3.8 2.516.313.4/8.64.3/10.85.3/13.1 6115 68 175 289 75 176 350 579 43 1055 1551 263 525 US 1265 1 1593 1934 2326 699 1157 168E 1 2110 2579 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1416 543 889 1127 1890 1.5/1 111.513A 2_115.6 1.5/3 1 1.513 1.513.4 2.315.8 3.318.24.11101 6115 1.513 11.513.4 2.3/5.8 3.318.24.1110 5/12.5 6/15 1.513.4 2.315.E 3.318.2 4111015112.5 6115 65 130 216 54 1 130 260 431 1 649 869 1 1407 194 390 647 973 1303 1593 2111 520 62 1297 1738 2124 2815 22 52 102 167 46 104 204 334 499 710 157 106 501 748 1065 1461 - 408 60 997 1420 1948 1.513 1.513 1.914.7 1.513 1.513 11.511 1.914.7 2.817 13.7/9.3 8/15 1S/3 1.5/3 1.914.71 2.817 3.7/9.34.5111.3 6115 1.513 11.9/4.7, 2.8/7 3.7/9.3,4.5/11.3. 6115 99 164 98 127 329 496 711 1259 146 296 493 744 1066 1334 1689 395 6S8 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 216 386 578 820 1125 314 515 786 1091 1500 1.513 1.613.9 1.513 1.513 1.613.9 2.315.9 3.318.35.9I14. 1.513 1.513 1.613.9 2.315.9 3.318.34.2/10.45.9/14. 1.513 1.613.9 2.3/5.9 3.318.34.2110.45.9/14. 76 128 75 153 256 t 387 555 1069 112 229 383 S80 1 833 1132 i 1604 305 511 1 773 1110 1510 2139 26 I 62 101 63 124 202 1 302 430 1020 95 185 304 453 1 645 885 i 1520 247 405 604 860 1180 2039 1.513 1.513.31 1 1.513 1 1.513 1.5/3.3, 215 12.817.1'SA/13.1 1.513 1 1.513 11.513.31 215 12.817.1 3.819.6 5.4113.1 1.511 11.513.31 215 2.817.1 3.819.6 5.4113. 60 101 58 120 202 306 441 919 87 180 303 459 661 914 1378 1 240 1 404 612 82 1219 1 1837 28 49 81 51 1 99 1 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1 1633 1.513 1.513 1513 1 1.513 1 1.513 1.714.3 2.416.1 5/12.6 1.513 1 1.511 1 1.513 11.714.312.416.1 3.418.4 5112.6 1.513 1 1.513 11.7/4.3 2.4/6.1 3.4/8.415/12.6 81 95 161 246 355 797 68 1 141 1 242 369 533 738 1198 190 323 492 710 9641 1594 30 66 80 132 197 280 664 62 121 198 1 295 420 576 998 161 263 393 560 768 1327 1.513 11.513 1.513 1.5/3.7 2.1/5.34.7/11. 1.513 1 1.511 1 1.513 1.513.7 2.115.3 2.917.3 4.7111.7 1.513 1 1.513 1.5/3.7 2.1/5.312.917.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity of the beam in addition to its own weight value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, Live Load values are limited by deflection equal to U240. Check the local building code for other such as a weaker support material, may warrant longer bearing lengths. Table values assume that deflection kinds that may apply. support is provided across the lull width of the beam. Where a Live Load value is not shown, the Total Load value will control. For 2-ply, 3-py or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Table values represent the most restncbve of simple or multiple span appplications. Span is measured Load values. Minimum Required Bearing Lengths remain the same for any number of plies. center to center of the supports. Analyze multiple span beams with the BC CALC• software if the length of arty span is less than half the length of an adjacent span. tY. inch members deeper than 14 inches are to be used as muPo le member beams on pe PyTable values assume that lateral support is provided at each support and continuously along the top This table was designed to apply to abroad range of applications It maybe possible to exceed the edge and applicable compression edges of the beam. limitations of this table by analyzing a specific application with the BC CALL software. 6o sn Cascaae E4:P • Pu..lorr Speci':yr t' iwjii • 08 04,2315 VERSA -LAM® Roof Load Tables___ VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load (plfl KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span fill 1'/.' VERSA•LAM'2 0 3100 Double Ply 1Y." VERSA•LAM12.0 3100 or 3W VERSA -LAM 2.0 3100 Triple Ply 1'/.' VERSA -LAM' 2.0 3100 or SY.' VERSA -LAM 2.0 3100 Ouadruple Ply1'/.' VERSA -LAM* 2.0 3100 or 7' VERSA -LAM 2.0 3100 7'/.- 91/i- 11%i 14" 7Y." 9%a" 111%" 14" 16" 1 18" 24" , 91/1" 11V." 14" ! 16" 18" ! 20" 1 24" 11%" 1 14" 1 16" 18" 20" 1 24" 954 1330 1782 2245 1908 1 2660 3564 4491 5234 5232 1 $226 3990 5346 6736 7851 7848 7845 7838 7128 18981 110467 10463 : 10459 10451 6 22/5.5 3.1/7.8!4.111025.1/12. 2.2/5.5,3.1/7.6-.4.1110.25.1112.9, 6115 6115 6/15 31/7.84.1T5.1112.9, 6115 6115 6115 6115 1/1025.1112.9 6/IS i 6115 6115 6115 640 1 933 1 1225 1511 1279 i 1867 2449 3022 3611 3919 13913 2800 1 3674 ' 4S32 5417 5879 , S876 5870 41199 1 6043 1 7222 7838 7834 7826 8 482 965 2/1.912.917.1 3.819.1,4.6/11. 214.9 12.9/7.1 3.8/9.14.8/11.65.5113.6 6115 1 6115 2.917.1 3.8/9.44.6/11.65.5113.9 6/15 1 6115 1 6/15 3.8/9.44.8/11.65.5/13.8 6/15 1 6115 6115 326 693 932 1138 651 ! 1388 1 1864 1 2275 2689 3132 3126 2079 1 2797 3413 4698 1 4695 4688 3729 4550 5378 6263 6259 6251 10 247 556 494 711111 1667 J1033 1.5/3.1 2.7/6.613.618.94.4/10. 1.5/3.1!2.7/6.6 3618.94.4/10.952/12.9 6115 1 6115 2.716.8 3.6/6.9,4.1/10.952112.9 6/15 1 6115 6115 3.6/8.94.4/10.95.2112.9 6115 ' 6115 6115 244 552 833 1012 407 1 1104 1665 2024 2394 2765 2939 1656 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 15687 5679 11 186 418 815 371 835 1 1631 1253 2446 I 3262 - 1.5/1 2.315.8 3.5/8.8,1.3/10. 1.513 2.315.8 3.5/8.8,4.3110.7, 5/12.6i5.6114.61 6115 2.315.8 3.5/8.11,4.31101 5112.8 5.8114.6 6115 6116 3.5/8.8,4.3/10.715112.6,5.8/14.6 6115 6115 187 1 424 733 1 912 1 374 848 1465 1623 2141 2475 ' 2601 1272 1 2198 1 2735 3211 3713 ; 3907 3901 2931 1 3647 4281 ' 4951 5209 2201 12 143 322 628 286 643 1256 965 1894 2S12 - - 1.5/1 214.9 1.4/6.1 42/10. 1.5/3 2/1.9 3.{/8.1,4.2110.51.9I12.35.7/11.3 6115 2/4.9 3.4/8.1,1.2/10.51.9112.35.7/f1 3 8/15 8Iis 1.4/8.4,1.2/10.54.9112.35.7114.3. 6115 6115 146 332 623 829 292 I 665 1247 1658 1942 2240 1 2399 997 1870 2487 2913 3360 3604 3598 2494 3318 3894 4460 4806 4797 13 112 253 494 810 225 508 988 1619 i - 75911.714.213.117.84.11IOA4.8/12.1,5.8/14 1482 2429 - I 1976 3238 1.513 1.7/12 1.1/7.84.1/10. 1.513 1.7/12 3.1/7.84.1/10A4.8/12.1 5.6114 6115 6/15 8/IS 3.1/7.84.1/10.44.8112.1,5.6/141 6115 6115 116 265 521 734 233 530 1043 1 1467 1777 2046 2226 798 1 1564 2201 1 2666 3068 3345 3338 2085 1 2934 3554 1 4091 4459 44S1 14 90 203 396 648 180 405 791 1 1296 608 1187 1 1944 1S82 1 2593 1.513 11.513.61 2.817 419.9 1.511 11.513.61 2.817 1 419.9 14.8112 S.5/13.6 6115 1.513.E 2.017 1 419.9 14.8112 5.5113.8 6115 6115 2.817 1 419.9 14.8112 5.5113.8 6115 6115 94 215 1 423 1 eU 198 429 848 1 1276 1 1638 IS82 2076 644 1268 1 1914 2456 2823 1 3120 3113 1691 2552 3275 3761 4159 4151 15 73 165 322 527 146 329 643 1054 1573 494 965 1581 2380 1 - 86 2:.5/8.113.7/9.24.7111.85.4111.6 2106 3146 - - 1.5/3 1.5/3.1 2.518.1 3.7192 1.5/311.5/3.1 2.518.1,1.7I9.24.7I1185.1113.6 8/15 1.S13.1 2.5/6.1 3.719.2,4.7/11.85.1/13.6 6/15 6115 8/15 8/15 77 176 347 560 153 352 695 1120 1443 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 3494 3897 3889 16 60 118 265 134 121 211 530 888 1298 407 795 1301 1941 1080 1717 2593 1.513 1.5/3 12.215.1 3.518.E 1.513 1 1.513 2215.1 3.518.6,4.4111.15.1/13.4. 6115 1.513 2.2/5.4 3.5/8.84.4/11.15.4113.4, 6115 1 6115 2.215.4 3.518.84.4111.15.4/13.4 6115 6115 1 146 269 476 127 292 577 951 1277 1597 1829 438 866 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362101 226 442 724 1081539 339 663 1088 1621 2308 1 - 8&1 1448 2161 30781.5/3 1.5/3 1.9/1.8 3.117.8 1.5/3 1.5/3 1.9/4.8 3.1/784.2It0.55.2/13.1,6/15 1.5/3 1.9/4.8 3.1/7.8,4.2/f0.55.2/13.1 6/15 6115 1.914.8 3.117.81.2110.5S2113.1 6115 6115L6353122242399106244484799113714221726367726119817052133257225N968159822742845134293451 42 95 186 30S 85 101 372 610 1 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.513 1 1.513 11.714.3 2.817 1.513 1 1.5/3 11.714.31 2.817 f 419.9 4.9112.3 6115 1.513 11.714.31 2.817 1 419.9 4.9112.35.9114.9,' 6115 1.714.31 2.817 419.9 4.9/12.35.9/14.9, 6115 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 - 243 475 770 1161 1653 2268 813 1037 1548 2204 3024 1.5/3 11.513.8 2.516.3 1.513 1.513 1.513.6,2.5/83 3.719.3,4.71117; 6115 1.511 1.513.8 2.516.3 3.719.3,4.7111.75.7114.3, 6115 1.S13.82.5/8.3 3.719.3,1.7111.75.7114.3. 6115 88 175 1 269 75 176 350 579 869 1149 1551 263 525 80 1303 1723 2105 2326 699 1157 1737 1 2297 ' 2807 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 19" 43 69 1327 1890 2593 1.513 1.513.4 2.315.6 1.513 1.513 1.513.4 2.3/5.613.416.4,4.4111.1 6115 1.513 1.5134 2.315.8 3418.44.411115.4113. 6115 1.5/3.1 2.3/5.6 3.4/8.4,4.4/11.15.4/13.6 8115 65 130 216 54 130 260 431 649 928 1407 194 390 647 973 1393 1 1735 2111 520 1 $62 1297 1 1857 ' 2313 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1 1461 408 1 668 997 1 1420 1948 j 1.513 1.513 11.914.7 1.513 1 1.513 1 1.513 11.014.71 2.817 1419.9 1 6115 1.513 1 1.513 11.9/4.71 2.817 1419.9 41.9112.3. 6115 1.513 1.914.7 2.817 1419.9 4.9112.1 6115 99 164 1 98 197 329 496 711 1288 146 296 493 744 1068 1 14S3 1932 395 658 992 1422 1937 2576 24 79 129 60 157 257 384 547 121 236 386 576 820 1 1125 314 515 768 1094 1500 1.513 11.613.9 1 1.513 1 1.513 1.613.912.315.9 3.318.3 6115 1.513 1 1.513 1.613.9 2.315.9 3.318.341111.3, 6115 1.513 11.613.9 2.315.9 3.318.3!4.5/t1.S 8/15 76 128 1 75 153 1 256 387 55 1 1164 112 1 229 383 580 833 11150 1747 305 511 773 1110 1533 2329 26 62 101 63 124 1 202 302 430 1 1020 95 1 185 304 453 645 $85 1529 247 405 604 960 1160 2039 1.513 11.513.31 1 1.513 1 1.513 11.513.31 215 2.817.15.9/14. 1.513 1 1.513 11.513.31 215 2.817.1 3.9/9.75.9114. 1.5/3 11.513.31 215 2.817.1 J 3.9/9.7S9114. 60 101 58 120 1 202 306 441 1001 87 160 303 459 661 914 1501 240 404 612 882 1219 2001 28 49 81 51 99 1 162 242 141 816 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 2.416.1531113 . 1.5/3 1.513 1 1.513 11.714.3 2.4/6.1 3.41SA 5.5113. 1.613 1 1.513 1.7/4.3 2.4/6.1 3A/8.4 5.5113. 81 r 95 161 246 355 881 68 143 242 369 533 738 1291 190 323 492 710 984 1721 30 68 80 132 197 280 664 62 121 198 295 420 576 9961. 161 263 393 560 768 1327 1313 TI 1.513 1.513 1.513.7 2. 115.3 5.11112A 1.513 1 1.513 1 1.513 1.5133 2.115.1 2.017.35.1112. 1513 1 1.513 1.513.7 2.1/5.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to 1.1180. 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 8C CALC'software d 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 Beadng 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 prodded across the full width of the beam. For 2-ply, 3-py or 4-ply beams: double, triple or quadruple Allowable Total Load and Allowable Uve Load values. Minimum Required Bearing Lengths remain the same for arty 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 wth the 8C CALC'software. 8C1.6 C, ..3(1n '-!Va • f rs:u•n SpeuGc• Galde • 03 04 _015 VERSA- LAM® Allowable Nailing _and-_De-s-ign_Values____ z:!..s .-.-..«s _ ._. .. ;.-._.. •r--_,....,_ -.ti . _ ---=..t...--jx,•----nr_V.....a. _..._,_. car-rr 4--=x...-..__ z Nailing Parallel to i 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. Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For W..- thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use W minimum offset between rows and stagger nails) VERSA -LAM® Design- Values --- -- - Allowable Allowable Moment Allowable Allowable Moment Grade Width in Depth in Weight Ib/fl[lb] Shear Moment ft-lb]in' of Inertia Grade Width in Depth in Weight Ib/fl Shear Ib Moment ft-lb]in' of Inertia L 0 Al a N w 1 3% 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5Y2 8.4 5486 7457 72.8 7%. 1 11.0 7232 12566 1 166.7 7% 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 3Y2 1.8 1164 1058 6.3 9Y2 14.5 9476 20937 375.1 5Y2 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 5'/. 9% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 1 % 09Y24.8 3159 6979 125.0 14 21.3 13965 43552 1 1200.5 11% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011% 6.0 3948 10638 244.2 0 0 CNI Q j i X w 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9% 16.6 12303 26544 461.7 5Y2 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 gY: 17.1 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9% 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 3Y2 711% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11%. 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 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 8064.01 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design E(x 104 psi)1't Fe (psi)f20 F (psi f2x') F, psi (2xs) F„ (psi)(2) F,l psi t'Nej SGDesignPropertyGrade VERSA-LAM•Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM* Studs 1.72650 1.7 1 2650 1 285 1 1650 3000 1 750 0.5 VERSA -LAM* Columns 1.82750 1.8 1 2750 1 285 1 1825 3000 1 750 1 0.5 1. This value cannot be adjusted for load duration 5. Tension value shall be multiplied by a length factor, (4/L)18 where L = 2. This value is based upon a load duration of 100% and may be adjusted for other load durations member length (ftl. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)19 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%. Some Cascade F"T' • t astern Spdci ter ('wide • 08/04/2015 ERSA-LAM® 1_.-8 2750_Co_1umn - C t Allowable Axial Load (lb) r x 3'/a" 3%' x 4%' 3%' x 5'/4" 3%" x 5%' 3%' x 7" o 100% 1 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 1 125% 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 7,765 9.120 9,490 9,710 10,950 11,400 11,660 11.475 11,945 12,215 14.610 15.210 15,555 9 6,155 6.375 6,500 7.700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12.330 12,770 13.025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8.135 8.280 8,260 8,525 8.675 10,520 10,850 11,040 11 4,525 4,655 4.730 5.660 5,820 5.910 6,795 6,990 7.100 7,120 7,325 7.440 9.065 9,325 9.475 12 3.935 4,040 4,095 4.920 5,050 5,120 5.910 6,065 6.150 6,195 6,355 6,445 7.885 8,090 8,210 13 3.455 3,535 3,580 4,320 4,420 4,480 5.185 5,310 5,380 5,435 5.565 5.635 6,920 7.080 7.175 14 3,050 3,120 3,155 3.820 3,900 3,950 4,585 4,685 4,740 4,805 4.905 1 4,965 6.115 6.250 6,325 3%" x 7'/4" 5%" x 5'/4" 51/:' x 5%' 5%" x 7" 5%" x 7'/4" 100% 115% 125% 1 100% 1 115% 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 4 31,670 34,750 36.625 5 26,615 28,560 29.705 6 21,950 23,215 23.950 34,355 37.695 39,715 36,010 39,495 41.610 7 18,140 T 19,005 19,505 30.700 33,170 34,625 32,165 34,750 36,280 8 15,135 1 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 column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact projects design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NOS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 10e psi Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)1° psi Perp to Gluelines (Plank): Fb = 2500'(12/d)1° psi Compression Parallel to Grain. Fp cu = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F.ff = 750 psi Perp to Gluelines (Plank): F L = 450 psi Tension Parallel to Grain: Fr = 1650 psi t Allowable Design Values Product Bending Fb (psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear F„ [psi] VERSA-STUDO 1.7 26SO 26SO 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1.400,000 135 Hem -Fir # 2 Grade 1 850 1 1300 1 1,300,000 1 150 Western Woods # 2 Grade 1 675 1 900 1 1.000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NOS Supplement. Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Taft Walt Guide. Boise Cascuaa =WP - Eastern Specifier Guide • 03104,2015 4' ti tJYw.. anOe.SrwO•err•r w •.f.w. n:r «. ' S 7 G.: JJBCFRAMEW New BC FRAMER® represents a huge technological leap to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with 8C FRAMER• model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER° whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with SC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes - a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC° Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. 13 i1F "A t) t7 •r IA v re VA•. KI pa 1 .uraefrlrs /,.r 1''.n=ueeue7 7IArq a"r` 7" ilu wer7 uaL/,144e1 ftnpppp rfLrAYlr[I fw if•astaotlfa v^ r rtblft7 1 1rae.c+onm i . 0 feYl i.:.bnCaar'M .W i Cuwrtp. esli! be•! 1•w ___ freMuelWAUCIA[ Yn.. f I tV7 rlr Ct< rw•Je f.r-it ft T 1efRYy 7.1. YA pn-rOfY• 4.dsswrn.•- fr• 11\ fM Q• - 11111• rn, 11.1•!I l• C-P.—MI— l e •fi HN Boise Coscaae E WP • Easlerr Specl'ler Gulan 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 1G8 Minimum 1024x768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us a Try! Lotalysis'for Engineered Wood Products II 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 ITo Download BC CALC US, Ihttps://www.bcconnect.com/bcdeployer/index.htm U W LL-L.W—;— —W., e.e ft 1r•eww• rrw..e'. tuwe firre4f 1f.N/ Oa•. rYfup•rw1 f1, Hl: `IIt1r C1J1 fr f..r rr rr erlr. rn twf..q H•w.,+M frrn• rr`71r wr`1.y r aM r a:..a urw.. t""Ti >t-aseit7-n:w lid- wet Grew Oar fb• n.<7t\ / 14te • O,rswl.o.•n M..•r1fp Ql.1f w• 7774• U% edY•. . tal•ra2a 1121111111 to .. . r11017 Y w/MY n•• • /.,e /. 1r47. .. x.....••......1n tt 7{l 77M r• r M fRnw`• rM lr••r•. a no tn.a/m ar ra / 7 640,82 ar.lwf wlwfr•.wr.w. nr \.`. nwer.w.rr•r. w. fseeftCt w7wn r. r0 eewlll f.) 11 r Ir:f ft 1tZ.. •.rfl•.rw•e....ew r+* o^•• ofer.,.. tin.• n,w1w r 4r\ ulweelw fY f fn... w pwwl•IerI17. Cr•.. .. V40.—.. r IfYQt5. fMNYJ IC/1/N70l.tf tMtp.p RA.O/T?lrWq.C11i At1AfMee•nnr1. r lftrYr nfr4wrlr.w.O WJn1ty:)w.r 1Y1(HN.IiI.LL.R VRf1`•r tiaI KCeCIKMVf..Yf`, I.. w.e•r 1•a/L fA erutlle-.ra+. tL` Ltpll.lr, L.1t NwYO wrr.•,. ea•u.+.1.1.•!I.• W- rr.nerawan mwrl.ralm RIGf. NCrdrp J< Ivna.teawnuaefttf p:w ueclarolnl. • ifeL•. e .wulww.wf1ww14e.•u uw.< ia• 41••+R v.r n• u e Framing Connectors• • • • L34r Single Joist -Tap Flange Single Joist -Face Mount Face Mount Skewed 45° Joist Hanger W ITS 1@It1lus r W SUR/L Joist gCl• Hanger Capacity at Joist gCl• Hanger Capaetty ar Jorst BCI• Hanger Capectty a e th bs ead o's Oe fibs]HeaderJoistDe t bs Bade Joist 4500s ITSl81/9.5 993 6-10d 4500s IUS1.81/9.5 950 8-10d 4500s SURIL1.8119 1081 12-16d 2.10dxl'A' S000s ITS2.06/9.5 993 6-10d 9,A,. 5000s IUS2.06/9.5 950 8-10d 9,A„ WOOS SUR/L2.0619 1097 14-16d 2-10dxl'A' 6000s ITS2.37/9.5 1225 6-10d 6000s IUS2.37/9.5 950 8-10d 6000s SUR/L2.3719 1343 14-16d 2-10dx1A 6500s ITS2.56/9.5 1225 6-10d 6500s IUS25619.5 950 8-10d 6500s SUR/L2.5619 1343 14-16d 2-10dxlh" 4500s ITSI 81111.88 1068 6-10d 4500s IUS1.81111.88 1185 10-10d 4500s SUR/L1.81111 1306 16-16d 2-10dx1X" WOOS ITS2.06/11.88 1068 6-10d WOOS IUS2.06111.88 1185 10-10d WOOS SUR/L2.06/11 1350 16-16d 2-10dxl'N' 6000s ITS2.37/11.88 1237 6-1Od 11,A.. 6000s IUS2.37111.88 1185 10-10d 11'„ 6000s SUR/L2 37/11 1385 16-16d 2-1 WIN' 6500s ITS2 56/11.88 1237 6-1Od 6500s IUS2.58/11.88 1185 10-10d 6500s SUR/L2.56/11 1385 16-16d 2-tOdxlh" 60s ITS2.37/11.88 1237 6-10d 60s IUS2.37111.88 1185 10-10d 60s SUR/L2.37111 1385 16-16d 2-10dxl'N' 90s ITS3.56/11.88 1518 6-10d 90s IUS3.56/11.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dx1'b" 4500s ITS1.81114 1075 6-10d 4500s IUS1.81114 1420 12-10d 4500s SUR1L1.81/14 1675 20-16d 2-10dxlW' 5000s ITS2.06114 1081 6-10d 5000s IUS2.06/14 1420 12-10d SOOOs SUR/L2.06111 1693 18-16d 2-10dx1'A" 6000s ITS2. 37114V1268 6-10d 6000s IUS2.37114 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1'/," 14" 6500s ITS2.56/146-10d 14" 6500s IUS2.56/14 1420 12-10d ld 6500s SURI/L2.56/14 1693 18-16d 2-10dxlW' 60s ITS2.37/146-1Od 60s IUS2.37/14 1420 12-10d 60s SURIL2.37114 1693 18-16d 2-10dxl'N' 90s ITS3.56/146-10d SOS IUS3.56114 1420 12-10d 9Os SUR/L414 2050 18-16d 2-10dxl'N' 4500s ITSl.81/166-10d 4500s IUS1.81/16 1660 14-10d 4500s SUR/L1.81/14 1887 20.16d 2-10dxi'N' SOON ITS2061166-10d SOOOs IUS2.06116 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d 2-10WIN' 6000s ITS2.371166-10d 60005 IUS2.37116 1660 14-10d 60005 SUR/L2.37/14 1920 18-16d 2-10dx1'h" 16" 6500s ITS2.56/166.10d 16" 6500s IUS2.56/16 1660 14.10d 16" 6500s SURI/L2.50114 1920 18.16d 2-10dxl'A" 60s ITS2.37116 1268 6-10d 60s IUS2.37/16 1660 14-10d 60s SUR/L2.37/14 1920 18-16d 2-10dx1'A" 9os FR3.3656 1520 6-10d I SOS I IUS3.56/16 yf14 2255 1144-1100d90s SUR/L414 ty222250,, (y118-116d I 2-10dxl'A" c •', 0 ,, , o .i • : - r ' e • ,i .]l5 o VC.L, LLIA:AJAA3t , . •. , . , , si 'Cy7,;a/Cx:aC S' MIT VB U l HU M I U LSSU Joist BCI• Hanger Capacity18- 16d li Joist BCI• Hanger Capacity a' Jorst BCI• Hanger Capaerty Header Joist 4500s MIT49.5 30 2-10dx1'A" 45005 MIU3.S6/9 2305 16-16d 2-10dx1'A" 4500s LSSU12S 995 9-10d 7-10dx1'A" 9, A„ WOOS M1T4.12/9.5 2305 2-10dx1%," , „ SOOOs MIU4.12/9 2305 16-16d 2-10dx1'A" SOf]Os LSSU2.08 995 9-10d 7-10dx1'A' 6000s MIT359.S-2 2305 2-10dx1'A" 9A 6000s MIU4.7S/9 2305 16-16d 2-10dx1r4" 9h 6000s LSSU135 995 9-10d 7-10dxlh" 6500s MIT39.5.2 2305 2-10dxl'A" 6500s MfU5.1219 2305 16-16d 2-10dx1'A" 6500s LSSUH310 1425 14-10d 7-10dx1'A" 4500s MIT411.88 2305 2-10dx1'W 4500s MIU3.56/11 2880 20-16d 2-10dxi%" 4500s LSSU125 995 9-10d 7-10dxl'A" 50005 MIT4.12/11.88 2305 2-10dxt%," 50005 M1UV 2/11 2880 20-I6d 2-10dx1%i" 50005 LSSU2.06 995 9-10d 7-10dx1'A" 60001 MIT3511.88.2 2305 2-10dxl'A" , „ 6000, M1 4.75111 2880 20-16d 2-10dxliS" 11ye65005 MIT3f1.B8.2 2305 8.16d 2.10dx1ii" 11' 6500s MIU5.12/11 2880 20-16d 2-10dx1A! 11Y• 6000s LSSUI35_ 995 9-10d 7-10dx1.A" 14.. -.....,..'. 14.. ..... -.....„. 1." avuus raavr.v ooa o-wu r-wuain 6500s M7 7314.2 2305 8.16d 2-10dx1A 6500s MIUS.12/14 3170 22-16d 2-10dx1A 6000s LSSU135 995 9-10d 7-10dx1'A" 60s MIT3514- 2 2305 8-16d 2-10dx1'A" 60s I MIU4.75114 2700 22-16d 2-1Odx1'A" 14 6500s LSSUH310 1600 14-10d 7-10dxl'N' 90s 1 87.12114 3800 14-16d 2-tOdxtA" 90s 1 HU414-2 3870 26-16d 2-10dx1h" 605 LSSUI35 995 9-10d 7-10dxlW' 4500s MI416 2305 8-16d 2-10dxl'A" 4500s MIU3.S6/16 3455 24-16d 2-tOdxl',V' WOOS LBV4. 12/18 2460 10-16d 2-10dx1'A" WOOS MIU4.12/16 3455 24-16d 2-1Odx1'A" 905 LSSU410 1625 14-tOd 12-10dx1'A" 6000s MIT4. 75/16 2305 8-16d 2-10dxl'N' 6000s MIU4.75/18 3455 24-16d 2-10dxl'A" 16 6500s MIT5.12110 2305 8-16d 2-10dxl'N' W. 6500s MIU5.12/16 3455 24-16d 2-10dx1h" 60s MIT4. 75'16 2305 8-16d 2-10dx1'A" 60s MIU4.75116 2725 24-16d 2-tOdx1'A" ' • For more Information, 905 B7. 12/18 380011 14-t6d 2-10dx1%r" 90s HU414.2 3780 26-16d 2-tOdxt'A" call Simpson Strong -roe yY.';y[• • , , . : ; j jj t] Y''ti+'t•' W at 1.800.999.5099 or vlsil their webaite at www.st( ongtie.com d„...... General Notes 4 • Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further a information. THAI VPA Capacity values shown are either hanger capacity values Joist • Capacity ar i Joist • N fa a er (see Support requirements below) or BCI• Joist end reaction M 8CI Hanger FIbsIHeader Joist a BCI Mangerfibs] To Plate Rafter capacities - whichever is less. 4500s THAf1. 81/22 1181 6-tOd 2-tOdxl'A" 4500s LSSUI259-lOd 7-10dx1'A" All capacity values are downward loads at 100%load duration. 5000s THAl2. 08/22 1181 6-10d 2-10dx1 " , WOOS LSSU2.069-10d 7-tOdx1'A" Use sloped Jopst slope exceeds cis andp foujdweb stiffeners when 9A" 6000s THA13522 1393 6-10d 2.10dxl'A" 9A" WOOS LSSUI359-10d 7-10dxl iS" Leave'/i: clearance (W maximum) between the end of the 6500s THA1322 1393 6-10d 2-10dxl'N' 6500s LSSUH31014-10d 7-10dx1'A" supported joist and the head of the hanger. 4500s THA11. 81/22 1443 6-10d 2-10dxl'N' 4500s LSSUI259-10d 7-10dx1W At max design y Ilu'. y shown. hangers may exceed standard Y."de8eciionDylu50005THAl2.06/22 1443 6-10d 2-10dxlW' WOOS LSSU2.069-10d 7-10dxl%" For proper installation of theVPA•the2•IOdx1W joist nails 6000s THA13522 1443 6-10d 2-10dx1W' 6000s LSSUI359-10d 7-10dxi%" through the bend tabs must be installed at approximately a 6600s THA1322 1443 6-10d 2-10dx1'A" 11'/, 6500s LSSUH310 1475 14-10d 7-1Odx1,A„ 4S-degree angle. 60s THA13522 1443 6-10d 2-10dx1'A" 60s LSSUI35 995 9-10d 7-1Odx1'A" Support Requirements 90s THA1422 1715 6-10d 2-10dx1%r" 90s LSSU410 1625 14-10d 12-10dx1X" Support material assumed to be Bolas Cascade structural 45005 THA11. 81/22 1600 6-10d 2-10dx1'A" 4500s LSSUI25 995 9-10d 7-10dx1'A'• compoacies).ite rorsawnlumb•r(Doug/as firorsoutMrn WOOS THAl2. 06/22 1600 6-10d 2-10dx1'A" WOOS LSSU2.06 995 9-10d 7-10dx1Y" Minimum um supportMinimum supportwidthfor single- and double -joist top mount 6000s THA13522 1600 6-10d 2-10dx1'A" 6000s LSSUI35 995 940d 7-10dx1'A" hangers is3'. M.6500s THA/322 1600 6-10d 2-tOdx1'A" 14" 65005 LSSUH310 1600 14-10d 7-10dx1'A" Minimum support width for face mount hangers with 10d and 60s THAI3522 1600 6-10d 2-10dxl'A" 60s I LSSUI35 995 9-R 7-1Odx1'A" 16d nails is 1Wand 2". respectively. 90s THA1422 1715 6-10d 2-10dxl'N' 90s I LSSU410 1 1625 14-11 12-10dx1'A" tloise Cascade Zl^.^r • r as,am Soeafiar Wide • 03104/2015 Framing _Connectors - USP Structural Connectors _ I[THO I TFL ` THE SKH Joist BCI' Hanger Capacity ad Joist BCI' Hanger Capacity aili Joist BCI' Hanger Capacity ating De t fibs]of De th fibs]Header Joistt HeaderJoist 4500s THO17950 993 61 10d 2 IOdx1'b" 4500s THf17925 910 8 10d 2 10dxl'A" 4500s SKN1720LIR 1153 14 10d 10 tOdx!,N' 9,,„ 5000s TFL2095 993 6 10d 210dx0V 9h.. 5000s THF20925 910 8 10d 210dxI1W' 9,h« 5000s SKH2020LIR 1153 14 10d I IOdx1'h" 6000s TFL2395 1225-(6)_10d 2 10dxl',N' 6000s THF23925 1275 12 10d 2 1OdxIW 6000s SKH2320LIR 1384 14 10d 10 !O&M6500sTFL25951225610d210dxl'N' 6500s THF26925 1275 12 10d 2 10dxl'N' 6500s SKH2520LIR 1384 14 1Od 10 10dx1'h" 4500s THO17118 1068 (6)10d 2 10dxt'h" 4500s THF17112 910 8 10d 2 10dxl'r4" 4500S SKH1720LIR 1434 16 10d 10 10dx1'h" 5000s TFL201l8 1068 6 10d 2 10dxl'N' SOOOs TMf20112 910 8 10d 2 10dxl''A' WOOS SKH2020LIR 1434 16 10d 10 I0dxIW 11'' 6000S Tf12311! 1237 6 10d 2 10dx1'r4" . 6000s TMf23118 1300 14 10d 2 10dx1h" 11,, 6000s SKH2320L/R 1434 (16 10d 10 10dx1'/," cenn_ re, ne ,e j"e ,w ,n. .m,nw"„e CCnn" f}Il Y9NA, /O ,wow ME`m._w r r_ ..'.a_ii:si c " .."--aim 16" ivavvN rcMU.v i cav i ,v:.v. 16" ruc47V3n .n..n. ,,w 16" 1ETHODoubleBPHTHEDoubleHDLSSH Joist BCI' Hanger Capacity ili Joist gCl' Hanger Capacity Joist BCI' Hanger Capacity ing eoth I Headerl Joist 4500s THO35950 2050 (101 10d 2 10dxIW 4500s THF35925 1370 12 10d 2 10dxl'A- 4500s0 0 9,h« 5000s THO20950-2 2330 10 16d 6 10d 9« 5000s THF20925.2 1390 12 10d 6 10d 9'h" 6 0 3 0 O6000sTHO23950-2 2825 10 16d 6 10d 6000s THF23925.2 1625 14 10d 6 tOd 6500s SS 2 1 0 6500s THO2S9SO.2 2825 10 16d 6 10d 6500s THF25925.2 1390 12 10d 6 10d 5000 1 0 Odx ' 4500s THO35118 2050 10 10d 2 10dx11S" 4500s THF35112 1825 16 10d 2 10dx1'/S" 5000s 0 40 10 10 7 Odx 5000s THO20118.2 2330 10 16d 6 10d 5000s THF20112.2 1855 16)10d 6 10d , 6000s 23 40 16 10d Odx 11W q6000s THO23118. 2 2925 10 16d 6 10d 11,« 6000s THF23118.2 1855 16 10d 6 10d IIV. 0 0 THO25118. 2 2925 10116d 6 10d 6500s THF25118.2 1855 16 10d 6 tOd s 0 6 2 "' THO23118.2 3212 10 16d 6 10d 60s THF23118.2 1855 16 10d 6 10d s 0 0 0 d ' " SPH7111834551016d (6)10d 90s HD7120 2255 16 16d 6 10d 5000s Od , " THO35140 2315 12 10d 2 10dx1W 4SOOs THf35140 2320 16 10d 2 10dxi'A" 6000s 3 1 0 10 10 7 Odx1' " THO20140- 2 2330 10 16d 6 10d SOOOs THF20140.2 2320 20 10d 6 10d 14 6500 3 1675 10 10 7 Od ' THO23f10. 2 3350 12 16d 6 10d 6000s THF23140.2 2540 20 10d U tOd 14THO25140. 2 33SO 12 16d 6 10d 14 6500s THF25140.2 2500 20 10d 6 10d 90s 92014 16 12 60s THO23140.2 3535 12 16d 6 10d 60s THF23140.2 2540 20 10d 6 10d 4500S 1140 90S SPH7114 3455 10 16d (6)10d 90S HD7140 1 2820 20 16d 8 10d 5 0 0 0 0 d 45005 THO35180 2359 12 10d12,10dx1h" 4500s THF17157-2 2425 22 10d 2 1Odxl%" 16" 60 5 1140 0 Od '" 50005 THO201804 2330 10 16d 6 10d 50005 — — -- — 16" 6000s THO23160-2 3137 12 16d (6)10d 16.. 60005 THF23100.2 3050 24 10d 6 10d i1V131 e t SCIO Hanger upealy 14a'" oiler oist 4` 4' De t BCl' Hanger P. wly ibsffJa,C To Plate C Rafter 4 1 9 4 Osl TMP175 12 6 Od411 dxl Door 6000s SOOOs 6000s T P21 TMP23 125 1 75 6 6 10d 10d 4 10dx1' " 41 10d 1' " 6500sl 6500sl TMP 5 1375 6 10d 4 10d ' " IIyr 4500s 45005 TMP175 1 50 6 10d 4 10dx1' " 50005 5000S TMP 1 1290 6 10d 4) Odi ' 6000s— WS--H2322 1431 6 10d 4 10d 1' ' 6000s 6500s TMP27 M 5 425 5 6 6 Od Od Od 1 ,. Od s3d '" 60s 3 31 6 Od 4 10d 605 3 5 6 10d Od 1' " SOS MS 2 1862 6 0 6 10d 905 I TMP4 1300 61 10d 4 10dx1' " 14 4 0 s MSM1722 1550 6) Od 4 10d ' " 14 " 4500s TM 1 5 1ISO 6 10d 4 Od ' " SOOOS 5000si TMP 1 1290 1 6 10d Od 1' " 6000s MS 2322 1550 6 10d 4 10W'S' 6000S TMP23 1525 6 10d 4 10dx1' " 500s 550 6 10d 4 10dx1' ' 6500s TMP25 15 5 6 10d Oil 1' " 60s I MSH2322 1550 f6l 10d 410dxl' ' 60s T P23 525 6 Od 4 10d 1 " 9 SOS T 4 8 6 Od 16 S00s MSH1722 166810d 4 10d l' ' 16 4600s MP 5 50 AlOd Od ' " 50 s 5000s TMP21 1290 61 10dOd 6000s S 23 2 1668 6 Od 4 10d 1' " 6000s MP23 550 6 10d 4 Odx 1' " 6500s S 322 1668 6 10d 4 10d ' " 6500s MP25 15S0 6 10d 4 10di s M 2 2 12 6 10d 4 10dx1' " 60s TMP 3 1550 6 10d 4 Od 1' " Os 6 0 GUA: Cl,eaae E1hP • P S1etr SPe.3'er ruvlr • 9e,3412G15 V S P for more information, STRUCTURAL contact CONNECTORS' USP Structural Connectors f* at1- 800-328-6934 or General Notes www.uspconnoetors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI' Joist end reaction capacities — whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI' Joist slope exceeds VV per foot Leave'he" clearance ('b" maximum) between the end of the supported joist and the head of the hanger. For BCN Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3": (IW for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 11:" and 2", respectively. N C r _ /r _^^nib ~ r • _ .. ., - -_ `. -.. e'1-"-lair. --''-:-' M ' f<1.- [[fi tt - : - w —.. t. a .- - + !. 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 http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction Boise Cascade 1 .0 ,t •, ... 111-... i . 3' W", ram. ,,f •c 1 C f' V, --- — - __ - Lifetime Guaranteed i Quality and Performance Boise Cascade warrants its BCI6 Joist, i VERSA -LAM®, and ALUOIS1* 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 - Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. If in doubt, ask! For the closest Boise Cascade EWP distributor/support center, call 9 1-800-232-07881' BOISE CASCADE, TREE -IN -A -CIRCLE, SCI, SC CALL, 8C 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 disclaimers. visit our website at www.BCewp.com QDBoise Cascade Engineered Wood Products Great products are only the beginningm Copyright ® Boise Cascade Wood Products. L. L.C. 2014 ESG 0810412015 4/28/2017 Florida Building Code Online f•„•r-•,•icL•Q: :I:p:dp$u: /rt• • .i.11 (QQ f L:n:I C.%; li°•.:e'.'il° r 3iU ' :, ' ' . • f—..r._ ...;. , vi __ _— i... Lam._ ._ _- .,.mow r...._.C:?'`i'i•P.'e • r • • •:. ' L • /'1 •11• 't}7jµw`.i•Q'.d BCis Home I Log in I user Registration I Hot Topic ; submit surcharge I Slats k Facts I Publications I FBC Starr I SCiS site Map I Links I search I i=kxi(I,a oProduct Approval USER: Public User Product Aooroval Menu > Product or Aoolicatlon Search > Annilration List > Application Detail li fo.111=i+9 (4t FL k s Application Type Code Version Application Status M1 AComments Archived a. ; r Product Manufacturer Address/Phone/Email t t Authorized Signature Technical Representative Address/Phone/Email w: •_ :,.• • .i s : Quality Assurance Representative Address/Phone/Emall r• i t• Category Subcategory y Compliance Method Certification Agency i Validated By s i Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FLiSS-R8 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Usting Miami -Dade BCCO - CER Miaml-Dade BCCO - VAL Standard Year ACI318 2011 ACIS30 2011 t Product Approval Method Method 1 Option A 1 1y4 '.• , Date Submitted 04/29/2016 httpsJ/www.(loridabuilding.orgtpr/pr ppp dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNu"SpgLXkU6g%3d 1/2 4/282017 Florida Building Cade Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved OS/06/2016 Summary of -Products - , ' ` . FL # Model, Number or Name Description 1S8.1 High Strength Concrete Lintels 4, 6, 8, and 12 inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVH2: Yes FL158 R8 C CAC NOA 14-0903,03.odf Approved for use outside HVH2: Yes FLI58 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 H NOA 14-0903.03.odf FL158 R8 It NOA 16-0126.03.odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.I395. -Pursuant to Section 4S5.275(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 smalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Oepartment 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 her. Product Approval Accepts: 0. Credit Card Sate htlpsltwww.Ooridabuilding.orgtprlpr app dU.aspx?param=wGEVXQwtOquegi%2bT71%g2fF192gnRzHNuk, j5pgWcUBgg/o3d 2/2 M IAM 1•DADE 11il"11-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamldade,govlccouomv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (Iri Miami Dade County) and/or the ANJ (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 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 determitted 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) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Pan-ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & ITS Lintel Safe Load Tables", sheets 1 ttuough 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 beating the Miatni-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed- by the expiration date may be displayed in advertising literature.. If'any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages )B-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Hehny A. Malcar, P.E., M.S. MIAMMDADE COUNiY f ls . NOA No. 1A-0903.03 2 %EXpiralion Date: 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lhitel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated 11arch 24, 2003 and Drenving No. LT4612, titled Cast -Crete 4 ". 6" & 12 " Lintel Sqfe Load Tables sheets I through 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision #1 dated April 28, 2003 both dra vitngs signed and sealed by Craig Parriuo, P.E. B. TESTS 1. Test report on fle Ural testing on 4 ", 6" & 12 " Precast Concrete Lbntels Filled and Unfilled 11odeIs, total of (13) concrete lintel specimens, per AST,t-1 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hamon, P. E. C. CALCULATIONS 1. Calcnlations,for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed 61; Craig Parrino. P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino. P.E. D. MATERIAL CERTIFICATION: 1. Qualify System 11lanual for Cast -Crete 11achine 11ade Precast Lintels revised on 11gv 1. 2002. 2. Cast -Crete Quality Systenn Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drenving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated kfarch 24, 2003 and Drenving Xo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated Afarch 24 2003, last revision dated Nlarch 11. 2008. B. 'rES TS 1. None. C. CALCULATIONS 1. Note. D. QUALITY ASSURANCE 1. Ai, Hicuni-Dade County Building Code Compliance Oice. E. MATERIAL CERTIFICATIONS 1. None. H y A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 CAst-Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL ## 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, fillet! "Precast and Prestressed Lintel Details". sheer l 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 l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated Harch 11, 2003, all signed and sealed by Craig Parrino, P.F,., on March 22. 2012. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By ,tiliatni-Dade Cotauy Department of Perntilling F.nvh•onment, and Regulalo)y Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr•on1 Cost -Crete Corporation, elaled February 03, 2012, signed and sealed by Craig Parrino, P.E., cerf?&hig compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Cowuy Department of Regulaloi), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 1W ny A. Mal(ar, P.E., M.S. Product Control Nutt Supervisor NOA No. 14-0903.03 E.yilration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW .EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing Alo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Afarch 24, 2003 and Drawing t1ro. LT4612, titles! "Cast -Crete 4", 6" & 12" Lintel Sqfe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by G-aig Parrino, P.E., on August l9, 20/4. B. TESTS 1. None. C. CALCULATIONS 1. Calculations.for Cast -Crete Limelc, dated 0811912014, pages 14.201 through 14.236, prepaared by Craig Perrino, P.E., signed and settled by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miand-Dade Courrh, Department of Regulato j, and Economic Resources (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-o m Cast -Crete USA, hrc., ditted August 19, 2014. signed and sealed b), Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel nknr, P.E., M.S. Product Control Unk Supervisor NOA No. 14-0903.03 Expiration Date: 09/II/20(8 Approval Date: 10/09/2014 E-3 u A=ice RET6 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "a, TYPE 'A'_SARQ I I rIr>•I I I I If I. -14 vulEausvt, r tArT7s7i rs vtanva Malik i, f I , rr 4" SOLID LINTEL DATA TABLE i , mi;q, aim', J74 lArEll=3® ErAlim 15"Illf E loTrn® f7CSilt diL1,1....>1SS1'11'rtr 17cam oomlojna IsT_ I.lmCc vnffwluxlSS lJxlrS_4I:JmincSi- 6" PRECAST U-LINTEL DATA TABLE erimWi-la did R r l FIT.:.._d E7e- EMAMIO m au>trLToc v s r vat<s KwrA ar=.Irllloemiv®raavno, r rmtat>,rI 11 .Iraaal7mrmr*aavarr pima rar-n spa r l rmv rs>rm raaa lag 0 Eaav mrra ra;art. Rvra,o iETn FIE7 I mR.$f9r2J.t 1 7[.7 A' mesa raci rtsl: rI.I rt$v mum ct sc»o r_-al L`l.L'. ]R 7 rrnr..: tT$atz70 Earn>•ri7 TTla7r2us:.. ITa9rraszjraraarar,,,, Iltmrtu_:mm ocyoz 6-aA r aa srzt. r: :s= nm rta•u ^ rs.eaa tr10 12" PRECAST U-LINTEL DATA TABLf e]mi m rx7.r.- n r veTL*T vn o aMy va o ruaaaar rIl:v^ JrnAti r>ar t r.lrsmavmlamaL=om LIMu ro rve TFcrm Iaolim r,ma cam ru r u.ti! I.l rr r oc a ra v ncrA 7®rtur.T1TUMAfS1C31[ll rfJ1l11 RtalEr r" Lv—w-O tFrvm=urF rn mcvmrr rl Q'G1l 6 0 a I>tlAttrr iI„Im"alL:'W"FinEMracllrtirt+1^I{y a 01L1• fFL.I Itl!]E mnmCGiOfillECLfI!]r"<<7 MEWM or l 7zL l nOI nolmU" UM1100 6 rro M. FDA MUM AfttW L IS now" a Cmmm Loos ANI worn IC urwurae OR wruulf0 1 nwA m IOC. xnu CII.fOc; CAM -ant l'SA, w 1. nWbM: M IIIIY t/AI W AM AII.1 IG 04 AM /a .OW 4 manvo nmxm1 I wo n am UNIII . iCM to am" " AN. MIA G NA4 ra IC" Malt V WYV/ OCllm AM COMIS OYIMP I. CCNltfC t1I M OI r ..CII 111 fall A1A { WIN Am It DICK fA I "C. OM Y XWOM D CAOQ IC. UMM - M. CI risen mrm e.. Aloo III Io.. M UM u man . 4 IN. o IIPIIMIODa uaC IAIA An" MI.n MI G I.1ro. OIn, ouu II Cvi .AZ Wl .KM f0 a IY. UMram I MUUPI f101 IAO CMG r .. MI n .IGI Lww .nu O Nm Imam, roM. c GEN O's 0. 4 rronucr er:vrsrn M omnW7wlg.filL A nuiSa elaralnAcMr. r o6u .03 PARRWO O R IQ6324 CA trCa 579 O,- 7pN { C,;.•' SEEFNE C R33584 Z'^[Mdt f nr>, PRECAST AND PRESTRESSED LINTEL DETAILS ru am wsm-14 rrlrrr n: MU AbIAUI WIL AS um am Afty I CHMO R. UM fA&M fa. nantc Will SIM 1 of i GENERAL NOTES 0 Ibbda, r. V Y.mP &'W . 3000dd pd edweb aw..et7 sm epenrepAnSnIYi.. emhtjbeeW apd Motbpv ARM 010 tfiGIf i{I"ao :N w s 2) K role Ind %us bmtd m nvYyl.tten 4 bW nowid bMep. Latt1R¢ ebimbl bs i laeuemWbyt0.t I b= q le. NlbbIia. 11n4 0 1/2islwe, 3) N.W. ld owty bd ad bwd bf•b 4) PA ftWAO b pwedlbeb Wb" Ib pmemd .td.mm to prod. 40 cm added fd«. E—d, Im 11mE9y Iwo ipl 142Epr%da1 5) AS W.berdw —, A V3' OepsOen a> = « 6ms.df 1/100 dddbmdlbUdM1nqSbMw b) Sb.. RdWidebm "µdal. 7) 4' edtd idH. M be Wfos.•d e/ 4' /minim bmbmdd end or amwim .n5ml N 1«1• bellw dtl=m. d el odd n l emepy . b. wino«b d a.d/« drKb4d dwwnb mTb6WAY CwLmk lade em nm ..slop m slid bw d 6-o.ON A4m Beobtad Awe d >• ipwt 10) NA. - m Rams 11) bd1m ho oW "bw b be bta'td at br blNm of Abe @W cwilJ. TYPE OrMGNA110N I-ItlD.m ow.1/ a-Ya. ID 1 a°w a I n d imn 1216-28/2T Iwae . JL.= w e IdL o ram nk IY No f_. — WZ One b f' '•7•:`• and Y W 41m IOd = v Q eminf m I.OL tour endure15 ' AMUAI n udn 12' MUDUL MM ILA ra Job 4A' Kd rd reNa ark s-1 • Isyuf,nr.+ a u• .na u IS) Th..dwiw odwA d Wde imdkd b cd.dw a tb mw4 b da m owuq N b=e owed b we.. W,d5a ltt(.M jAtRI CC--Mw pm C It) LkAw0 dw dd 1., Iue au d9bedegwitb 11t bOwfA pudwe Appt•I nfflW ba + A IM/ bedmda beds 10 sroe ..Abd bad Sds bin bl bW 15) Fw owpdt. "I b5pbb ed dwm w rob bd lmm tad bw b A Owm 16) fm Ltd W#)* rot ft k lm rob b W No MA b.4ed bno dr.A 17) sW W& m egetege.d d ft b." 18) S41e bddl bwd m ..food dalpd amob W AC WO am rAO 31e 19) Adiwdr eed mw+e'+ovx/m ( R IIiOa t Ih 4bl Su db Dbdmc W SEE SAFELATERAL LOAD IAMB FOR LOAD RATWO FOR EACH ADDITIONAL REd4FORCEO G1U (RCLU) r: a+' FALL COURSE r;:±. (1) J5REBARFOR 6' 1ROE15 I/2' CIR lYP 2) J5 RED FOR 12' 1MELS y^,; CR40 of OR60 SAFE LOADS FOR 4" SOLID LINTELS A 44'em GRAVRY TYPE LENGTH 4S8 X-6' (421 PRECAST 1180 4'-0' ( 451 PRECAST 959 4'-6' ( 54-) PRECAST 789 5'-10'( 70') PRECAST 460 6'-6' ( 781 PRECAST 360 7•-6- ( 901 PRECAST 260 9'-4' ( 1121 PRECAST 156 10'-6'( 1261 PRECAST 116 12U8 CCRrn UPLIFT LATERAL TYPE LENGTH 4S8 4S8 X-6' (421 PRECAST 687 371 4'- 0• (481 PRECAST 597 320 4'- 6- (541 PRECAST 529 258 5'-) 0'(70-) PRECAST 407 148 6'- 6' (781 PRECAST 366 118 7'- 6' (90') PRECAST 280 87 9'- 4' (112') PRECAST 187 55 10'- 6'(1267 PRECAST 152 43 12FB 12F12 12F16 a • We 6FB 6F12 6F1B • ,• it.: 'Ara '; ; Ct•' 1^ c''M'A''.• mil. g • 12F28 12F24 12F20 PA0UJLTRRVISjU) L• 'y . S, i ' * • )t UWtdifts ' 4. b tA. Ft.rtda Qom' p /_ % •' (t,4r: CFWG PARRiNO p6ygd inGw-,olSR1 OG`SEFFNER, R SM BF32 6F286F246F20roe..... `' RL P:LUC.NQ44756 c..wrn or - CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES y n¢ Rwc oaue 14 R+Am on rows Auuw swt x7: v MIC 3/2e/b) O[OQb W CM IAOW., rl. - SSa M «1x bSA1 QX& u1t17 _::I 1 of 3 SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS 4cAlT-4awn SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 60 US-19 6F12-18 GF16-19 6F20-18 6F24-1B 612E-1B 6F32-1B X-6- (427 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (4B7 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6- (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(707 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (787 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 218E 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 3731 5017 0'-6-(1267 PRECAST 503 566 895 1270 1706 2236 2898 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 13'-4-(1W) PRECAST 373 417 646 895 1170 14M 1862 2285 14'-0-(ISB7 PRECAST 351 392 605 SW 1087 1373 1703 2087 17'-4-(2087 PRECAST NA 299 455 620 794 985 1198 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 Y mom or g-. t _ SAFE LATERAL LOADS CAR A- DDFCAST 11J I"TCI R M„ ii"- SAFE LOAD PLF LENGTH TYPE 6U8 61`8 RCMU 3'-6' (427 PRECAST 587 1055 596 4'-0' (487 PRECAST 487 787 445 4'-6- (541 PRECAST 416 609 344 5'-16'(707 PRECAST 300 350 198 6'-C (787 PRECAST 263 496 157 7'-6' (90') PRECAST 222 367 116 9'-4' (112) PRECAST 173 352 1 74 IV-6'(1267 PRECAST 151 276 58 1 V-4• (136-) PRECAST 139 311 49 12'-O'(1441 PRECAST 131 277 44 IS-4-(1607 PRECAST 117 223 35 14'-0-(1681 PRECAST 111 202 1 32 17'-4-(208) PRESTRESSED N.R. 13C 21 SEE GENERA. NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS Ca SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE 6FS-I1 6112-IT 6F16-11 6F20-11 V24-I1 6F28-11 32-11 Y-6' (427 PRECAST 1412 2074 2715 3356 3997 463E 5279 4'-0' (487 PRECAST 1225 1800 2357 2913 3470 4027 4583 C-6- (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(707 PRECAST 831 1222 16W 1979 1 2357 2736 3114 6'-6' (787 PRECAST 723 1097 1437 to 1777 2117 2457 2797 7-6' (901 PRECAST 648 86349 1249 1544 w 1840 a 2135 N 2431 9'-4• (1127 PRECAST 575 571oa 980 P, 1252 1492 1732 1972 10'-6'(1267 PRECAST 514 462M 787 j 1121 1336A 1551 1766 11'-4-(1367 PRECAST 474 404 685 OL 985 im 1213 1442 1645 12'-O'(1447 PRECAST 454 367t.1 619 888 1093 1299 1506 IS-4'(1607 PRECAST 402 308- 516 ON 736 906 1076 1247 14'-O'(1681 PRECAST 36B 2851q 475 677 832 989 Do 1145 17'-4'(2D87 PRECAST 253 208 338 476 595 1 693 BD3 J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REHAB SEE GENERAL NOTE NO. 4 CRfdGPAMM 70NAL . SEFFMER FL 51584 FL. P.E. U0, N0.4475 PRODUCEItlivis b eu"AsLae. u,tkn nti v 4e+Wron i' 'O cS.o7 Jay CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB Il4 A1t4: 041W4-11 I wo m, joui 4Auw I WALL Kit R r• — SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4c-all4m" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12u6 121D-28 12F12-26 12n6-20 OV20-25 12Ra2e IM-26 12F32-28 3'-6' (421 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (48') PRECAST 2923 4232 5818 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 34W 5304 7619 9352 11060 12755 14438 5'-10r(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 14434, 6'-6' r181 PRECAST 1383 1986 2679 4196 8421 10032 12755 144 r-6' (901 PRECAST 1138 1628 2131 3218 4675 6756 9763 135 9'-4- (1121 PRECAST 7 55 1216 1535 2230 M 4167 5593 755 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206 13'-4'(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-O'(1681 PRECAST 321 720R 865 12D4 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 4510 631 881 1141 1428 1750 21 19'>4'(2321 PRECAST NR 343 477 700, 925 1152 1360 1609 0 THE MW W W PMO(M SLS ARE PUMI1 AID XDM tall WAD[ 40 MOD MOW REANL SEE CDVAA WTI N0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/2" RECESS DOOR U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IMS 12B6-28121FIo- swo-w 12An6• ltlo* W26- IN30-21 4'-4' (521 PRECAST 25M 2942 5468 7594 9640 11669 113679 15M 4'-6' (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15PO V-8' (651 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5-10'(701 PRECAST 1259 1758 3361 5954 935e 11669 13679 1567 6'-8' (601 PRECAST 924 1430 2833 4415 6894 1 1257 1480Q r-6' (90-) PRECAST 703 1203 2157 13494. 5259 7922 9623 111* 9'-B- (116) PRECAST 389 1 843 1 1451 2157 132034 4427,j 5417 6380 n TIE NO= N FML MW ARE MRM AEDJC1m FM Wil 40 MD AODW AMM. SEE GMA WE NA 4 FOR 1 SAFE LOAD PLF LENGTH TYPE 12U8 12FB RCMU Y-6' (42"1 PRECAST 1295 4841 393 4'-0' (48") PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2412 6-10-(70) PRECAST 651 2547 155 6'-6- (78) PRECAST 579 2167 123 7'-6' (901 PRECAST 474 1771 914 9'-4- (1121 PRECAST 355 1326 5 10'-6'(1261 PRECAST 306 1143 454 11'-4-(1361 PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 IS-4'(1601 PRECAST 229 857 278 14'-O'(1681 PRECAST 210 809 251 17'-4-(2081 PRESTRESM N.R. 63 16 19'-4'(2321 PFESTRCSM N.R. 534 1300 au 4tIQJW MVIL to 4'-4' (521 PRECAST 4'-6'. (541 PRECAST 5'-8- (651 PRECAST 5'-10-(701 PRECAST 6'-8- (801 PRECAST r-e' (90) PRECAST 9'-8' (116') PRECAST PLF SAFE UPLIFT LOADS FOR 12' PRECAST U-LINTELS 4}+a9 n SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 12Fe-21 12F12-2112F16-21 12120-211204-IT 12f28-2112F32-21 Y-6- (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (481 PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-8' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10-(701 PRECAST 1623 2527 3310 4092 4875 565E 6441 6'-6' (781 PRECAST 1444 226 2972 too 3675 4378 5081 5784 r-6- (90) PRECAST 1267 1767, 2 3194 3806 4417, 5028 9'-4- (112') PRECAST 1028 117104 20060259 3087 3563 4079 10'-611261 PRECAST 920 947 1612 2281 2764 3209 3653 11'-4-(1361 PRECAST 115E a 829 m 1404 1982 2441 2902 3364 12'-O'(1441 PRECAST 814 753 12690 1788 2201 2616 3032 IS-4-(1601 PRECAST 678 633 1057 1485 1826 2169 2513 14'-O-(168-) PRECAST 622 586 974 1365 1679.j 1993 2309 1r-4'(2081 PRECAST 434 427 695 P 964 1182 1402 1623 1V-:4-(2321 PRECAST 366 370 593 B110 1DD2 1187 13720 1) TIE WXM N PARENMESIS ARE KFOA MUDMIS FOR OW 40 FEID MOW REVA SEE CEMAAL NDIE MD. 4 SAFE UPLIFT LOADS FOR 12' PRECAST w! 2" RECESS DOOR U-LINTELS ww I SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH twa-n'mgw m"-4 4'-4- (521 PRECAST 1626 2685 3746 4'-6' (541 PRECAST 1558 2582 3w2 5'-8' (681 PRECAST 1210 2D42 2850 5'-10'(701 PRECAST 1173 1954 2769 6'-8' (80) PRECAST 1020M77 2426 7'-6' (901 PRECAST 90421 I IS) PRECAST 703 1472, JgG_NWREAS INPARDMIMS AK PIACOD MW'J00016 E0R I[IIC 40 MO AM M810% SEE CEMERK NME N0. 4 MODUCr"WISL'D Wl"s cOMPIrM •Ut the Plwfda Q 600woom:no yz , 9pe bn Dale 9 4 CRAICIPARRINO1140 1J •/8 cj - ENS 447 yF T E I G``, SEFFN6: R3m i11en411 ee. ua SEE GENERAL NOTES - SHEET 1 OF 3 Aa #NA lmsli FL.P.E.UC W0.44?SS 14, E GNPAep w A , ` ;,tt +CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 40 =tiW ! r sa` rvE NUE, omm-14 oRArN m ,ouA uwa wEE Ars 1SLY. L..:. • ou6 A rotetEo m tAAD IAEI00, P.L -AEA IQ Mx tAAtOtRxA U4ti2 sEtO S Or S M IAM I -DARE MIAMI-DADE COUNTY i PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) L 1805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33 L75-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations 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 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 manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause *for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted doctinientation was reviewed by H luny A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMIDADECOUNTY Expiration Date: 05/21/2017 041 Approval Date: 04/28/2016 8 20/ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P. E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P. E., dated 0610 719 7, revision 94 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. Calculationsfor Cast -Crete 8-incb 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 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 04/25/96for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Cerl f edInspection 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-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. P3j& y'A. Makar, P.E., M.S. ProducrUontral 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 084-M20749 dated 04105196 for #S rebar by Birmingham Steel Cap. 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 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets L I 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. w wze&_e_ ty A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Datc: 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 from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. HggWyk Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on 11arch 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, tilled "Cast -Crete 8" Lintel Fabrication Details'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 20.14, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P. E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Controt 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 UU Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. i._' 1 wzz'e H41WA. 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 A=T Re HIGH STRENGTH PRECAST AND l PRESTRESSED CONCRETE LINTELS MODUL'MRWED a 000071p01.ItA dt" flOfidS 9181 ft Cod: AIR 9M Dft CmWdJ W"'O BAj S1IRRUPS EM TYPE -B' ST- R. STIRRUP &TAILS 8" PRESTRESSED U- 3R CTOL SIII S AfJ1D NmpO la-0 0.134 042 1- 14'-Fw 14 O s-0' o IS -a 0.140 S67 OAR 1- 3 la- O _' W-C 0.131 L30 7 32 OAR 3 7 BAR 17 -2 J O 3 -0- 0 1! 1 7 33 1 -3 10 -1' a O a -2 0 21'-4' IUM 787 32 0 7/32 OAR JI'-e S e 3'-0 3/4- to 0.2oo aN 7 J i 3 7/31 OAR SI'-10, 0 O Y-10 3/1 1012'-0• 1M-0' 0.210 gnaws 32 O/Jt 1 - 7/32 OAR 2r-10" 0 e V-3 I/R• toTa -o mT t11 r-T rI-I s1 LL.7.fiTs"iT[y r r,s vm®e z o vL10IVIIVQ9LNYG1R[lmi il:•J•rM"M"IT ML7 xrty:d7.JITF'1117R.'4!!t7 UdkiG L Q K=d CCU), M" rxMA &La na , _j m.5 vcicauam va to F7Q9i13"E%23dff•7M FEMIAV IR.4 1 m©lJt1• IPRfS RtJ!:JCialiirJ/J0 d:alESmi i lli[LLWILAfIaIi lC'6;7!!Td r E3C]iO rnrn S!If'71 riy0l.9IIl;`lil'1:171ada7!• i fIU •I41 o/ 7 I I I. I I, NAS. >)))n1'S PRECAST U-LINTEL_DATA _T BL Ecul.v I¢ k12 a'-S' oe 1 1'-r 6,931/3 MOM 7 32 W V_T' A J a-o' 0.037 3-$1 7 32 W 3- a e-I' 1I! a -3 32 a- A0J0.Oao 0At 5 -3 7 32- GAIa Jr-L• ow t RF7 s2 OASr-t• 0 0a ROAR 7 a: W V-a OARa a a#A o-3' 3 ttW a RLL4A J SEW 1 -r t taaAR 1 a• R3 uin 12-dr 0.Ito R 11-11 3 REIAR 3•- ' 0.122 400 S RMIt 13 -O a MOAt I S - J ta_ S IMUR 3-1 that MOSId[tAlr! WIOSWITIOM a Mo M MO roOMW A MOVAL 11 D 11 IMIO o7 COMMI u111 AND CAU 01 0E WICI uao OR T1CI0011IIo wnrArt INL ram runt" CIMM"t or CAST-CME M. OIL w 1. KWoIKMO SnEL. 7/n r<t ASIM 41o1 I4 r.. A molts /Sl tow MMEA K 1111AVPI Alm IS II[OM 4WE W AN ASIS; 7/16 UMM sumat0 2M" WII-SET+SATgN M[STIL&M UWtO C MWIC" SIMIM ItOM aLN m Of ME KWOM11m GOC MR MMPU SATASO ASTM A.IA S. Ol1twe L11m"oa: L.. woe rs FIX r N0. Of Spaws . a. TM 71 knoucgra ua won SMc"! 1 JMMutt 1MjtwI9 "nalt Le . 4000 M rot ALL MUST S MW IWOA- rum can on 4 II, roUM W 7oLJrt PWA ran tO 1 Od11AL rLLlIMS! fOtC[ . o.7o • iM. Its. Of OSCAOC Ma SC QUO VIM W rRISItESM UWM 11100VIM Taos L STSVIWc MOIIY rIMSIMSSO 10 Sts6T UnM AND M M01Sm MULL J G • •EMS. • % PRooucr It MOW ItWM10LCwe 74',•• u •Q : CRAG PARRM Bi O00 - %0 .• am CR 579 AWs u O Cenuol' yo ALENGvR..M.M.N0.46 m1t1 CAST-CRETE 8" LINTEL FABRICATION DETAILS M1e [ t1011-I1 _ 0_M"MnLAAC rAi3T171. P.I.- RLo. M 44M SLALL w 10 Stu IttKdiMam—an LLt" a1e1.7L rc - tiL Im JqM I I7A IL i7 MU I W J LAT SAFE GRAVITY LOADS FOR B" PRECASTwl2' RECESS DOOR U-LINTELS r'soaes E95- OPAroaQn ADFOR a SAFE UPLIFT LOADS FOR B" PRECAST wl 2" RECESS DOOR U-LINTELS 4--4-4" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH GRUB 80-CD I 8Ar1 W14-DO Wl ae M 61e2W78 W30-10 w6-1e M10-18 on4-10 etne-le um-le n-le w30-1e 4'-4' 52 PRECAST7 1635 L..",3355 32t0 4340 5421 6403 7557 14l1 J6]! am 4639 e060 9479 low 4'-6' (541 PRECAST 1494 7S9t 306! 2992 B68 4945 sl2+ I901 56 J699 510t 603! 6000 go10693 s'-8' (607 PRECAST 865 920 17)0 1716 2277 2839 3402 3966 1187 1 24e1 4567 SMI MOP 7917m 9311 5-10'(70' PRECAST 610 659 1653 1600 D24 2949 3174 37M 1113 2342 4242 AM 7402 e706 6'-8' (BD'% PRECAST 797 901 1825 3110 San 7)47 9443 7360 901 1625 3120 Sae 79iS O479 10 7'-6' (907 PRECAST 669 1+as 24l9 mt 5J43 Ja! 5623 7ss 490 ass! me s74s e9oe 1 B -0' (1167 PRECAST 411 468 999 1568 2253 3129 4091 314e 526 999 159 2253 3129 4150 1 501MA 1) THE OHUU9ERSSADDEDINPM DMIESSEE K NOTE REDUCTIONS FOR GRADE 40 FIEL CENERAI. NOTES 1) fe• e• p—d kW . 4000 pd rr. pd IrtlnaN rAbl - m00 e on+ - J000 w n mmrew. 3/8 ,rl aplry.l. e.ra. Ia anal N p ASN 00 nrederm ael rw aagrnln ITio°o pl 10 W, ASW AOIS .40 prnba•eq WM 0wrA ASW A418 am& 2701. rek dm early pr ASW t90 ln. M r S 2) N • d. bed MI. bud . niNnn 4 Wh n ON ffk:lMotif.La7U.L6iyyiY iw" W. h w" b 3) he" hd w u bad M bn )stab. 4) L. a. tw b prnOd. Malta W aaad rNr1A• ley v d• 49 r. arse = yn RmbYc ISUdAC M14nOl72 V) _ A01pp50NI* b lad or eltetl Odlafy4 Ii9coUes rdd ilp iaw-n -r w bw mb 0e• a Wai 11.0D AI aas4rrg IY MUe eiifnp Cade Salim IW13.1 m KYlmma 6) S1w. Red Woo a e.4Cgd 7) On I7 t6o, mq b. M166bd Is, bao 15 nbom 6) IMk.h• A/data at kW twit ew" .V. etblelyd eWWr dr.eb. d der" 1 f) it dignr ant rtbeb eer•dnw IwA Inn V. bd. bed uw.. 4 e.blbaq be mokr.. ,.raft radial rd ear ofd-a y lm V. la• d ..ppail. 10) NA . 9r NoW 11) Mlm ON . rid rein to M Iaad d W W. e1 W Add n*. R SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU I 4'-4' (521 PRECAST 75B 757 1164 4'-6' (541 PRECAST 694 693 1073 5-B' (681 PRECAST 408 407 655 5•-10'(701 PRECAST 382 381 616 6'-B' (80) PRECAST 595 788 464 7'-6' (90') PRECAST 509 674 363 9'-8' (1161 PRECAST 370 1 490 1 214 SEE GENERAL NOTE 18 It) VAb w' u•4acbNr lmM, a• *4 mldu. a B• "0• ,..tm.•a.1. slla Cwan SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 81111- u W8- 2T w10- 11 WF19- 21 un4- 1 4- 21 6Rne- 1 UF1e- W22-118Rnt- 1 W22-i 6W25-: epr30-n diFJO- 4'-4'• ( s27 PREG1Sr 05 166e 23a J051 a751 4445 51 40 is 1655 W 30% 3731 4445 S140 4'-6' (S4 PREfAST es7 1{01 2272 8a1 3607 4275 494J e6T 1601 2T72 2S1! 3W7 42)5 4943 5'-B' (68' PRECAST 67S 12 179 22326 26S4 3302 3911 e73 1269 1797 2326 2e54 322 3311 5'-10'(701 PRECAST M 1207 174tp 220 2773 3te6 2729 656 1233 1748 2256 2773 3258 2799 6 -8' (BO) PRECAST 57D 929 ism 1980 2429 2e1 3129 70 108D 1530 19e0 2429 2579 3329 Y-6" (9D') PRECAST Soa 742 r 1384 1765 21 2567 2268 5m e!e 1364 I7LS 2166 250 2960 9'-8' (Ile) PRECAST 39S 4i6 11 12Il Im 1059' 2180 39S 60 1072 13M 1701 2016 tall 13) Im dwbr adom d kid. lom d In alydr taant. 0.00.m NM Irfw t..6N b . lam MOW :. oa.wrae on ASIM 0-06 w MO -W w•7r!• H U4b6 anted drrl4ntwdp .791 .eettd aia r eQ w0 M .g h(b•1 ao be4 alaJl aedaddIrOaraen11w06t .0l W Mfay t4m1loa Aa4.4 errW Yrd new Aedwrd bN 1 IA J Sda lu" b. 0 sd• IaMnitl bd . 15) for emp. 0 r.dd belpla od on. W ad. Imo lea not bur beigm aa•m 16) to Wd k*m •N rime• uu wL ba l.n rrd MWd b%% Cm 17) Sm b. w a.. a VwW@"" ebWb Met t! s• 10) W. bw. No a an wired ddr aw3p Mr AO SN •.d An 39 10) Aed,•aal bla.l b.d tM•dh ea b alli.al A b ar•o.f y Mm•9 c/di+.d rdaReO seam m+mt7 m2. BIOIU) .Oaa Ua Wd. Sm blI l 9 1. . l rIr1300pei SEE SAFE LATERAL 10A0 TA91M FOR IDAD WIND fOR GOI AOORIDHAL i•.: Rr84TORCFD WU ( RCM FULL COURSE PR001) CTREt461wM 1/ 2• CLR TIP eylVDA12W..libdmANih 2) 15 REBARwLbmrGASwOR60 AtaePulre Be Ni fl i ./ 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCIDNS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL HOIE NO. 4 017 EENN TYPE DESIGNATION Fr - num 1001 aO0 / u . wMilm F40 N cr a C AMII1 8F16-1B/ IT Idllb11110Wj Lou Aw OF Room XM JEM At 1d Is KwN)w CALL 1S E84! N 101101 Or WiQ CAWO 7 S A' ACWQ sm 6W mom 14 mix d' Mum RrAWCritnV4Sty l'rfdaoZCIMPARRINO•/ 66724CRS79 ni SEFFNER•R. 335043sLfAr' 7 TtS>tTii[d!I,tiT7)I— e erlrsitQl I'T3Ti[ IC ilT:CAST—CRETE 8" LINTEL FABRICATION DETAILS n.rad:ld: it•uvL•1w; r nm v' ate, : T1R•_':11fi'c I.C.T3r7Y. 119 ill.F. i7Cif.1: Y zrtrxi 6;t1 t> ta:rlsa r,rArila:r i9reiL'1>f: 7l 91'1,.1U); I IiYYi Cf • M IAM 1-BADE AtlAbu-BADE COUNTY PRODUCT CONTROL SECTION DFPARTAIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) I t805 SW 26 Street, Room 208 BOARD AND CODE ADAIIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) mvw.miamidade.rov/cconwmv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section ([n Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 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 Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision 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 tins 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.. [f any portion of the NOA is displayed, them 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 1113-0321.07 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 IIelmy A. Makar, P.E., M.S. fj f '/ / NOA No. 14-0903.03 MIAMFOAOECOUNTY v v L'l= `Gf'^— f Expiration Date: 09/11/2018 Mow Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS 1. Drawing Alo. FD4612, tilled "Precast and Prestressed Lintel Details", street I of 1, prelxrr•ed by Craig Parrino, P.E., dated klarch 24, 2003 and Dr enving No. LT4612, titled Cast -Crete 4 ", 6" & 12 "Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared b1 Craig Parrino. P.E., dated rllarch 24, 2003. last revision #1 dated April 28, 2003 both dr•mvings signed and sealed b1, Craig Parrino, P. E. B. TESTS 1. Test report on,Jlerro•al testing on 4", 6" & 12" Precast Concrete Lintels Filled and U tfiiled k1odels•, total of (13) concrete lintel specimens, per A STM E-52 9- 94, prepared by Applled Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hannon, P. E. C. CALCULATIONS 1. Calculations for Cost -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino. AE.. signed and sealed 41i Craig Parrino. P.E. 2, Calcr lalionsfor Cast -Crete Lintels, dated 05129103. 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrhro. P.E. D. MATERIAL CERTIFICATION: 1. Qualitp System Alanual for Cost -Crete Alachine Blade Precast Lintels revised on i11a1' 1, 2002. 2. Cast -Crete Qualln, System 1llanual,for• Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details". sheet 1 of 1, prepared by Craig Par•rhro, P.E., dated dlarch 24, 2003 and Drmvhrg Aro. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated rlfarch 24, 2003, last revision dated r4la1-ch 1 !, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By rllianrl-Dade C'otutty Building Corte Compliance Office. E. MATERIAL CERTIFICATIONS 1. Arone. M,hiqA. Makor, P.E., M.S. Product Contral Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 r Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMQTTED UNDER PREVIOUS APPROVAL 0 12-0209.12 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details'; sheet I of 1, prepared by Craig Parrino, P.C., dialed March 24, 2003 and Draining No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sufe Load Tables", sheets l through 3 of 3, Prepared by Craig Parrino, P.E., dated March 24, 2003. last revision dated March l 1, 2008, all signed and sealed by Craig Parrino, P. E., oil rllarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By rWanri-Dade Coruny Deparvntent of Perruirting. F.nvironruent, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-orn Cast -Crete Corporation, dated Febraany 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance wilt the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By ATiar d-Dude County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. r 101fuy A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing rVo. FD4612, titled "Precast quid Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated kfarch 24, 2003 and Dra aing Auo. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated ATarch 24, 2003, last revision dated June 12, 2014, all signed and sealer! by Craig Parrino, P. E., our August 19, 2014. B. TESTS 1. Atone. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P. E.. signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Miami -Dade Comm, Deportment ojRegulator), and Ccononic Resources (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, htc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 1 F1e1q%pW. lWakar, P.E., M.S. Product Coulrol Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/(1/2018 Approval Date: 10/09/2014 E-3 RE, m HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS im .1. IY E 'A'_$TIRF i VLb!>•ll1SVLi <flaltilL3taVf.31fRJQ 4" SOLID LINTEL DATA TABLE Fol. haoft'"ll F2!7m[`arEK®' ria[•LrF]r72f iSC7[F3rF r rt}Q i A" PRECAST 11—LINTEL DATA TABLE erg uFa f 2i1iLl ocs 17AiL.l M'C1fa a Q r p6 r„ a ^:Iraarrzr..nr*r>avn, nav r-n r1iF ru I • I taT9f7'STT7fiS>a va o, ids tt•R7 iF7 ILLL",l i'ai9 r7JST1S7 i 7IZ 7 O rr rrnsraru_:ara,rFa.Fcr r vl' rravr sn r r I o trr rmta flrra' mev¢rnrsnrF:_:.Irr$a Ir vl o rr r esaorl,,, o,rsQa2:a rrrn Qn r a:s: rs8v rFSL7 o mavrRmm rta.tL larrt.iL: m¢aocla rnev c ri a my r rug.^: rt oc o t?• PRECAST U—LINTEL DATA TABLE FTJ W, 0 MVI-9wt RFMIf Wjp oe3. m.> rtial oc1. ve ><.:r er rrn try r,l u:a r>m Drat, vt_ ma r:Ii.+o C' G!!1I1r rI^Ip tt/l..i'Cfref! QO sr ne:rFa[avme+ tt rav rn a r ti_I amp r eus oci Lt o rravrsrn t+ rtu_rrmmlri r 1I •_lf R',L7 CL'i o rt rm Fta rFL mm rI„In:oc o KnLAFX"KaM Is ELL mc;r r_sui rr:ar:.u: vacyru rsrye o' inCM ar}u nmtarsai mcyLryas IIMI 1.01MOAt1 MrOfYaMCM 6 rir OCO /OI MIOeOCtL 'PPMn D MMUCM AT WO Aim C MMt /I H1.00ma OI a• ODIWYn0 VAIN" Mu MI.MIDI wow C.II-CXM USA. I. MnWM eOn. 1/3I W IOM AIIA µ04. W 11 on L Itmn1Y ntDem a AMM II AM "CLS . 2006 M emu a .Im AM A. MOD 9R IOW mum of 900" O0=0 Att c"" "ante L ea4`ACit SIASIm r.. as M M70 a e m AID fI OR UM CAM CID 0/ AI XM*k = CAM 90 OtaMl - W 01 suss MMILL1; r.. Ma m I4 . veM Lon" 11MMS . 4 Mm M IA"MW CAM MARM N MOM IMMC L IOnOM Oraw e[ ADr •ICI 44 IMM 10 nAS We DO I $bum CMOM IIa tML eM a AMM It MIDI WIMS AnD nWM I•eM 10M CENT O% Yt'. paonucv Krwsru d 0nnpIrlMC w;dl II.I Fla:i31 O. 4 ft' p1dIdII. CM.Ie 1 AMPISM'`Ide 4 0 ' D3 O ' Ip/. a'CRAIGPARRWO IrtttuM Ume $ PL_. p 11r " o6MCR579 r;, NALE,,,, SEFFNER 331Bd PRECAST AND PRESTRESSED LINTEL DETAILS FM w m am, -le Oim or MAN MAW MUL AS DIOA DID 374M1 CUMIT: QMI raboO /L SIUM r0411 iuE I co GENERAL NOTES q YdYb1c fe 4' Woad rMtl - l000 rd rerbfr Iidd -M re q1W - ]OOD pd fN/Ls c c e.Iwb n nwuf Odb"LWI) yer /SN dO .Ui miOlon nd Meer rAS'l ets`God• roYW rf nMrbr Ir A21Y E27D try. Y r S 2) AS Nb V d Woo bond a miipmmuem 4 ibdb NoW d baNq. M l11w. Imes4 20i 1 bl kw%Wpl b s tan a 1/2 belles d) hale. fa MNW bid •d kd 0ML 4) lb. nu~ b Wanthab kgblra On peX.A MACGd 141 grcb 40 6.19 a00d 1eU,. IE91,101• 1 flltr i 112i (.EE)mftf 12b2W PO U711W S) M rntdn mat r •rs4d U]BD hMdo• lt61 bucbl md i/ID l4dkc00.. bn4Y ' Lin Is WW to 4"C— mennnnqq a• R4Ab &W4 W. Salim IW411 ea crratNlt 6) SIM aw rbbb a cynic& 7) 4' 00 4d.b b be hddzd ./ 4' 6ebrmbn bol MW OW 4beaWb wrt4t 9) kddqgb6n/alrboenl el rdd mid com* sib w tiiOebad eed/r .1rocbld aotemvia 9) oda a-'"oW 16m us"ng -m1 s0 aa AWL 10) Pill. - Ibt NoW 11) ldbee r m babe 14br b k bald d Y• klbin a tAs EnW aft. TWr WSICNATION t. IUDsmt /a•eb = v 1 12F16-28/2T M.mj J LammAM. wr•er s im %•10 IN 1r um M 1 IN r Yms D•s-2 J 4• FI/r am 7. o t' Wurm 01We.m m. r uabs t 1 31y ACIINLb 1r d01•NA1 vmm 12) C &IfbYintldia4 q siLy wkk. M W mA is 1» TA• .r *A.W lm. of Ebb i•ta9n0 b cicMmerscb MWIf, .eb dap hmoX" of M. q0W b ®1dm •M AM 0-MG r CUM "Wad aatbp. 14) wil.d.ibw) d •ww._wa,(MYl) b.s0w10 "a1r0 Y wMNW bnn/ppW WIUW Imo + APOW bWIIWsd boo S IO Sol. wGnl fmd We )WbMW boo 15) rr tlrbpab. 0blel "lib al db.4 we sok ba Isom oel low tmW sWm 16) Far btd kbpW mt ft.% In Wo boo lam red M9m knplb oA•m 17) $ do boa am apdkposd abutb bob. is) Sona bob bad as rolbml b•p1 rry b pm AO Sldbe wd AC 71L 19) Adaws• cs.aeb vi. T .Mn IM Gakl Su fibl bds c Awl SEE SAFE LATERAL LOAD TABLES FOR LOAD RAIM FOR D41i ADOMM) RERIrMO CMU FULL COURSE 1) 15 REAR FOR 6' L911ELS 1, TIP 2) 05 REAR FOR 12' LATTELS CR40 or CM SAFE LOADS FOR 4" SOLID LINTELS 4w 44cm GRAVITY TYPE LENGTH 4S8 Y-6' ( 421 PRECAST 1180 4'-0. ( 481 PRECAST 959 4'-8' ( 541 PRECAST 789 5'-10'( 70') PRECAST 460 6'-6- ( 781 PRECAST 360 7'-6' ( 901 PRECAST 260 9'-4' ( 1121 PRECAST 156 10'-6'( 1261 PRECAST 116 12UB 4-- 4Rm UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y-6' ( 421 PRECAST 687 371 4'-0' ( 481 PRECAST 597 320 4'-6- ( 541 PRECAST 529 258 5'-10-( 701 PRECAST 407 148 6'-C ( 781 PRECAST 366 118 7'-6- ( 901 PRECAST 280 87 9'-4' ( 1121 PRECAST 187 55 10'-6'( 1261 PRECAST 152 43 12FB 12F12 12F16 6U8 6F8 6F12 6F16 • • ''".. ^' ti'1•: S 'A :. Z. ' .' . s. i •:. •Is is , ; •;. •;+:%' :: ..• . . fir. .. i; r:'"•:' .:y:.Peen. .• •: ;.;»!. J• •i. • a•: :°.::*ice• •. . it 4S8 ?: G . If • 121`28 12F24 12F20 rRROnticrintarsPrn r• : • r1' a avmplyiny ttbb lAa FPwblo P: cr' ,7, • .ST T F • Ddlains tLJe rp .• p CFWG PARRINO A"0 Ab^M rA0 14 - o o d j KJ,: lIntwnUroems' / 6F32 6F28 6F24 6F20 ' S'^ '.....G •,SEff14EFi mm h•fOfVAl. 14 • FLP.EUC.NCL44756ej bf4n 77MyEMBEpR+'Or _ + CAST— CRETE 40, 6" & 12" LINTEL SAFE LOAD TABLES pEE L opAOS-1O pt1119 or ApAN AAn® YYL• IUD. mir. 5/ 24/•1 amm rt: tEAIC Atllm•, t. -LEG 1•. oax lY01•R:m 1N412 SWEI 10r 2 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6-18086F8 U12-19 6F16-1 6F20-IB 6F24-I9 6F28-18 6:32-I0 3'-6' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0- (481 PRECAST 2025 2313 3892 5050 6145 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(70j PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 to 6'-6' (781 PRECAST 949 1078 1531 2850 4328 6737 8297 9357 7'-6- (90l PRECAST 779 883 1459 218E 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5017 IV- 6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 1)'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1042 1377 1769 2230 2808 IS-4-(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0'(1681 PRECAST 351 392 606 835 1087 1373 1)03 2007 17'-4'(2081 PRECAST N.R. 299 455 1 620 794 985 1198 1437 1) 1HE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS fOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS MR R" ORFCART I W lwmi A 44", mm SAFE LOAD PLF LENGTH TYPE 6U8 6FS RCMU S-6' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10'(701 PRECAST 3D0 350 198 6-6' (781 PRECAST 263 496 157 7*-6' (901 PRECAST 222 367 116 9'-4- (112l PRECAST 173 352 74 10'-6'(126') PRECAST 151 t1'-4'(1J6 PRECAST 139 12'-O'(1441 PRECAST 131 13'-4'(160 PRECAST 117 14'-0-(168*) PRECAST 111 17'-4'(208') PRESTRESSED N.R. 1301 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6' PRECAST U-LINTELS 4— -*N-u SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6f8-IT 6F12-116F16-11 VN-11 6f24-IT 6-IT P266F32-It S- 6' (421 PRECAST 1412 2074 2715 6 3997 4638 5279 4'- 0' (481 PRECAST 1225 1800 2357 2913 3470 4D27 4583 4'- 6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 V- 10-(701 PRECAST 531 1222 16M 1979 2357 2736 3114 C- 6' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 r- 6- (901 PRECAST 648 85303 1249 1544 a 1840 w 2135 m 2431 9'- 4- (1121 PRECAST 575 WIN 9BD or, 1252c. 1492 1732 1972 10'- 6'(1261 PRECAST 514 462m 787 1121 1331.1 1551 1766 cl tY- 4'(136-)PRECAST 474 404tm 685 a 955 1213 pi 1442 645 12'- 0-(144) PRECAST 454 367fb1 619 888 1093 1299 1506 13'- 4-(160') PRECAST 402 m 308 516 736 9D6 1076 1247 14'- O'(1681 PRECAST 369 295 475 677 832 4189 17- 4'(2081 PRECAST 253 206 338 j 476 1 585 693 803 J) THE NUMBERS IN PARENTHESIS ARE PERCENT REOUCIIONS FOR CRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE Na 4 Date E, PA/. cG ENS :O y 44 FRODucrRUVISED b ° p°'IiiM wsln IAe Florida WtJtrocw. c° IPl.na 1. 07 N. i V+t+ni 'twoCRAIG PARRINo 6, 1 ,s4 2'P SEFFNKFL 33684 eerrr' rle R PE LIC W 44756 w • n —CAST-CRETE 4 6" & 12" LINTEL SAFE LOAD TABLES e e ms. '' +„ p ''.`, S •. ' r rt[ x1m. 06eY-1e Dean c twutl AMMO stilt: M1S Lsa I "m s/te . euwu K etU1t rtAt% t - wo Ouse oAttAs¢llo tuft: sl6a t W e SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4mr- w" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12UB IV840 12F12-26 IVIS-20 IV20-20 12f24-28 12E26-29 12r12-26 S-6- (427 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (487 PRECAST 2923 4232 S838 7619 9352 11060 12755 14438 4'-6' (54) PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10-(707 PRECAST 1612 2320 3218 5234 8487 11060 12755 1444 6'-V (787 PRECAST 1383 1986 2679 4196 6421 10032 12755 144 7 -6' (907 PRECAST 1138 1628 2131 3218 4678 6756 9763 1352 9'-4' (112') PRECAST 795 1216 1535 2230 3083 4167 S593 7552 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 I1'-4-(1367 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0-(144-) PRECAST 456 878 1073 1513 2020 2617 J313 4206 13'-4-(1607 PRECAST 1% 767 926 1294 1709 2188 2743 3409 14'-0'(1681 PRECAST 321 720 65 1204 ISM 2017 2451 3106 17'-4'(2087 PRECAST N.R. 4511, 6310 88fo 1141 14280 1750 2102 19'-4'(2327 PRECAST N.R. 343 477 0 700 925 1152 1380 1609 U) DE MAEE16 PI FAWOMM AM FUM0 IEDXMNS i0R CR40T 40 IEID AWED MA SEE CtlmAq WE Ala 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U.LINTELS 4cQF"coffm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R06 12RF6-29121510 15114- 12RF18- 12U22- 121126- MT30-29 527 PRECAST 252 2942 5468 7564 9640 11669 13679 15079 V-6- (54') PRECAST 2319 2740 5468 75M 9640 11669 13679 15679 V-8' (6B7 PRECAST 1347 1841 3555 6395 9640 11669 13679 156 5-16'(707 PRECAST 1259 1758 3361 5954 9358 11669 13679 156 6'-8' (801 PRECAST 924 1430 2633 4415 6884 1035.W 1257 1480, 7'-6' (907 PRECAST 703 1203 2157 3494 5259 7922 9623 11 9'-8- (1167 PRECAST 399 843 1451 2157 3203 4427 KIT 6380 1) 11E NOIMM N AREOM ARE MMW R[OUObtE TOR CM 40 FaD MW AEBAR SEE aMM NNE ft 4 a 4C,mv.4CaM SAFE LOAD PLF LENGTH TYPE 12US 12FO RCMU 3'-6- (427 PRECAST 1295 4041 3915o 4'-0' (487 PRECAST 1295 4841 299k. 4'-r (541 PRECAST 1049 3922 2417 5'-10'(707 PRECAST 681 2547 1552. 6'-6- (787 PRECAST 579 2167 12340A 7'-6' (907 PRECAST 474 1771 914• 9'-4- (1121 PRECAST 355 1326 580, 10'-6'(1267 PRECAST 306 1143 454Q0 11'-4-(1367 PRECAST 278 1041 388,4 127-0-(1441 PRECAST 260 971 34 IS-4'(1601 PRECAST 229 857 278 14'-0'(1681 PRECAST 216 809 251 li-4'(2087 PRESTK%EO N.R. 633,, 16 4 19'-4'(2327 PRESTRESSED N.R. 534 130 PLF SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS CwetwCwln SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IM-21 12F12-2112F1641020-21 12F24-1T 12128-21 IZF32-21 S-6' (427 PRECAST 2752 4287 5613 6938 5264 9589 10915 4'-0' (487 PRECAST 23M 3721 4872 6023 7174 0325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(707 PRECAST 1623 2527 3310 4092 4875 5658 6441 6 -6' (78') PRECAST 1444 1 2269 122972p2D.. 4378 SO81 5784 7'-6' (90') PRECAST 12671 1767 25B 806a 4417 5028 9'-4- (1121 PRECAST 1028,1 1171 2006 3W7 3583 4079 cm 10'-6"(1261 PRECAST 920 947 1612 2764 3209, J65J 11'-4-(1367 PRECAST 85B B29 1404 2441 29 336412'-O'(1447 PRECAST 814 753 1269 2201 2616 3032 13'-4-(160)FREW 678 633ig 1057 1485 1826 2169 2513 14'-O'(1687 PRECAST 622 566A9741365 1679 1991 23091T-4'(20B7 PRECAST 434 427964 1182 1402 1623- 4'(2327 PRECAST 366 3708170 1002 1187 13720 W 111E RWRM IN FAR 11THE S ARE MEM RINKMIS FOR CbX 4D II1D AMM R[WL $a CDV A ND1E m 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST w! 2" RECESS DOOR U-LINTELS 4r/ROZ1•&M I SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH LENGTHlaew-illil°14- 4'-4- (527 PRECAST 1295 3692 25MB, 4'-4- (527 PRECAST 1626 2685 3746 4'-6'• (541 PRE00 1213 3458 2417 4'-6- (541 PRECAST 1558 2582 1602 V-8' (687, PRECAST 784 2236 165% 5'-S' (687 PRECAST 1210 2042 2850 5'- TO- (701 PRECAST 747 2129 155 5'-10'(707 PRECAST 1173 1954 2769 6'-8' (807 PRECAST 602 1716 117 6'-8' (807 PRECAST 10201 1538 2426 T-6- (901 PRECAST 504 1438 91404 1'-6' (907 PRECAST 904 1226 2163 9'-8' (I IS-) PRECAST 355 1011 Am" r9;-Ar (1167PRECAST 703F4 771 j 41472___ T79M7MM NOTE • • • NA KM INFARENI5I)ARE FEIIENI RE00000AS FOB ENS'• 40 FIEID ABOM REBAR SEE MkVAA MIT Ids. 4 447 PRODUCT RI:V1slD IN cm MA Itilh the Ilerid> Du11d4A41'IWe A.M., e;IN. intbof(-Cal07,p3 8iWpDp,j• 4 ocRA sRRIN790 F As R C*) SEFFNFR. F1 33680 Inure utt a I ` SEE GENERAL NOTES - SHEET 1 OF 3 '>A 70NAL E44' FL. P.E.ILTC.W0.4WM E&WrA or — CAST—CRETE 4" 6" & 12" LINTEL SAFE LOAD TABLES 19 4 lb ' `\ " • IRL MAIL• asuer-11 ORl1N IC im mm lf.lf. IiiYflr `' •c„w` ...., oue !/!a/DS CNTOEo IT. am rAm1q ri. - Rm Na ma 0A1'Ar1G.. uau SIm 3 0r s MIAM I -DADS MIAMI-DADE COUNTY LZIUM PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RF.R) t 1805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 331.75-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) %vtvw.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 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 AH1(in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD9, 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 Panitto, 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 bo 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 014-0903.02 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 doctumientation was reviewed by H Imy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMFDADE COUNTY Expiratton Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. R. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196,45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report ff20-8345 dated 11/13195 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 #84-M19614 dated 02/29/96for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01128/96 for #4 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 Certlfred Inspection Report #84-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for• #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. k'-1A I . Ff#ny'A. Makar, P.E., M.S. Prod uc ontroI Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables`, sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre-sh-essed Products dated 2002. r- wze— ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (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. 00, HAlful A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom 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 k1lami-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 Control Section Supervisor NOA No. 16-0126.03 Expiratlon Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department 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. H415tTA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST CREve HIGH STRENGTH PRECAST AND l 1 PRESTRESSED CONCRETE LINTELS 7/ 1; 2 0 BA STIRRUPS TYPE "8' STIRRUPS Y STIRRUP PRE SX Gait L151STEEL— SIAQpo XY IR 0.134 eA2 3 3 3I 11 4 0 3'- a a1A0 eef 1 7132 13 - A - 9 0.11, e3! 2 32 aM 1) -: 0 0 3'-e• e 1 1 -3 Ia -t 1 0 4 2 a12X-e O.IN 7p2DAaI)/32 Ull 21•-t•e•3'-a 7/a• fo o2DD all ale37/32 RU W-1o• a 0 3•-Io 3 f0 021f aq 1e- 7/32 MA 23'-10• a 0 S" PRECAST W/ 2 RECESS DOOR U-LINTEL DATA TABLE YrTY.GIIrIFu.1 alii:iall•rl•1 i'rmomf- a Ii:i Sl'2. @7 A1??1DTFf r1F49C111a mj mrti in;17 rvao romi[IQSi[zrllaLLMFr v LaNl P r'v p ernoi o jm" MI Ml aj-"J" k 19LIMM te r[aFla>,e at:f tussa`.rrt>.:loe.vn Qa s>m® rmj anesr-,r a_::aaTyvno rmmf mo i".3ro QLi dRF.P!'T,rlT3:EMIMFlo Ina •r cams W rfmt uneA Inc •r nlw Iu.IK. Nmn IX •A• um*_ rola u0ru rI Ipnr RflMfeeCIXO IAGC rAaMG_TIOM YOD[I :' mina unnl M 4' rI.AW. nri •r SnY. f l f f f NKraTSefn rfrR IRIXITetINO 1GE AeaIL'ATION YOerl rye rt0O1 MARS M MU1WX 0 P OMM 10a rNDPJV A"WWAL a M rW=ro M CorMor IAII] AND "NMI K WPWJM OR OCTtM ID I IM" TI¢ PO Mt MOnLII C" MT a CAST -CASTE I16h MG 1. Eamc 3tal, T/F e.e A31N A2101 A H, a NOTE, In MSA IOMAG K maon7a AND le 2 OAADL fe AwI Aelel 7/le OA71 AWAKED 0 t"PIlM e1A IM0 fAON tAMI mAmn Aran ua " •• ` 1ete1MS9110 in D OCIF TINROM== CAOC. toe ttAWU MAW ASIM ao, ! ... THIN Ilt eoatatte aye low r.. no MI iee A' PTWMtMO KGSAM 510" ! SIIeA1Rt Mfins u Nali2af r...ero 131 foA ALL Sold SAWN Im rMGn a Mt MISS. r' a is rOD11D3 M foUreo"LLML rlJtU ru A. IMIM AMA13a rom . Wo a inr. Ct n K ar a13lu=tMb uLb kW KYYD n uN llfl eOAN11CU10 eatSIIUFP01' fD MITSMSrD TO Itntl USING A" fu1MIMe rOtet2. rA ENS; • ' PAMUCr 11hMUO vans lyilgnGll on FAfrob n111I layiAlXcPr CN A !. -o oT.oZ. E O Zs1( jj a CRAIG PARRINO 1i) _ 6324 CR 579 T wd d Lmuuuf' c'•lvITIQ ` SEFFNER, FL 33M o OiJAI ENGa`t FL.P.LLICMD.4475e Mr a D>,L, CAST-CRETE 8" LINTEL FABRICATION DETAILS QJ' CD. ru uVG eISl7I-1/ Dtool m CM ?A M rt - IM m 44M I PAW Ib1 10 YYL P•,A "L l' . • .._ wu._._^` r.-.— .. nTwe ... rzn ..ram_.. . tta 91 Am[ I et[r.® I. IIO stla 1 M 3 SAFE GRAVITY LOADS FOR W'PRECAST wl 2" RECESS DODR U-LINTELS cast-Cgore SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE S aKS-00 NF1 ZT14-OD 81FID- 0 66F72-0 026-06 MV-00 eats le eafa fe am- ev16-te urn-fe sau-Ie awn-te 4'-4' (Sn PRECIS) 1B19 1749 3355 37e0 4ND 5421 6423 7567 1611 36!! ms U39 0000 9479 10693 4'-G' S4 PRECAST 1494 1596 3063 29" J066 4946 224 6904 1750 7699 5206 60J9 a060 479 t0al3 S'-e" (68% PRECAST 866 17m 1716 2U7 2aJ9 2 J966 1167 24e1 4567 t0e9 a 7917 9311 5'-10'(70' PRECAST 810KI 16% 16W 1114 2649 3174 37CO 2342 4242 0619 a060 7402 6706 6 -8' (807 PRECAST 797 ta25 3120 5046 7747 644e 73W 1O25 312D 5D46 791S 9479 1 7'-6- (907 PRECAST 1430 24% 3779 5743 n39 503 N90 2459 3778 5)43 6 1069 9'-0- (1167 PRECAST 411 BAD 1560 2253 3129 4091 3146 es9 156e 2253 1 3120 4150 061 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE CEMM NOTE N0. 4 004&L NGff$ SAFE LATERAL LOADS FOR A-baaCAQT.d5- orerecl nnna Ila wwa R cR41N SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 IMUR, 4'-4' (521 PRECAST 758 757 1164 4'-6' (541 PRECAST 694 693 1073 5'-8' (On PRECAST 408 407 655 5'-10'(701 PRECAST 382 381 616 6'-8' (801 PRLCAST 595 788 464 7'-6' (901 PRECAST 509 674 1 363 9'-B' (1161 PRECAST 370 490 214 0 SEE GENERAL NDTE 18 t) IY4dow 11) ar60.1.. 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Sa aaW iCaw: S) All Wtb,Oed m .a UM T bw rents rwmFeT m L/ 16f1 hlln0-to r4st 1 Ceiaun r5iliaf {IQu01n1Yi f 31.0 mN L•Anb are0fiut 0a 11 Obr Oor b $*Akw M lao H nbrt 1) a r dnn6 Ndom f MW Oat IOTpy 10 o- aONabld IL 6) It. dwow rq Intmbnl. a.ae.draw b.4r I" Y..1. ba laab byauWlddMqmm'sn raltiqmumdOctahs41aaryOmR. 10) 6J1. - MI 6dd 11) eAbo rd4 OUW t&a I. 4 laW d a Mon d W rdd ••9r• 1/2- CLR T SAFE UPLIFT LOADS FOR B" PRECASTw/ 2" RECESS DOOR U-LINTELS VN<^M SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 690` 6- 71 e6re 2r OW10- If eato- tl ufl4- It w14- 21 6rtf16- 1 earls- W22-118071- I M"2-71 e622641 eAf30-11 4'- 4' (52') PRECAST 605 ISO 2392 JOS6 3751 4445 5140 6cs 1669 2302 3056 3751 4445 140 4'-6' (54') PRECAST al M4 2272 2639 3607 4215 4943 07 1604 2272 26A 307 4275 4943 S'-8' (68) PRECAST 675 IS 1797 2326 2654 3362 3911 eri 12p I767 2326 2054 3XI 3911 S'-10'(707 PRECAST WS 2259 2773 3766 2709 06 2259 1773 32W 2759 6•-8' (807 PRECAST 570 160D 2429 71 3]29 57D 1960 2429 2079 3329 1'-6` (90') PRECAST 50 13w"4 1705 2166 2567 296e 5u 176S 2116 256) 29Se 9'-8- (116' PRECAST 1222 154D te59 2100 39S 1le6 1701 2016 1 2MI 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE CENDOL NOTE MD. 4 TYPE DESIGNATION ff- u WA r-mim9m1coma/9- 0mm mmmr or Is Alvau F90n011 cr MR CMn F M. 8F16-1B/ 1T vmj L.O." IItt II01 Al OrisIm m "to Alba M W 1. Y' y9 r SEE SAFE LATERAL LMO IMES FOR LOAD FAIN FOR L401 ADORIORAL RDIFDRCEG CW (RCMU) • G FULL COURSE PR01X1CTREl:GWED ft 5 FIEBAR OnComplyingus' rit6nb)tei4 0 a GR60 aC•m d-r4o/b.o; h LO ce m FS ®a Al 601Im1 Or IMR r. 6O f PROM=ltnvw. D v _ UO1d""A• mt 0 bturAeMrriaAeaeplmreo Ho / D m6eldu t> sloxa 16 CRAIO PARRNO W24CR679SEFFNEFLFL 3M IRTri7Y$>Ti;i 13W.1iiTw.ruTip IYYIf/4T FABRICATION LINTEL DETAILS n _pF.Mwii:LA=rw__ iY[11r4P n er 1_ , id:n:lavlyw; rnc1:• = .`." Yrd rdtr6:7 I•rTAflvCAST n;zr[11.s r rK\rd''r' Tmdv:rNiti ilir/(T:1 ' 9 , ratN[n> t: 1a:Aat.aarayus i:rw_iD[ 4/28/2017 Florida Building Code Online MNI 1..: .......,_ • .__._—.___ • -- —'`•- _- ('t'.rl'S)%- - '41,IJif•-•b; c•1ir r 1L: IJJ BCis Home I Log In I user Registration I Not Topics i Submit Surcharge I Stats 6 Facts I Publications I F8C Staff ( SCIS Site Map ( Links I Seem k1i'I(Ii p• 01H.Tiot, Product Approval USER: Public user Product Aooroval Menu > Product or Application search > Ar"Icatien Lls > Application Oetall i:•s y ; Cr^roz. FL A 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 e Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 r. • acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Streetr. Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street r'+ Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System f Y Compliance Method Certification Mark or Usting Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Mlami-Dade TAS 100 (A) Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https://www.floridabuilding.org/pr/pr ppp dU.aspx?param=wGEVXQwtDgsFgPhXotizzgPGbeVdikEk7oGO6zyYrmk%3d Year 1995 1/3 4/28/2017 Florida Building Code Online j aq Date Submitted 09/30/2015 Date Validated 10/06/201S Date Pending FBC Approval Date Approved 10/09/20LS Date Revised 08/16/2016 Summary of Products-- _ -•r:r': •• •• I •,---•,— - :' a:.:"•:?'-:--.'','.. ,._i _ - --• .. — --1 FL # 1 Model, Number or Name. Description':., •: „ 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 13S - 2000 PV - NOA IL - Approved for use outside HVHZ: Yes 0602.02.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602.02.odf Verified By: Miami -Dade BCCO - CERRoofVentshallbeinstalledovercompositionshinglesroofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be Installed on roof mean heights greater than Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2' "• 730 Roof Louver Aluminum'Roof Louver Limits of Use, .. Certification Agency Certificate • ' Approved for use in HVHZ: Yes 3792 R8• C CAC Lomanco 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 Installatlon'Instrrictions ventilation. 2. Lomanco's Model 730,750,770 Roof.Louvers FL3792 R8 IL Lomanco 700'Serles - NOA 11-0602.04.odf Verified By: Mlairii-Dade BCCO - CER ' shall comply with applicable building code. 3. Lomanco's. Model 730,7S0,770'Roof Louvers shall -not be Installed on roof Created'by Independent Third Party: mean helghts greater than 33 feet. Evaluation Reports FL3792 R8 :AEAomanco 700 Series -' NOA 11-0602.04:odf Created. by'Independent-Third Party: Yes ' T f- 3792.3 7S0 Roof Louver Aluminum Roof Louver Limits.of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA I 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 FI3792 RB II Lomanco 700 Series - NOA 11-0602.04.odf Verified By: Mlaml-Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by Irldependent Third Party: Yes 3792.4 770 Roof Louver Limits of Use Approved for use in HVHZ: Yes ' Approved for use outsid@'HVHZ: Yes Impact Resistant: N/A Deslgn.Pressure: N/A " Other: 1..Refer to applicable building codes for•required' ventilation. 2. Lomanco's.Model 730,750,770 Root Louvers shall; comply with applicable bulding code. 3: Lomanco's .... . Model 730,750,770 Roof Louvers shall not -be installed on roof mean heights greater than 33.feet. Aluminum Roof Louver . Certification, Agency Certificate FL3792 R8• C CAC ' Lomanco 700 Series - NOA L t 0602:04:odf Quality.A•ssurar ce Contract Expiration Date 08/16/2016--: ' Installation Instructions FL3792 R8 H Lomanco 700 Series - NOA 11-0602.04:odf Verified !By:', Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports-. • . FL3792 ft8 AE Lomanco 700 Series - NOA 11-0602.04.6df Created by Independent Third Party: Yes 13792.5 7700 Roof Louver Aluminum Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL3792 R8 C CAC NOA IS-0709.09.odf Quality Assurance Contract Expiration Date 10/04/2020 Installation Instructions FL3792 RB 11 NOA 15-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports https•J1www.0oridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwIDgsFgPhXouzzgPGbeVjdikEk7oGQ6zyYnmk%3d 2/3 4n8/2017 Florida Building Code Online EL3792 R8 AE NOA IS-0709.09.odf Created by Independent Thlyd Party: Yes i RC Contact IN :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487• t824 The state of Florida Is an AA/EEO employer. Coovdoht 2007-2013 State of Florlda.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not wart your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. *Pursuant to section 4SS. 275(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 emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please dick here_. Product Approval Accepts: wlv ® gual M Credit Card Safe httpsltwww.floridabuilding.orgtpr/pr app ll.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeVdikB<7oG06zyYrtmk%3d 3/3 CrjUNi'Y MIAIVII-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 r (786) 315-1590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidsute.eov/hoildine/ 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 BNC - 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. BNC 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: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been tiled and there has been no change in the applicable building code negatively affecting the perfonnance 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 renews NOA# 06-0501.11 and consists of pages I through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Cateeorv: Rooting Sub-Cateeorv: Ventilation Material: Aluminum TRADE NA1VmES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Snecification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powercd Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/ldentifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-011-02-01 04/05/06 NOA No.: 11-0602.02 MIAMI-OADECOUNTY Expiration Date: 08/17/16 1 • Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. 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 facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. l" from the outside edge of the flange and 1" from stack every 45' with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of ''/i'. See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomaticool 2000 Power Vent, thermostat and wiring shalt be installed in compliance with Lomanco, Lic. published instructions, and in accordance with applicable Building Codes. 3. This -acceptance is for installations over asphaltic shingle roofs only. 4. -135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. All products Listed herein shall have a quality assurance audit in accordance with the Florida BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08AWR Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART N I ITEM REO I BESCHIPI10N MAIERIAL MAI WI 0201-501 1 1 OuME 0321 0025 X 28.50 X 26.50 5005-0 Al. 3.2501 0201-502 2 1 BASE 032t 0025 x _0 X 23 5005-0 AL 1.840y 0201-503 11 1 RAINSHIELO 019c.0025 x 19.50 X 19.50 5005-0 A1. 913k 0410-501 4 3 BRACKET 11; CA. X 1.250 X 7 580 CALV. STEEL 195j 0201-507 5 1 SCREEN 02.8 X 5 X 41„i75-8X8 MESH PERM-A-KOrE' It04000165 6 12 RIVET 3/160 X 7/32 OVAL MO. AL 1405000281 11 3 SIMN 114 Y. 1/2. HtNOHO IYPEM '48" ZINC PLT qtu END OF THIS ACCEPTANCE NOA No.: 11-0602.02 MIAMI.0A0ecEapiratiou Date: 08/l7/l6 1 ouNTY Approval Date: 08/17/1l Page 4 of 4 MIAM I- MIAMI-DADS COUNTY PRODUCT CONTROL SECTION BUILDING AND NEICIIBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 HOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidatte.gov/building/ Lemanco, 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 BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AFfJ). 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 tq 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. BNC 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: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe 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 renews NOA# 06-0501.1 1 and consists of pages l through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0662.02 MIAMI-DADECOUNTY Expiration Date: 08/17/16 LIWOY1161 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Descrintion 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/Identifier Name PRI Asphalt Technologies, Inc. TAS 100(A) Report Date LOM-0 l 1-02-01 04/05/06 NOA No.: 11-0662.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. 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 tinder shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at comers, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of '/2". See details drawing_ s herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature Li MITATIONS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the .Florida BuildingCode and Rule 9131-72 of the Florida Administrative Code NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancoo12000 Power Vent PART. 1WAA PFO I UESf:RIH 1ION UAIEUTAL MAI WI 0201-501 1 1 COME 0321.0025 X 28.50 X 26.50 5005-0 AL 2501 0201-902 2 1 BASE 032t.0025 X 20 X 23 5D05-0 AL 1.840# 0201-503 3 1 RAINSHIELD 019t.0025 x 19.50 X 19.50 5005-0 AL 9130 0410-501 4 BRACKEr 16 CA. X 1.250 X 7.580 CALV. SUL 195y 0201-507 5 1 SCREEN 028 X 5 X 41.575-Nx8 MESH PERM-A-KOFE. 1404000165 6 12 RIVET 3/160 X 7/32 OVAL HD. AL 1405000281 1 3 SCREW 14 X 1/2 H%WHD TYt EM -AB- ZINC R.T fu t END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration Date: 08/l7/16 Approval Date: 08/17/t 1 Page 4 of 4 MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIC.HBORROOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami. Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidadcaov/building/ Lomanco, Inc. 210.1 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 BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction Ai -I)). 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 A14f (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 A 11 may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC 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: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name -or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless -otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA# 06-0501.1 1 and consists of pages I through 4 The submitted documentation was reviewed by Alex Tigera. 0111140K' MIAMI•DADE COUNTY NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Ca teao ry: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Descriotion 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-01 1-02-01 04/05/06 NOA No.: 11-0602.02 MIAMI.OAOECOM Expiration Date: 08/17/16 Fjgjaaynfl Approval Date: 08/17/11. Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof ratters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. 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 facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. I" from the outside edge of the flange and l" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of. 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of/2". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS: Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with die Florida BuildingCode and Rule 913-72 of the Florida Administrative Code NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomaucool 2000 Power Vent PART N ITEM PEO I UESCRIPIIGN MAIERIAL I MAI` V1I'- 0201-501 1 1 DOME .0321.0025 X 9d.50 X 26.50 5005-0 Al. 3 250y 0201-502 2 1 13ASE 037.x.0025 X 20 X 23 5005-0 A1. 1.840p 0201- 503 3 I RAINSHIELU .019'k.0025 X 19.50 X 19.50 $005-0 Al. 9139 0410-b01 4 3 BRACKET 16 CA. X 1 250 X. 7.580 CALV. SIEEL 1951 0201-507 5 1 SCREEN .028 X 5 X s1.37i-8X& S1ESr+ PERM-A-K01E 1404000165 6 i2 RIVFI 3/:Em X 7/32 'OVAL NU AL 1405000281 7 3 I SCREW #14 X 1/2 t-IwURO V PEM -AS- ZINC PLT 4- END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 if 4/2812017 Florida Building Code Online Ra 'Y7G.,.; '` of .'.2 .::j: ''1 . ..ttiiM S:, . 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Y1 ,d eels Home I Lag In I(User Registration I , Not Topics j submit surcharge I Slats a Facts I PublI Itif s I+ FBC Stan ( BCIS site Map I Links j search I b p Product Approval USER: public user FkA r g Product Approval Menu > Produrt or Anolicatlon Sea rdf > &nll(zdon Lltt > Application Detail K FL # FL12328-R7 Y`r ` Application Type Revision Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method TAMKO Building Products, Inc. PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri—eden@tamko.com Carter Lea carterjea@tamko.com Kerri Eden PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_.(!den@tamko.com Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R7 COI TBP14001.3 2014 FPA TAMKO Underlavments-FINAL, odf Referenced Standard and Year (of Standard) Standard Year ASTM 01970 2009 ASTM D226 2006 ASTM 04869 2005 ASTM 06380 2003 Equivalence of Product Standards Certified By i. ".y' ; • •I Sections from the Code https:/Avww.floridabuilding.org/pr/pr ppp dtl.aspx?param=wGEVXOwtDgtF2AezuarjgOlAramOGmSe%2bSa/o2baRvkOl3ThCOrlWiSST0%3d%3d 1/4 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/23/2016 Date Validated 08/23/2016 Date Pending FBC Approval 08/25/2016 Date Approved 10/13/2016 Summary_ofProdu'cts FL # Model, Number or Name Description 12328.1 _ _ ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules__-_ Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 If TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO r U nderlavm ents-FINAL. ad( Created by Independent Third Party: Yes 5 r:, t, u 12328.3 Master Smooth Asphalt saturated organic underlayment. Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 It TSP14001,3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328:4 Moisture Guard Plus A self -adhering modified bitumen-underlayment. Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP1400ij 2014 FPA TAMKO Approved for use outside HVHZ: Yes' Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A. Created by Independent Third Party: Yes ' Other: See evaluation report for limits of use. Evaluation Reports 328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL.odf Created by Independent Third Party: Yes 12328.5 l No. 15 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 11 TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328.E No. 15 UL Asphalt saturated organic felt 1 Limits of Use Installation Instructions S-. Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf t Impact Resistant: N/A Verified By: Zachary R. Priest 74021 helps://www.lioridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOIAramOGm5e%2bS%2baRvkOl3ThCQrPNi58TQ%3d%3d 214 12328.2' ASTM Tile Underlayment Coated organlc underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Pasty: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7-AE TBP14001.3 2014 FPA'TAMKO Underlavments-FINAL.adf Created by Independent Third Party:'Yes 4/28/2017 Florida Building Code Online Design Pressure: N/A Other: See evaluation report for limits of use. Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 112328.7 1 No. 30 ASTM I Asphalt saturated organic felt Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Installation Instructions FL12328 R7 11 TSP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 112328.8 ( No: 30 UL ( Asphalt saturated organic felt ( Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. 12328.9 1 TAM -FELT Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. Installation Instructions FL12328 R7 II TBPL4001.3 2014 FPA TAMKO U nderlaym ents-FINAL. odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes Alternate to ASTM 0 226, Type II underlayment Installation Instructions FL12328 R7 lI TBP14001.3 2014 FPA TAMKO Underlavments-FINAL, odf Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavments-FINAL. odf Created by Independent Third Party: Yes 12328.10 TW Metal and Tile Underlayment self -adhering modified bitumen underlayment Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL, odf Impact Resistant: N/A Verified By: Zachary R.. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO . U nderlavments-FINAL. odf Created by Independent Third Parry: Yes 12328.11 TW Underlayment self -adhering modified bitumen underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 If TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes Llx•Itt 0 Contact us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487-1a24 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a publk-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. t39S. -Pursuant to Section 4SS.275(t), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please click 1bgM. Product Approval Accepts: tg`t httpsJ/www.(loridabuilding.org/pr/pr app dtl.aspx?param=wGEVXOw(DgtF2AezuarjgOlAramOGm5e%2bS%2baRvkOl3ThCOrlWi58TQ%3d%3d 3(4 4/28/2017 Florida Building Code Online Credit Card Safe https://www.11oridabuilding.org/pr/pr app dd.aspx?param=wGEVXQwIDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQriWi58TQ%3d%3d 4/4 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22. 2016 P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www,tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3. 1507.5.3. 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5. 1507.7.3. 1507.7.3.2, 1507.8.3, 1507.8.3.2. 1507.8.8. T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity. Report No. Standard ygff PRI Construction Materials Technologies (TST6049) TAP-191-02-OI REV ASTM 0 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM 0 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM 0 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM 0 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217.02-OI REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220.02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM 0 6380, Class M. Type 11 underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLGof 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 TAMKO BUILDING PRODCUTS, INC. TAMKO Undedayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380. Class S. Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKOB No. 1 S ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The undertayment shall be Installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. IS UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS. INC. TAMKO Underlaymonts TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" and laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TAMKOO TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4' side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOO TAM -FELT Alternate to ASTM D 226, Type I and Type 11 underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2' side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R E E K TAMKO BUILDING PRODCUTS. INC. TAMKO Undedaymonts TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product 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) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be dean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. R. • pR/,, 1,Q'.•' . C E NSF No 74021 STATE OF '•1JJC c` 4 O R 10 P N N A; 1 010 CERTIFICATION OF INDEPENDENCE w.ow•.Iw.M •• 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC Is not owned, operated. or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any other entity Involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 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. Certificate of Aufhodzation bur DriveCREEK17520EdinburghDrive Tampa, FL 33647 TECHNICAL SERVICES, LLC ( 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5'" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417)624-6644 htto:/fwww.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Issued August 22, 2016 Category: Roofing Subcategory: Undedayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2. 1507.4.5.3, 1507.5.3, 1507.5.3.2, 150f.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2. 1507.8.3, 1507.8.3.2. 1507.8.8. T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Reoort No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM 0 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM 0 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM 0 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2008 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM 0 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM 0 6380 2003(2009). PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic fell saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The undedayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for file applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete Tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 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. Nc TAMKO BUILDING PRODCUTS, INC. G TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970. fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type 1 underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 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 TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underaymenl constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, state shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted In accordance with the FBC. TAMKOS TW Metal and Self -adhered, Flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted In accordance with the FBC. TAMKO® TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type 11 underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TSP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that'are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Undedayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product 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) Minimum application temperature shall be 50'F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the save, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed In this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5'" Editlon (2014) as evidenced in the referenced documents submitted by the named manufacturer. t rrrrrrrrrr PR7,, No 74021 0, STATE OF it•'ORtO• \` N A - E? % rrrrr CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, not will It acquire, a financial interest in any company manufacturing or distributing products under (his evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Pdesl, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this ovatuadon. 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. ENO OF REPORT TBP14001.3 FL12328-R7 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 (his report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 9 4128/2017 Florida Building Code Online 4•.7,,,,`;a ti; ,"`""';'-', `' • Y'';r : ',A' ' y ' y i ' '.. ' 'p'.• - .. rT"'I.'','•'•" '?•""'r'_, •' n.....::: '• or pY t / • •i•f la .. F•'• :,C -. JJ,, 'v: Ys. -. : `..1 t•I ° , , i, • ti.: .. k j r' ' A ` L•a, L •.!4 ::iN) • 'i.' •;i!:.• '('f` J:., r-0 • y%•$ tl.• '1 ., ~•• uH r A;'„F,t,y, 1 ..0 .^ • 1 '' 1>. :t• 4 .1 f• • rn • 1 T l t.l+ln .A fr _ .Jar' 'e d=';'.J,.,ep• •e•'.i•: `. ';' .• ,.. .r • • .. •' ' •FT "'{_ , i • 0 • a"1. s ( s rj, . '.v, i; :r .t. : , s{ <.t,,_ , -. ./: \: t•' y.. 4,:. .s .+jir,_SY•y"•' •It ..ti't .l: `` .%` ... .t" =. ..*. .•hlt.- D ak.c:.t-. _ '• .c '.tw.•..,1''.... _ a• . . ':i .:. , ':ti. .- •<bi., ,' L y.. aCIS Home I Lop In I User Registration I Hot Topics I Submit Surcharge i '•Slats & Facts I Publications I FSC SON i SCIS Site Map I Links I Search Florida I . 01, Product Approval ham.' USER: Public User f.•:-.YCi. LS Product Aoomval Menu > Product or Aoolimtion Search > Aonlicatlon List > Application Oetall FL 9 FL5444-R10 ApplicationA Type Revisionq: ••' h'' PP YP Code Version 2014 s:-;•:U J Application Status Approved Comments Archived ! aroduct Manufacturer CertainTeed Corpora tlon-Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-S847 mark.d.harner@saint-gobain.com Authorized Signature Mark Harrier mark.d.harner@salnt-gobaln.com Technical Representative Mark O. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 6S1-S847 Mark.D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE lei Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FLS444 R10 COT 2016 01 COI Nleminen.odf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 httpsJ/www.0oridabuilding.orglpr/pr app dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3da/o3d 1/2 4/28/2017 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 Summary of Products - - - FL # Model, Number or Name Description 5444.1 CertalnTeed Asphalt Roofing _ 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Umits of Use Installation Instructions - Approved for use in HVHZ: No FL5444 RLO It 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-1110.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 RIO AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FLS444-R10.odf Created by Independent Third Party: Yes iH.r14i iNeKtj Contaq 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 :: ACcesslbllly 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 electmaC mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic. To determ1ne If you are a licensee under Chapter 4SS, F.S., please click here . Product Approval Accepts: RtaM Credit Card Safe httpsJAe^ vw.floridabuildrig.org/pr/Pr_app dU.aspx?param=wGEVXOwIDgtah1g07CSsoycOr128CcpCJInUeXw7ibKv1UzOW4hL8-.v%3d%3d 2/2 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization N9503 TRINITY !ERD 353 CHRISTIAN STREET, UNIT q13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3S32.09.OS-Rii 20 Moores Road FLS444-R10 Malvern, PA 19355 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the S`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AOVERTLSEMENT: 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 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorized by Hobert hieminen. P.E. on 12 I2016. This does not serve as an electronically signed document. Slilned, sealed harokoples have been transmitted to the Product Approval Adminlstratcr end to the named client CERTIFICATION OF INDEPENDENCIE: 1. TrinityJERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD Is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert 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 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. TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and St" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.S, R905.2.4 Physical Properties ASTM 03462 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 D3161 03CA12702 OS/27/2003 UL (TST 1740) ASTM 03161 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 03161 04CA32986 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16779 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/200S UL (TST 1740) ASTM D3161 OSNK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM 07158 OSNK08037 06/28/2006 UL (TST 1740) ASTM 03161 & 03462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 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 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.11684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & 07158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, 03462 & 07158 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC ( 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, I.I.C. Evaluation Report3532.09.05-R31 CerUJAcate of authoAtation a9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 2 of 12 TRINITY I ERD 4. PROOuCT DESCRIPTION: 4.1 CT2011, XTI 2S, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangleo, Landmark'", Landmark'" IR, Landmark'"'Pro, Landmark'" Premium, Landmark'" TL, Landmark' Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake"" IR, Presidential Shake TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate"' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" 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 Trinity)ERO 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: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables iS07.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM 071S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V,,d = 150 mph (V„It = 194 mph). Refer to Section 6 for Installation requirements to meet this wind rating. S.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 i adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V„a = 150 mph (V„It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis In accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertalnTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the calculated uplift force (FT) at a maximum design wind speed of V,td = ISO mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. S.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certilkate Of Authorhadon 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 6.4.1.1 TRINITY! ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1SO7.2.4 or R90S.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 R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20r", XT'" 25, XT—.30, XTr" 30 IR: I LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 17• 305 mm) (305 mn) (305 mm) t- 1' (25tnm) Sealant I"(25mm)-I 5 5/6" (145 Min) S r/?' P6M T METRIC 13r/a" .— 13r/a•• mm) LV 1Sealant I"(25MM) 6 rre.. T Figunr 11.3: UmfournnllsforeeryfaUshin#& Use four nails and six spots of asphalt roofing cement* for every hill shingle (Pigaro 11-4). Asphalt roofing cement meeting ASTM 04586 Type It Is suggested. Apply 1"(25 i tn) spots of asphalt roofing cement under each tab corm(. Figure 11-4.• Use four nallt and sir tpoU ofarphalt coninI on sleep dopat CA1117I01M. Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for C1`20TM, XT" 25, XTr" 30, XTr" 30 OR: Cut Shingles V. ( 2S mmm I f Remae fRs:Q l `St _5"_r 1p (305Inn,) r Eases` 1 mm) ` I1 1f12.( 125 SOD" CapCap 305mm) i iaas Shingle Shingle ,, a' stitltt p\ `l F1gam 11.24:40 h>Ltr, then Ain; bwh to ruake cap shingles angflsb dletenrlons Shows). Figure 11.25: lnslatiallon of a ps along the hips and r(rlgt t. 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 Report 3S32.09.0S-Rll Certificate of Authorltatlon 09S03 FBC NON-HVHZ EVALUATION f:L5444-R10 Revision 11: 1Z/08/2016 Page 4 of 12 6.5 6.5.1 ARCADIA` LOW AND STANDARD SLOPE Use SIX nails for even' full sltiogle Inaued a< shon'n htlon; t' fS em1 t' IZ a" t:>IJ Life Neil kWLlo E LL figure 1 Use sin nails f rr ercrr fill xhbrg-le. STRINITY I ERD Use AN aids and FOUR spots of :uphalt mufti, centcw for eacrg (till Shingle as shot'll help\\; .1pph' :eipllalt roofog Cement 1'(25 nun front edge of shingle. Asphalt ronfiug avt:eot wacaiag.011 D ai86 74pe 11 is sug{eated. Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest'" IR rmamt rtanmt-- -- rl mn•;;: lso sh units uud j.ar s/wls ojuspdull rVit rrrQ cclocol oil sivell 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 03161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. CeMlleate of Authorization N9503 FBC NON-HVH2 EVALUATION Hand -sealing adhesive 4- 1/4" 314" 1. Dab of asphalt Icementbetween — 1" shingle layers Evaluation Report3532.09.OS-Rli FL5444-R30 Revision 11:12/08/2016 Page 5 of 12 6.6 TRINITY I ERD BELMONT"': Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply asphalt roofing I cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM 04586 Type II is suggested. i f sa uoaaa o A tfttl rails a mg-im1 e ", t22o mml r (25 rota 6.6.1 Hip & Ridge for Belmont—: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle' Ridge Figure 17.18. Sbangle* Ridge. t 8' Exposure Remove tape fromlhe right side and fasten r 1 SECOND Fasten the left side 85 8. RIGHT FIRST LEFT Figure 17-19: lnslallallon ojSbangle® Ridge sbingles on hips and rftw. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Oesign, I.I.C. Evaluation Report 353I.09.0S-R11 Cert1lkate ofAuthorization N9S03 F8C NON-HVHZ EVALUATION FLS444•R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLEO' LOW AND STANDARD -SLOPE Use five nail: for every fill Slwugie. I.. -I., I— S/6" e 16 nun) (220 mitt) Rgum 17-1: ilse/ln! vallsjm tarryjdf taandAlanorS7!attgh, Carrlrt.,llattscShaag1mw•CentenalafSlade. TRINITY I ERD STEEP SLOPE We seven nails wid dirce splits of wsphall roofing trmeat for every fidl Grand Ahwor utauglc. (!%L rive oa4s and direr: spots of uspliall reMlling clrn6rtt fur every lull Carriage Ilmise Shauglc and Centennial Slate. Apply asphalt noting.mine i 1" (1i nun) from trlge of shingle Fl,gurtt 17-5). Asphah ra"8ng ctmcm nmeting MCA( 11•15861}pc II Is suggested. mFm 25 mm)i I - - - - ' Roollep Cement Rgutr.17-S: Wba iastnHOrp Gnaul.IGtaar Sbaoglei an steep slopes. use saren calls and tbn'e. sputa njasyrrrdt nuYing rement. 6.7.1 Hip & Ridge for Carriage House Shangle° and Grand Manor Shanale: Refer to instructions herein for Shangle• Ridge hip and ridge shingles 6.8 LANbMARKt"', L'ANOMARKt"" IR, LANOMARK'm PRO, L•ANDMARV' PREMIUM, LANDMARK*'' TL, LANDMARK''" SOLARIS, LANOMARK'm SOLARIS IR, NORTHGATE_ LOW AND STANDARD SLOPE METRIC DIMENSIONS I7' 143/4" 17, 1--(305 mm)- --(315 mm)-- --(305 mm)- K: A%JCfGift•/ {4L:V%: JV• Relca a Tape Nailablel Area LANDMARK TL NorthGate: 13'9" 13" 131/Y' 343 mm)- r--(330 mm)— --(343 inm)--1 1--1"(25mm) I"(25wm)-I flgtrtr I,1•d: tsar four un/ls jor erngjrd/tOdngle. vtts N"AIV ArFA 12• 143/4' 1305 tom) -r 137S no) 72' 305 mm) - i Naling (m is r (25 min) on ppaallno iernailIre r ( 25 mrs 1 1 Hafting smas for law and tlandard daim (f.mm 2:12 m 21:121 Hal beteaen upper d i wv:loea ea frorm eb-m. Exterior Research and Design, U.C. Evaluation Report 3532.09.0S-R31 Certificate of Authotisadan 09503 fBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 TRINITY ERD i STEEP SLOPE Use six nldls and four spots of .uplcth roofing cement for every (till LANDMARK TL kindnaled shingle. Sec Wow. Asplydl roofing cement Should meet A.1TAI D4586 Type II. ,ytphy I- spots of asphalt roofing content undo 13u/z" 13" 13t/z"-- eachcorner and ;n :lout 12` to I:i" to from each edge. (343 mm) (330 mm) C443 mm) METRIC DIMENSIONS I I 12" 10/4" --12" - I ( 305 nm) (375 mm) (305 mm) I - - - - 251mm) 1+- (25 mm) Y.: Lfl.'Y'• '- •RS :. L.S: "]VL':.'f_.:.• rl iRvtRii41.'*.j Reding*Centerd 1125 mm) Tape Releaser( 25 mm)- Nail mea_y. r-- —I For Stlep'' - Figure 13-5: Use six nark and ur spots of I"- rj - +- I" asp/xtk mofing camenton sleep slopes Roofing Centent J NorthGate: STEEP 12" 14-3/4' 12' SLOPE-.-.( 305 mm)— (375 mm)-- -•-(305 mm}—i NAILINGN„ ailin imtls Fi-1-(25 mm) bewasit . V(25 mm)—j Nailing areas for steep slopes (greater than 21:12) and " Stoma-Nalling" Nail between lower 2 nail lines as shmsn above. 6. 8.1 Hip & RidRe 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 I2' 97M 305mm) 6' m) 415/ '- 415/IT ISOmm) t (ISOmm) (125mm) T(125mm) I Centering F 5mm) Notches for At,"",, to Lthe Top Edge of the Previous 7' Cap forS'(125mm)Exposure ( English Dimension i Shadow Ridge'" Exterior Research and Design, U.C. Certrpcate of Authorization 09S03 f8C NON-HVHZ EVALUATION Notch for Centering 131/ 4' W! nm) Notches forAlignment to 75/8' the Top Edge of the Previous Cap loi5S/a'(141mm)fxposure tm0 li Metric Dimension Shadow Ridge - Evaluation Report 3S3Z.09.0S-R11 FL5444- R10 Revision 11: 12/08/2016 Page 8 of 12 N.j zi TRINITY ! ERD 9 var 2sn m:n) 4 IV16' (125 arn} II.*--•(333 mm)---ITcerwJ0Mich I - 6 S/8'-I-d-B 5I9'-I I (168mm)I 168mm I 13 tAl i 3371r1r.) Align th:te T i Centering rmtchcs M lop , 131 Notch ptr. p1t ooutss (337 mm) `\ Align Ihoso/' edgeI I nachos to top 7 5/8- II edgeIII(19I mrn) 1 revloua course. NorthGate Ridge NorthGate Accessory W2- Laying Notch I . 11 I 5, ( 1250vn) I I I Exposure 1- Ic Figure 1$-20.' Use laying nok•Lru to renkr sbingles on hips and. Ntfp4 and to locate tLo wmvJ avposum 6. 8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastico NPI "' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'' IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 Certificate of Authorkatlon p9S03 FBC NON-NVMZ EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE"', PRESIDENTIAL SHAKE"A IR, PRESIDENTIAL SHAKE TL" ", PRESIDENTIAL SOEARIS"": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full [residential For steep slopes, use nine nails for each full Presidential shingle and shingle as sho%%m below. apply I' diameter spots of asphah rooting cement under each shingle tab. After applying 5 naffs in between die nailing guide tales, apply 4 nails 1' Nalling 40' —.( above lab cutouts maldng certain tabs of overlying shingle co%tr nails. Guido Unes (1016 niin) s v4' — 133mm) . . . . 141/4' IIr 38mm) (362mm) NOTE: Apply nails on painted guideline. Figure le-& FasteningPrest4enndal and Presidential 111 Sba6e sbinglos on /mp ehAstandard slop" 1 T P diameter asphalt rooting cement Figure 16-7.., fnslening Prertrlentlal atuf-Pnowdenttal 11/6 Stwhe sbirgles on strap slopes. 6.9.1 Hip & Ridee for Presidential Shake'". Presidential Shaker" IR. Presidential Shake TL'". Presidential Solaris'": 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up.to the ridge (expose no more (Mall 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners must be 13/4' long or longer, so they penetrate. either 3/4 Into the deck or completely through tine deck. Presidential accessory comes In two different sizes: Accessory produced In Birmingham,.AL•is 12' x 12'; Portland, OR produces 97/8' x 111/4' 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 HATTERAS'". 10W, STANDARD AI10 STEEP SLOPE: e111 mm1 i•Jtn.nn" fYM nnnl Aril mm, r/rure 15-j: !'morning 11nllentr WuSler on lane nnA.'lo/nlnnf .Napes for hnr and Nandanl sl,gvs. use Gle nails for each fail Itaxents diode ns sluhru alunc. r- I -L_ I I" oilliy-fix-wh WWM§! mail fit"n 15.1: hen'elnt //n/hml.WgrM n".N,Pr Vn/rf For twp dape,, use rn'e earls and rids ..leis of asldsalt roofing trweid fur asrh Intl Itillr,as shhgte as shuue :dune. Apply I' Moind dkuaeler sppus of mofiot reueUl (ASM n 4586'A(e II o r_wed) under. each wb onuY 1'1rMsshin c low place; M, set e%Pose «me". cAirrion: tm much ,unfwg ninon tun c-ausc shlegirs w blister. Exterior Research and Oeslgn, U.C. Evaluation Report 3S32.09.0S-R11 Certi leate *)Authorization N9S03 F9C NON-HVHZ EVALUATION FLS444-RLO Revision 11: 12/08/2016 Page 10 of 12 J TRINITY JERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras L Ftgurla 15-x 18 tbres piece units separate to otake SQ HaUenu Arxessory shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 9.. 230 mm) I 1 I I r a9\ems I erg"— 18"(460m1r) 0oh i---I--- 18 (203mrtI)I__ Ia Cap Cap Cap Cap Shingle Shingle Shingle Shingle g31 Ptgttre 15-20.• Cut Hatteras shingles to crake wtw cap. Figure. 5-21. Installation of caps along hips and Hdl las. 6. 10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE'", HIGHLAND SLATE-'"' IR: n' ; LOW AND STANDARD SLOPE: STEEP SLOPE: Pfgura 1 t •,i Osa RYE nits for arty Hlgbtmuf Stato sbtngfa the Fn'R nails and FICIIT spots of asphalt rooting cement' for each fug Highland State shingle. For tltiantl•Dade, SIX risdls are required. Apply V diameter spots of asphalt rooting cement under each tab comer. Asphalt roogngcement meeting ASTM D4ist6 Tjpe It Is suggested. tdmr• 0"1 PMd Prig r r as. y a"ro r. Wn: oe"rpd e Y Smml P".N Satrol( Iwrob MY1r. a ewr0Y4f - 1 area u an+p — — Raotha canon 1 Fivfo I .PL• the NPb' mils and ell:bt spots ofarpbdt rooJfnp tludaU an4r eacb rob Corner. CAIL OM ti:tcesske use of rooting cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland Slate'". Highland Slate'' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle RidgeIIIII` hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.OS•RIl Cert111cate ofAuthorization 99S03 FBC NON•HVHZ EVALUATION FLS444•RIO Revision 11: 12/09/2016 Page 11 of 12 6.12 1 PATRIOT'": LOW AND STANDARD SLOPE Use FOIIR naih for crcty full shingle If I(- shotcn below. Want 6 IR r f l' rL` rani 1 0 rnlj11:9n1n1 1 I.- I..1-IN ---- I}I•? —')-- 11-W —i MMI !M=1 pmrj J TRINITY ERD STEEP SLOPE Use 1`011I1 naiis :uttl four s1mus of asphalt roofing cement for (Arts full shingle as shouit t0mv. Asplcdt nwlring oLntent mcctingANTAI I)45106 T •pe It Li suLr;(aled. Apply I'P!i nnu) slw(s of ashh:d( nwding augur :es Shown. CAUI'10K. rAcessive use of roofing renten(cau curse shin ics to h161cr. t; Isar," •_ J b aaannp t:raenl I- W aiti lJ1S34I a 'l— WIN) 'I 6.12.1 Hip & Ridee for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installatlon 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 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R31 Certlpcate ofAuthorization 09S03 F8C NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization d9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.OS-Ril 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 S'h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC iS07.2.7.1 / 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 I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The Iaeslm0e seal appearing was autharited by Robert Nleminen, P.E on 12/09/2016. This does not serve as an electronically signed document. Signed, sealed handooples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERO 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. TRINITY ( ERD ROOFING SYSTEMS EVALUATION: 1. 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 S`" Edition (2014) Florida Building Code and S'h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R90S.2.4 Physical Properties ASTM 03462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 03161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 071S8, Class H 2O08 3. REFERENCES: 9ft2tt 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 05NK07049 04/1S/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM 03161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL(TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM 03462 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 17401 ASTM 03462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 17401 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 D7158 TGAH.11684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & 03462 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 07158 4787380357 1.1/08/2016 ULLLC( TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report3S32.09.05•R11 Certificate of Autharltatlon 09503 FOC NON•HVH2 EVALUATION FLS444•R10 Revision 11: 12/08/2016 Page 2 of 12 J TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT' 25, XT"' 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', Belmont'", Carriage House Shangle•, Grand Manor Shangle*, Landmark'", Landmark'" IR, LandmarkTM' Pro, Landmark'" Premium, Landmark'" TL, Landmark"" Safaris and LandmarkTM 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"' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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: S.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 VeSa = 150 mph (V„lt = 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 Vefa =1S0 mph (V"l, = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the calculated uplift force (FT) at a maximum design wind speed of V„4 = 150 mph (V"i, = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-1111 Cert1firate of Aurhorhadon 09S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/09/2016 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 6.4.1.1 J TRINITY I ERD Roof deck, slope, underlayment and fasteners shall comply with FBC iSO7.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, iSO7.2.4 or R90S.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 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 1530 and CertainTeed published installation instructions. Mil', XT." 2S, XT- 30, XT'" 30 IR: ENGLISH 12" 12" 12" 305 a n) (305 mu)--• (305 nm) 1•• (25mm) — rant t (25mtt)- - 5 Sle•• (145 mm) l — S t/i •Pt AlowwahAt METRIC WN' •— IVA" 134e" r (25 mm) _Sealant 6 IN" T Flgatu It •3: Usa/bur naUsfor ev"fidl sbtngk STEEP SLOPE Use four naps and six spots of asphalt roo0ng cement• for every full shingle (Plgure 11-4). Asphalt roofing cement meeting ASTM 04536 Ve II Is suggested. T--- -- — — — I - RooRng Cement Apply 1" (25 mn) spots of asphall tooling cemenl andot each tab cornet. F/gunt 11.4.• Usefourn4dsmdsts spotsofaspbalt cementon'starp slopes CAUTION. Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20'". XT"" 2S. XTt" 30. XT'" 30 IR: Cut Shingles 251mmJ1 — I I 2.. (50 nm) Remove IyJM1Sh;11V7le 5„2•• (305 Mm)_( 125 mm% Cap ' ) t' Shingle y oNtn p anU Figura 1/ .24. od tabu, than 1Nns back to atabo COP $/*04es \1 1,o, N°tw fib tftnmmlons sbousn). Flgunt 11.25: lnstaUatlon Qjmps along Me blps and rir(ync. For ASTM D3161, Class F performance use BASF "Sonolastice' NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Ril Certtlltate of Authodratlon 09503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.5.1 ARCADIA'": LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for even' fill shingle Incated as choke, helow IUO Loa wu Nall Lira LL Figure 2: Gsa s& nails for 4,cvq frill cGiaglc. I TRINITY I ERo Use SR palls :Lod LY)llll spots of asphalt ,ao0ug cement far earn foll Shingle as shoull hcloa: apply -isplialt ronfing «.,uLtiu 1"(25 nuo) frank edge of shingle. aspIrth nwfug cement mectiog,SSTs( D i386 Type II is suggested. Filauu ;i: Li+a stv au & and finrr .rlmrs , jasphull tw, a;p ecnrc,d on steep slopes. Hin & Ridge for Arcadia': Cedar Crest", Cedar Crest' IR Use two (2), minimum 1%-inch long fasteners per shingle. for the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum i.-inch embedment into the deck, or full penetration through the deck. for each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic• N131'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from 'the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Certificate olAuthorhation 09Sd3 FOC NON-HVHZ EVALUATION Hand -sealing adhesive 4° 1!4" ' 314" 1° Dab of asphalt Icementbetween 1° shingle layers Evaluation Report 3532.09.OS-Rll FL5444-R10 Revision 11:12/08/2016 Page S of 12 6.6 I BELMONT'": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below 112.113m,1 alter Sa•a n i ,. o kutiuml mils d tmwel dSW 12M Ceil i-- W18 NEW TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement V (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. r inrmd Kwi,p Cemm 6.6.1 Hip & Ridee for Belmont'": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest', Cedar Crest"" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangleo Ridge 18' Remove tape 2• Exposure from the right side 1' gand fasten ECOivD the FastenRemove leftside 85/ey RIGHT This Tape FIRST / LEFT Figure 17- 19: bislallallou of.Sbangle® Rldge sbingles Figure 17. 18: 5bangle" Ridge. on blps and ridges. 6.6. 1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cedi/kate olAuthorkation p9S03 FBC NON-HVH2 EVAWATION Evaluation Report 3532.09.OS-Rll FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 J TRINITY ' ERD 6.7 CARRIAGE,HOUSE SHANGLEO ANO GRANO MANOR SHANGLEO: LOW AND STEEP SLOPE 6.7.1 6.8 STANDARD SLOPE U.V Fire mils for twt:n' full Siwngle. 1--(25 rmn) (25 rm() F- 16 rem) mn figurat, 17-l:ILaJLnnallr%arlvPr)-fidlGtand:llanar wagle, Carriage llurtw Sbrlrrgla w: C.enlraalal.Skrle. Use seven nails :utd three spots of aasphall routing cement for every 611 Crmad Ahmor Shangle. t!tc• fire avails and Ihree slxns of asplult roming cemtru for every full Carriage Mouse Shaoglc and Centennial Slate. Apply Asphalt muffing remem V (bi mm) from (*a. of afdnp)r P( eare 17.5). Asphalt moriing cement mewing M"ISi 04W,1ylM 11 Is suggesttd. mlwom' 19110401'dw25 mmT f( emn- 17.5. tFben imad big Grtrnd Jktacr,Verugks dtr sfeeP dopes. cur sacra nd#$ add lbrre spins nfdspb dl tnnJI g antral. Hip & Ridge for Carriage House Shangle' and Grand Manor Shangle: Refer to instructions herein for Shangle' Ridge hip and ridge shingles LANDMARK"'; LANDMARK'"= Ilk, LANDMARK'."' PRO, I:ANOMARK'm PREMIUM, LAt4DMARKT" TL, LANDMARK'm SOLARIS, LANDMARKT"' SOLARIS IR; NORTHGATE: ` LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' 143/4" 17, 1--( 305 mm) --(315 mm)- --(305 mm)--{ K: ris':GC_•V S.l•:e•-: ••` lmASaii .L.'.'(@:ilS.Ir.:{era I"( 25 met) Rdcase Tape 1" (25 mm)I -' itt Naifab! OT Are,, 1 LANDMARK TL NorthGate: 13'/ Y' 13" 1311r 343 mm) --(330 mm)— --(343 mm)--1 I-- 1**(25mm) I"(25mm)-I -- I' E3 F" rgum /J.4. AR-faaraa/Gfor"t) frtpsbingk! urk NA11. 1 O 12, 14 1AMA 1305 mm) (375 mm) + (305 nm) - 1 r Naling Lmb P ( 25 m.'a) awr raallno r (2s mnj. -f — A wren (4I Icy 1 ) fta Ong near for lov and rlrndard r(jopar (f:am 1:12 m 21:12 Hal awtr ran ulrof A lamer Ines m s'mm atm{'e. Exterior Research and Oesfgn, I.I.C. Certificate ofAuthorlration 09S03 F6C NON-HVH2 EVALUATION Evaluation Report 3532.09.05-1111 FL5444- RlO Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE use six nails and four spots of asphalt roofing cement for every full hoduated shingle. See heio%v. Asphalt roofing cement should nice( ASTAI 04586 lype II. Apply I' spots of usphak roofing cement uode each comer and :d about 12' to 13' In from each ed.-C. METRIC DIMENSIONS 12"— 143/4" 171— 305 mtn) 1 (375 mm) I (305 mm) 1"(25 nvn) Release 1"(25 mm)- j - NailArea_{1—'\ De t-1 fa Sleep- - 25 nun) - - - - (25 M Rooline Cement j TRINITY I ERD iCT; , TLhi1130 131/2” 13" 131/2'-- 343 mm) (330 mm) (343 mm) I L+ I"(25mm) 1"(25mm)-,,J I I Figure 13 S: Use six nailr.andfour spots of asp/xrlt mQhtng t-rent on steep slopes. NorthGate: STEEP 12" 14-114" 12' SLOPE I--tm; mm1—r— m7c:... - r —mns rr Nailing areas for steep slopes (greator than 21:12) and "Stor"alling" Nail between lower 2 nail Ones as shown above. 6.8.1 HIP & Ridge for landmark^", Landmark" IR, Landmark"' Pro. landmark," Premium, landmark"' TL. Landmark"" Solaris. Landmarkm Solaris IR. NorthGate: 6.8.1.1 Option 1: Shadow Ridge" or NothGate Accessory 1r gyre• 305mm) (250 m) 6 , 4t5/IT 415/16 150mm)rmoomw 125mm) (125thm) Notch for Not ch for Centering Cenledrtt 17 131/4" gym) Notches forAN"rnentlo ( 331mm) Notches for Alignment to 5 . the Top Edge of (he Previous (18arnm) the Top Edge of the Previous (196mm) Cap for 5' (I25mn) Exposure Cap for55r8' (141mm) Exposure t L English Dimension Metric Dimension Shadow Ridge- Shadow Ridge - Exterior Research and Design, I.I.C. Certittcote of Authorirotion 09503 FBC NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FLS444-RIO Revision 11:12/08/2016 Page 8 of 12 9 27t32.' 258 nun) 41 i16't125t:att} Cenletl, g t1cl :E 13 li4' T 337 mta) \ Allon Wig / rn4:ltes to lop 7 V&' ahle al (184 mm) Lrrritnts cnt:tso NorthGate Ridge 1 fl 1` ,, TRINITY i ERo 13 1/8• 333 mm)— I68 mm II 168 mm 1 ' Centering 13114' Notch 337 mm) \Align these notches to top 7 5/6' edge of ( 194 nun) MAWS Course. NorthGate Accessory 9.1W., Laying Notch Figuro 13-20. Use laying nokbes to censor sbingk.on Gips and iftes, and to locate the come! axposura 6.8.1.2 for ASTM D3161, Class F performance use BASF "Sonolastice NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"', Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 Cerd ltote o/Authorhatlon 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERo 6.9 1 PRESIDENTIAL SHAKE"", PRESIDENTIAL SHAKE"" IR, PRESIDENTIAL SHAKE TLT"', PRESIDENTIAL SOLARIS"": LOW AND STANDARD'SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. NaOity 40' +i Guide Unes (1016 ffn) 133/mm) 14 1/4' 1 112 18 naul 362 mm) NOTE: Apply nails on painted guideline. Figure 16--6 Faslening hvskleallal and iammetud rL shake sbingler on low and srandanl slopat STEEP SLOPE: Pot steep slopes, use nine nails for each full Presidentlal shingle and apply 1' diameter spots of asphalt rooting cement under each shingle tab. After applying 5 nails In between the nailing guide lines, apply 4 nails 1 above tab cutouts maldng certain tabs of overlying shingle cover calls 1 1:— Wo ---— 4 T V dlamotof asphail rublinq cement Figure /b7: Fasleting Prerldetllol and fmadcnllal F11 Shake sbG(* on SI-P doper. 6.9.1 Hip & Ridge for Presidential Shake",. Presidential Shaker" IR. Presidential Shake TL'". Presidential Solaris'"• 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for. covering hips and ridges. Apply shingles.up to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners must be 13/4' long or longer, so they penetrate either 3/4''tnio the deck or completely througli the'deck. Presidential accessory comes in two different sizes: Accessory produced to Birmingham, AL•ts 12', x 12"; Portland, OR produces 97 s' x 131/4' accessory, 6.9.1.2 For ASTM 03161, Gass F performance use BASF "SonolasticO NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest', Cedar Crest'" IR hip and ridge shingles. 6.10 I.HATTERAST" 1,04 SIANOARO AIIO STEEP UP(: jr/gum !Silt radeatug IlnlfrmrShImAlrr all Larr mkr.Qiu dmsr.4o/rs Ibr ltnv and sttttdtnl slopes, use Gm a:dls for each NO Itauertt sillnoe w Await -Awr. MiamiYT :Ir. n-tom.- ilbt"m 1Q. r GJrdi'v IGIn*ar.(Najiri an .(mrr NWgrr Re strrp slopr., we far nails and elfila slays of aslmsh monor anent fortmit loll ItAtcias shlnpk ,n sbutru ahm Algdy I' Mitum) diammer flws of ninfin6 ermmt (ATV 0 4S16 71ix II 3uV,v9cd) ander snit utb cntacr. Pmhs AM* loos ptxr; At oat a(v)sc cem va. CAUTION: Ton much (main; cmasa Lou cause shb*s to Mister, Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-Rll Certlllcore Of Authortration 99SO3 FBC NON-HVH2 EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 10 of 12 I TRINITY IERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 13-14: 18 tbreepiece Imtts separate to make 54 Hatteras Acti:essory shingles 6. 10.1.2 Option 2: Cut Hatteras Shingles g.. 230 mm} I I I I I r mm) 18" (460 god 203 460mm Cap Shingle Cap Cap Shingle Shingle Cap Shingle l2gpm Figure 15-20. Cut Hatteras sbtngles to make onvir cap. Figure 15-21: Installation of caps along hips and ridges 6. 10.1.3 For ASTM 03161, Class F performance use BASF "SonolasticO NP11" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE10,•HIGHLAN6 •SLATE '." IR: LOW AND STANDARD SLOPE SHIP SLOPE: WNOot" regWr sixwr, ea„aa t" Wtreorer eNv mb' du rnonl. Flgury 1 /-.3: U.m ME nalls for every Ifigtdarut Vale sbbsgbt Use MIR nalls and RIGHT shots of asphalt tooling cement* for each fuU Highland Slate shingle. Per Mlaml-Dade, SOX rails are required. Apply V diameter spots of 3VIrAlt roofing Cement under cash lab comer. Asphalt tooling cement meeting Asim Wish 7jpe It b svggestA im. r.r l ye•N G"N ab..d r r mad- Yr Via. omrnpsrr r s mi Q10"'b aaretlarn -- Rool ry Cain RVird t I -jut Uso MM rral/r arrd efgbt rpots ofarpbalt raQiM cornea under emb lab corner. CAVfION: tireeSflve use of roofing cetneal Carl cause shingles to busier. 6. 11.1 Hip & Ridge for Highland SlateTM, Highland SlateTM IR: Refer to instructions herein for Cedar Crest—, Cedar Crest'" IR or Shangle Ridge' hip and ridge shingles. Exterior Research and Design, U.C. Certlf Bate of Authorization 09S01 FOC NON-NVN2 EVALUATION Evaluation Report 3S32.09.OS-RII FLS444- RIO Revision 11: 12/09/2016 Page 11 of 12 6.12 I PATRIOT-: LOW AND STANDARD SLOPE Use FOUR nail. for oven' (till sidugle ItiCded as shown bcloa'. Sothnl uM. 4 TRINITY I ERD STEEP SLOPE L'sc FtlL4t nails and four spots of isplult raoftug cement for c%vfy full shiuglc :is shacn Iklow ksph: t Itir fiug rtnieitt lacethr.ANT11 04586 Type It L, slitg-Jed. Apply 1'(15 nini) sins of :ispb:dt roofing ixvtuN :r, shoiett. CAU1TMN: use of roofing rtment can ciuse Jdugics In blister. pss,nnt 1 II lit'A' --•- I}lA' -'•I+ Ltl9' +i _I.. _ _ _ _ SS.ler{ 131an1 ilAr.,N • rpstcy r i•GSsiYI •. pilamj I• I Roallap Goaeat l 4YJai1 -I— (M. + ;11•.q 6.12.1 Hip & Ridi;e 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 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CIA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUAUTY 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.OS-RIL CertlflcoteOlAuthoritatton09Sn3 FBC NON-HVH2 EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 12 of 12 4 q 4/28/2017 Florida Building Code Online acts Horne I L" in user Registration Hot Topics Submit Surcharge Scats &I'acts Publications FSC Staff SCIS Site Map Links Scarcb Product Approval USER: Public Userdj r xil. Product Approval Menu > Product orA"Ication Search > Agolicition List > Application 0atall i4l:' FL # FI-121.94-113 Application Type Revision Code Version 2014 ApprovedApplicationStatus Comments Archived i' Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, R- 33634 813) 249-9743 e, grahman@aluminumcollsinc.com Authorized Signature Gareth Rahman I grahmanoaluminumcollsinc.com Technical Representative Paul Frost Address/Phone/Email S001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollsinc.com Quality Assurance Representative q Address/Phone/Email Category Panel Walls Subcategory Soffits b4' -1. j Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC II tr ••Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden f. Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 C01 ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits,r)d Referenced Standard and Year (of Standard) StandardYear AAMA 1402 1986 tlV Equivalence of Product Standards Certified By dd Sections from the Code ht(psJtwww.floridabuilding.orgtpr/pr_appjU.aspx?param=wGEVXQwtDquk24AUC*/*2fEHMrNrkL4bysALEZSXMisXSGEO*/o2flC)(zYpyxA*/*3d*/*3d 12 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved ' 10/16/2015 Date Revised 04/05/2017 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 FLL2194 R3 lI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Created by Independent Third Party: Yes LOAA giM 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 BS0.487.1395. -Pursuant to Section 4S5.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an emall 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 e 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 455, F.S., please dick here_. Product Approval Accepts: M. go Credit Card Sale htlps-Ilwww.floridabLdlding.org/pr/pr app dtl.aspx?param=wGEVXOwtOquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEO%2f1CXzYpyxA%3d%3d 2!2 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in. accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer s published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick. 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which (his report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in Ain.ft for the 'full vent' configuration and 11.1 In2Ain.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report Is provided for 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 vellil. 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 5u' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. FtY R. 2015.08.27 1.•'CENSF' No 74021 07:05:00 0400' STATE OF OR 1 O P;'• N= Zachary R. Priest, P.E. Florida`, ti021 ON Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not.have, nor will acquire, a financial interest in any other entity Involved in the approval' process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits - Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffd — 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location 1. Lotion ALC15001 F1.12194-113 Page 1 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 d. 16" Q4 Soffit — 8-inch o.c. Fastener Lem -Alin if - Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12.14 Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F proved Systems for 244nch Overhang with F-Channel 24j--A 1 Approved Systems for 244nch Overhang with J-Channel 71 Appendix A Approved Systems for 12-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max One (1) min. 318-inch head dia. nail. One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.072-Inch dia. x min. 3/16 inch head dia. trim nail 140.0 24-inch o.c. o C. spaced 36-Inch o.c. Max. Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/4-inch 4812F-2 164nch Wood crown staples in diamond pattem Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2spaced244ncho.c and securing each panel lap inch o.c. Max. One (1)14 ga. 5/8-Inch long T nail One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/44nch 4812F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product 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 psf) 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 1/24nch One (1) min 3/44nch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples in diamond long x 3/ space head diameter Wood 1/4-inch crown staple inch dia. x min. inch 164nch pattern spaced 24- screw spaced 164nch o.c. spaced 84nch o.c.. head dia. trip nail spaced 48- head spaced 64.264. inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/84nch long T nail Wood Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nag with min. 3/16- 33.3 12-inch spaced max. 8-inch o.c. o.c. and securing each inch head spaced panel lap 124nch o.c. 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-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 nag with min. 3/16- 253.3 spaced 16-inch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0072 inch diax min 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple aced 16•inch spaced3/ 16-inch head dia. trim nail 25. 6 inch o.c. O.C. spaced 36-inch o.c. Three ( 3) min. 3/44nch x 1/4-inch One (1) min. 1 3/44nch long 16F Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch x 0.0724nch dia. x min. 1/4- 27 164nch spaced 24 inch o.c. crown staple spaced 84nch o.c. Inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 114-inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3164nchspaced84ncho.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3)18 ga.1/4 inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16 rnch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.o and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems•for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16.11 Max. Wood Three ( 3) min. 3/44nch x 1/4-inch crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-Inch One ( 1) min. 1 3/4-inch long x 0.072-inch dia. x r23.5 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 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. CREEK 1011111111111 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.114- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 12-inch Wood leg staples in min. 2.25- Wood leg s spaced 8- finishing nail with min. 801-90 diamond pattern InchInchx 7d ring One ( 1) min. 1.75-inch inch o.c. 3116- inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 1-inch leg Nominal, 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One ( 1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0. 0724nch diameter 801 24F- 2 124nch smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116- inch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter 12-inch 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 14nch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One ( 1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1 -inch 0. 072-inch diameter 801 24F- 3 12- inch Masonry inch long T nail rafter with one WOOd g staples sp leaced8• finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch op 3/164nch 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 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKIML TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 14nch rafter with one each panel tap inch crown x 1-inch 0.072-inch diameter 24F4 164nch W0od 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 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24- inch o.c finishing nail with min. 3/ 164nch head spaced 44nch o.c. One ( 1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. searing 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. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and searing 3/16-inch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 244nch o.c. finishing nail with min. 3/ 16-Inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One ( 1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F- 6 166-inchMasonry 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. 1.75-inch inch o.c. and searing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 244nch o.c. 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 State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 2.25-inch x 7d Crown x 14neh leg No.2 SYP Three (3) 18 ring shank nail seal nt.hailed through99 staples sp paced 124nch o.c. securingng One (1) min. 1.754nch anchored to ga.1/flinch crown the rafter into the and each panel lap One (1) 18 ga. /.- x 0.072-inch diameter 24J-1 Max rafter with one x 1-inch leg of the batten or two (2) Wood inch crown x 1-inch finishing nail with min. i60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d 1) min. leg staples spaced 3/16-inch headspaced inchx7dringOnepatternspaced16- Paring shank nails roe- diameter fi0.hing nch diameter 8-inch o.c. 12- inch o.c. shanknailincho.c. nailed on either side o1 the batten at each finishing nail with min. 244nch O.C. DaheNrat er 3/ 1&Inch heed spaced Intersection. Max. 4- Inch o.c rafter spacing Is 24- inch o.c. Nominal 1tQ No.2 SYP scabbed between ratters with one (1) One ( 1)18 ga.1/4tinch Nominal 1x2 min. ringg shank nail x 7d crown x 1 nch leg No. 2 SYP anchored to Three ( 3)18 ga. 1/4-inch crown strai ht-naied through 9t'9 the rafter into the end staples spaced 124nch o.c. searing One ( 1) 18 ga. /.- inch crown x 1-inch One 1 min.1.75-inch 24J- 2 Max rafter with one x 14nch leg of the b 2) battenortwo ( each anel la ppWood leg staples spaced x 0. 0.72-inch diameter finishing nail with min. t53.3 16-Inch 1) min. 2.25- staples in diamond min. 2.26-Inch x 7d One {t) min. 1.75 nch 8-inch o.c. and 3116-inch heads aced p inchx7dringpatternspaced16- g shank nails toe x o.072 Inch diameter securing each panel 164nch o.c. shank nail inch o.c. nailed on either side of finishing072- nail with min. lap 244nch o. c. the Darren at each battenrrafter 3116. 4nch head spaced intersection. Max. flinch o.c. rafter spacing Is 244n6h o. c. ALCIS001 FL12194- R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRoven SYSTEMS section of this repoR for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 1!8' head dfa. nail oich min. 1 en3a9am4ntr:or w4d substrate} or min. 9.097' die. T-n%ll or arub nail v:eh min. 518• en9a9*mertj`-or c:a:croce ot- t•1 `k Eubstra::! . apnc&l ae nec.,d above. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & SOFFIT (OVERHANG WIDTH VARIES) 12F-3\\—..F" CHANNEL Concroto or el _+cY. wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 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. EM GREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER;, 3/4• x 1/4" ; DIAMOND PATTERN 0 AIL CM STAPLESI , A USING A DIAMOND ICT`ED11 sr nts PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4" X 1/4" CROWN FACIA BOARD 1-3/4" TRIM NAIL B" STAPLE ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. 7F- CHANNEL CAN BE PAINTED S.S. 48' FASCIA CHAP INSTALLED WITH THE O.C. NAILING FLANGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT— max. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIArDETAIL ALCl5001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 31W;Kr.V \i SOFFIT STAPLE aST DIAMOND PATTERN DETAILLFACIABOARD 2M KT% 3/4' X 1/4- CROWN STAPLE -24- ON CENTER USING A 0"ONO PATTERN FASCIA CAP 12J-1 LJ—CHANNEL STAPLE 3/4- X 1/4- CROWN 8' ON CENTER1-3/4' 1FACIA BOARD TRIM NAIL) JTRIMMLPscreeedto-soffitpNNTEOonatl) !tea S.S. 48'itb FASCIA GAP 1/a-x 3IS' beAd diameter screw, O.C. 3/4' X 1/4' a.c. CROWN STAPLE SOFFIT—rtax. 12-i.^.ch spanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i f• TRIM NAIL FASCIA BOARD PANTED SS I I FASCIA CAP socnr 1'i-CROWN STAPLE OPEN RAFTER FASCIA BOARD I+Sii tau 16F-1 SOFFITS FASCIA W 6F-5 DETAIL FASCIA CAP: R[FER TO SCFFIT t FASCIA Ova F- [NANNEL SOFFFT: MAX. TV SPAY MASONRY----,,1 SUBSTRATE ALClSO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. PENN- CREEK TECHNICAL SERVICES, LLC System No. Installation Detail Wits. 3/41 head dia. nail with min. IXI swaaoemont(for un-od substrate) or min. 0.0971 dia. T-nail or stu_`+ nail with min. 5/s" kngagemsnt(for concrete or ?,lock substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 x-"F" CHANNEL woad, Concrete or Block Na11 z * STAPLE SOFFIT TO r3/8" ASCIA BOARD #T50 X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. S NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. n , SOFFIT STAPLE OPEN RAFTER I DIAMOND PATTERN 3/4' x 1/4• D ETAI LCROWNSTAPLES USING A DIAMOND ` — t9Erv I PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4' X 1/4' CROWN FACIA BOARD a' 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 SOFFIT-T't&x• i6-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 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 r- TRIM NAIL FASCIA BOARD PAINTED S.S. fASCIA CAP SOFfIi fq' CROWR STAPLE OPEN RAPIER FASCIA BOARD I'IQ CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND PATTERN; REFER TO DETAIL 16F-Z $ SOFf1T STAPLE 16F-6 DIAMOND PATTERN DETAIL FAS CAP; REFER TO SOFFIT t FASCIA F' CHANNEL DETAIL B- 83/8 SOFFIT; MAX IS' SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. P 0" CREEK TECHNICAL SERVICES, LLC 16J-1 No. I Installation Detail OPEN RAFTER 4' X 1/4' CROWN STAPLE '24' CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TR1N' NAIL — PAINTED S.S. 48' O.C. SC*TTT-max. to -inch sp= WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B rr 2eV Ktv=4 \ SOFFIT STAPLE r } ' DIAMOND PATTERN FACIA BOARD DETAIL wos ' yr crES FASCIA CAP 3/4' X 1/4- CROWN FACLA BOARD STAPLE '8' ON CENTER 1-3/4' TRIM MAIL PAINTED S.S. FASCIA CAP 3/4' x 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail It' TRW NAIL FASCIA BOARD PAINTED S.S. iI FASCIA CAP STAPLES SOfNt USING A DIAMOND PATTERN: REFER TO 1*4* (ROMN STAPLE SOFFIT STAPLE DIAM40 PATTERN BEIA.t I I- TRW NAIL FASCIA BOARD PAWTED SS SOFFIT b FASCIA DETAIL 24F-1 & t 24F4 rd• (ROMN STAPLE - FASCIA CAP; REFER TO SOFFIT t FASCIA \ D:rAIL / SrI Nfts's Batten AIN:erod to SOFFIt; IIA1C 2A" f L 3r8j F•(MANNEL RNtas ,Ih me hl I ShankRingShah Wi at awry Ratter 1 M000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' 1RIM MAIL FASCIA 004R0 l t PAWED S.S. 1. SMOOTH SNAA'M I i FASCIA CAP ROOF NAGS S"? 1'.!' CROWN STAPLE 1 f' TRIM NAIL FASCIA BOARD PAWTtD S.S. SOFFIT 8 FASCIA 24F-2 & DETAIL 24F-5 r.t cROMN Sit FASCIA CAP. R'.FER TO SOFFIT t FASCIA DETAIL Nominal 1'xr SYP Baum Anchored to SOFFIT. MAX tV F.Ct NYEL Rallers •ith am IN Reg Shah Man at every Rafter MOOD SUBStRAtE ALCIS001 FL12194-R3 Page 10 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 attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PAINTED SS 1 1tRA i-NAILS I FASCIA CAP SOFFIT 1'4' CROWN STAPLE 1 ' 1 I- TRH NAIL S.S. PARTED FASCIA BOARD SOFFIT b FASCIA 24F-3 8 1 I DETAIL 24F-6 1-.J- CROWN STAPLE FASCIA CAP• REFER 10 SOFFIT t FAS[U OETAIL Nomnat rat' SYP Batten Anthored to SOFFIT, MAX. 2V F-MANNEL ' Rafters Qh ore TO king Shank Nan At every Rafter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail 1 f- TRIM NAIL FASCIA eOARO AINTEO SS. I'aj' CROVN FASM CAP STAPLES USING A OIAMONO SOFFIT AITERN, REFER TO r CROMN STAPLE SOFFIT STAPLE [ ANnIEVLREO ' DIAMOND PATTERN RAFTER DETAC fAS[u BOARD SOFFIT b FASCIA t - TRIM NAL PAINTED S.S. DETAIL 24J-1 & I-q- CROWN STAPLE 24J-2 FASCIA CAP; REIM TO SOFFIT t FASCIA DETAIL/ \ NotnafY t' A T SyP DaOMf II----• uaoneC ammo w-en no SOFFIT; MAX. Tl' ' I I 318 1-[ 1 MANNEI wcM1V ettlluone (q la tiny I I I Ina It MW S=2m-laaeo Ntouvll lna lafw Imo Ina ene WOa0 SUBSTRATE of the wen or two QTTO \ / Mg * Vh nab werlaOee on e hm am of Ira oacern at u, - baxennaflm mlemectlon / SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vwt is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 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 Pressures for Soffits in Exposure B Building Type ', Zone Mean Roof Height ft Basic Wind Speed. Onph) 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 1 .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 1 -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 1 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 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 1 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 1 36.4 ALCI5001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits• in Exposure C Building Type Zone. Mean Roof Height ft Basic Wind Speed to h . 120. 931) ' 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 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 1 -36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 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 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1 18.8 1 21.8 1 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 1 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 1 31.0 1 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 for Soffits in Exposure D ' Building . Type Zone' Mean Roof Hei tit 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 87.6 Negative 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 1 -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 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 1 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 1 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 1 31.6 35.9 40.5 1 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC 3/8" F-Channel 318" J-Channel 3/8- ISOMETRIC VIEW 31C PROFIR ISOMETRIC VIEW 3/P PROFILE ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/8" r 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 SERVICES. LLC IV 04 Soffit 18' BLANK 3 / 8 PROFILE so nP. 25 IYP. a125 fl?. OI000Da 0000D OOOD0D= OOD0D 000000 DDDOD Mnr QMR PAMON f 11 M F1 LOUVERS MUD IN SwE OMMON AS reed) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MICREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8" 7/8" S/16" 1/2- 1/2" 1/2" 1/2" 1/2" 3/4" 13.7S" BLANK 3/8" PROFILE 2.625 REF. 50 TYP. 25 TYP. ALUMINUM COILS, INC Soffits Appendix D DIOOD00 DDDDD, DDDDDD DDDDD ODDDDD D0000 VAN I00d 9 sAmn« (Kl I < c, n WXNt S fDfiRD IN Sw/E OHEMM AS R195) END OF REPORT ALCIS001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcolisinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 Certified Testing Laboratories (TST1577) CTLA 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 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix 0 for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Paoe 1 of 3 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 PRODUCT DESCRIPTION ALUMINUM COILS. INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. IR• FWl Mff 16• GeMQt K 6• 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2ft.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-113 Page 2 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servicos, 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 51° Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t t to Ifill, aY R. P,F . 2015.08.27 No 74021 07:05:00 STATE OF :4U 04'00' 4 O R O P N1 Zachary R. Priest, P.E. FloridRegistration No. ONAL S'0 ` O gana ation No. ANE9641021 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 F02194-113 Page 3 of 3 This evaluation report is provided for Stale of Florida product approval undor 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. CICREEK" TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Location lion Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Locationion Location ALClSO01 FL12194-R3 Page 1 of 7 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16' 04 Soffit— 8-inch o.c. Fastener Lrxatinn lr Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 2F-# 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 1 -# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24 Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood min. 1.254nch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- 40.0 24-inch o.c. o c inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/44nch x 1l44nch One (1) min. 1 3/44nch long x 12F-2 16 inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1)14 ga. 5/8-Inch long T nail Wood One (1) min 3/44nch x 1/44nch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 16 inch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c ALCIS001 FL12194-113 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product 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 Psf)I Substrate F-Channei Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 114-inch crown One (1) min. #8 x 1/2-inch One (1) min 3n x One (1) min. 1 314-inch long x 12J-1 Max. 16-inch Wood staples in diamond long x 3/8-inch head diameter screw spaced 16-lnch o.c. Wood state1spachcrownstaple 0.072-inch dia. x min. 1/4-inch head dia, trip nail spaced 48- 48 64.2 pattern spaced 24- connecting soffit to J-dhannel spaced 8-inch o.c.. Inch o.c. inch o.c. Approved Systems for 16-inch overhang with F-Channel Wail Cdnnection Eave Connection System Panel MDP No. Width Pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-Inch diameter 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. finishing nail with min. 3/16- 53.3 12-inch spaced max. 84nch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x Max Three (ga.crown x3)18 1/4-inch 1- 1-inch leg staples spaced max 0.072-inch diameter 16F-2 124nch Wd Wood inch leg staples in diamond pattern Wood 41nch o.c. and securing each finishing nail with min. 3116- 153.3 spaced 16 inch o.c. panel lap inch head spaced 12-inch o.c. Max, One (1) 3l84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24 Wood crown staple spaced 16-inch ail3/16-inch head dia. trim n 325.6 inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 114 inch One (1) min. 1 314-inch long x 0.072-inch dia. x min. 1%4- 27 16F 4 16-inch Wood diamondcrownstaplesindiamond pattern yyppd crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 24•inch o.c spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width PSI) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-Inch leg staples spaced 4 0.072-inch diameter finishing nail with min. 3/16- 343.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern WoodWoodo.c. 1-inch leg staples spaced 4- and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314-inch x 1/4-inch One (1) min. 1 3/4-inch 16.11 Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 164nch spaced 244nch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 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. CREEK0TECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One.(1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.114- anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 124nch Wood leg staples in min. 2.25- Wood leg spaced 8- finishing nail with min. 801-90 diamond pattern IInch x 7d ringn One (1) min. 1.75-inch c. inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1)18 ga.1/4-Inch 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. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/164nch head spaced 16-Inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 31164nch head spaced inch ring shank x 0.0724nch diameter 12-Inch o.c. nail 244nch o.c. finishing nail with min. 3116-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. IF CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754rtch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 164nch Wood leg staples in 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern ncmin. inch x 7d ringi One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 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 24F-5 164nch Wood Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3116-inch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-Inch 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 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 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 repon is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 2.25-Inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the rafter Into the end staples spacedp 12 inch o.c. searing One (1) 18 ga. /. One (1) min. 1.75-inch 24J-1 Max rafter with one x 1-inch leg or the banen or two (2) each panel lap Wood inch crown x 1-inch x 0.072-Inch diameter finishing nail with min. t60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.7Sinch leg staples spaced 3/164nch heads acedp inch x 7d ring pattern spaced 16- ring shank nais toe - x o.o72;nch diameter 84nch o.c. 124nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24-inch o.c. me batten at each batterdrafter 3116-inch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 24-inch o.c. Nominal 1 tQ No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.tl4 inch Nominal 1x2 rain. 225 Inch x 7d Ongshank nail crown x 14nrh leg No.2 SYP Three 3 18 straight -naiad through staples spacedP 124nch o.c. securing One 1 16 a. /. g One 1 min. 1.75-inch anchored to ga.1/4-inch crown the rafter into the end each panel lap inch Crown x 1-inch x 0.072-inch diameter 24J-2 Max rafter with one x 1-inch leg of the Darren or two (2) Wood leg staples spaced finishing nail with min. t53.3 16 inch 1) min. 2.25 staples in diamond min. 22SInch x 7d One (1) min.1.75•Inch 84nch o.c. and 3/ 16-inch heads aced inch x 7d ring pattern spaced 16- ring shank nails too- x 0.0724nch diameter securing each panel 16inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24- inch O.C. the batten at each baftervmfter y16- inch head spaced intersection. Max. 4. nch o.c. rafter spacing is 24- inch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRovEo SysTEMs section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Kit. 3/$* heed din. nail with Tin. 1S:• eng&gamenct'or wow substrate) or min. 0.097* dim. T-na11 cr stu4 nnil wish min. 5/6" engagementl`or concrete or.ilo:Y. A:Ub2Lra:U). apa.ls ae ito=erd above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \ F CSOFFIT OVERHANG WIDTH VARIES) 12F-3 or Block. N FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8'' STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALClSO01 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. INO CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail r ` SOFFIT STAPLE OPEN RARER DIAMOND PATTERN 3/4- x 1/4' DETAIL CROWN STAPLES ` urry wrcarr USINGADIAMONDgSPATTERN FACIA BOARD ` FASCIA CAP 12F- 2 3/ 4' x 1/4' CROWN FACIA BOARD 1- 3/4' TRIM NAIL 8' STAPLEON CENTER 1- 3/4' TRIM NAILJ PAINTED S.S. F' CKANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLEDWITHTHEO.C. NAILING FRINGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT- ma7t• 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL 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. s CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER rr nKr.IMX SOFFIT STAPLE ST DIAMOND PATTERN DETAIL vrFACIABOARD ', Ervmi rr 3/4' X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-13/4' X 1/4- CROWNFACIA 8" 1J—CHANNEL BOARD 1-3/4' TRIM NAIL STAPLE ON CENTER jTRIMMLPoci`4wed to soffitPAINTED S.S. 48'with oaa(1) 48 a O.C. FASCIA CAP 1!2" r 3i8' head diameter straw, 3/4' X 1/4- 16" c.cCROWN STAPLE SOFFIT —tax. 12-inch spanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE 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 I TRIM WALL —\ FASCIA BOARD PALYTED S.S. FASCIA CAP SOFFIT 1'14' C001101 STAPLE OPEN RAFTER FASCIA BOARD R Q iff 1aIEi 16F-1 SOFFIT S FASCIA I6F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 1 FASCIA f' CNANNK DETALL SOFFIT; MAX. W SPA4 MASOARY SUBSTRATE ALCIS001 F112194-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 rhanges 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. 16F-3 CREEK TECHNICAL SERVICES. LLC No. I Installation Detail Min. 3/S' hand dit. nail rich min. V,", sn-3a,jamenttfor wool substrate) ::r min. 0.097" dia. T-nail or stub nail with min. Sj3': anaagement(:or concraca or block aubscrste), sgacad as noted above. FASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood, Concrete or 31eck Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Lj wr A_ `` 1 SOFFIT STAPLE OPEN RAFTER; DIAMOND PATTERN 3/4• x 1/4- } I D ETAI LCROWNSTAPLES USING A DIAMOND VVsr csKTVM/ PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4' X 1/4' CROWN FACIA BOARD 1-3/4- TRIM NAIL a' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S.. CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLED WITH THE O.C. NAILING FLANGE UP OR 3/4- X 1/4' DOWN CROWN STAPLE SOf'FTT- :sax . 16 -inch spar. 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t t TRUt NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP I SOfFIT 1-4- CROWN STAPLE OPEN RAFTER t FASCIA BOARD 1'x}' CROv STAPLES SOFFIT 8 FASCIA USING A DIAMO lD 16F-2 8 PATTERN; REFER TO DETAIL SOFFT STAPLE 16F-6 DIAMOND PATTERN DETAIL PAS REFER 10 SOFFITII i FASCIA DETAIL 9- F• CNANNFI 3/9 SOFFIT; MAX. IV L .2— SPAN i M SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE 1-3/4- TRIM PAINTED S.S. O.C. sorm-max. ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER irK tts ; SOFFIT STAPLE olsT r ' DIAMOND PATTERNI AIL11 FACIA BOARD ` L suw.[3 i i FASCIA CAP 3/4- x 1/4- CROWN FACIA BOARD STAPLE -8' ON CENTER 1-3/4- TRIM NAIL NAIL PAINTED S.S. 48- FASCIA CAP 3/4- X 1/4- CROWN STAPLE lb -inch span SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 614520-3. 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 I- TRH NAIL FASCIA BOARD PAINTED S.S. r STAAPLES ( FASCIA CAP USING A DIAMOND SOfflt PATTERN: REFER TO rj- (iDWN STAPLE SOFFIT S7APtE OIAWD PATTERN t DETAIL t r TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT FASCIA DETAIL 24F-1 & 1 24F4 - 141- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT B FASCIA DETAR / 9 \ 1146nal rar srP 3/8BattenAWArtOtoSOFFIT: MAX 74' F-CHANNEL I Rafters .3h me 7U - RI:W Stlana IUR at - I \ / MOOD SUBSTRATE eery Rafter SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f•' TRIM NAIL FASCIA eOARO PAINTED SS. ta- SIOOTN SMANK I I,,, --FASCIA CAP ROOF NAILS SOFFIT 1'.J' CROWN STAPLE 1 I1' 1"I NAL FASCIA BOARD PAMNTEO S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 CROWN SIA!lE FASCIA CAP. REFER TO SOFFIT t FASCIA DETAIL Noaioat M'xt' STPbattenLhoredto SOFFIT; MAX 24' F•(NANNEL Ratters rbIh am Id Ring Slues Had at every BitterWOODSIOSIRAIE ALClSO01 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }- IR01 NAIL [1FASCIA BOARDPAINTEDS.S. ({ ILEA T-NAILS 1 ,! FASCIA CAP SOFFlT I-d- CROWN STAPLE f IJ' TIM NAIL FASCIA BOARD PAINTED S.S SOFFIT L FASCIA i DETAIL24F-3 & I 24F-6 I rd- EaowN STAPLE FASCIA CAP; REEFER 1 TO SOFFIT a FASCIA DETAILNowtI-d' SYP F-CNAIINEL Bat Leo Aneboteo to SOFFIT: PIAx. 2L' Ratters Qh On to Rinq Shank Nan at f every Rafter MASONRY I ALC15OO1 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-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- TRIX NAIL FASCIA BOARD PAINTED S.S. I'7j' CROWN fAS[U (AP STAPEES uICtG A DUo SOFFITPAt1REFERAtTOCANTILEVEREDfRCROWN STAKE SOFFIT STAPLE RAFTER OIAKOND PATIERN DETAIL FASCIA BOARD SOFFIT 3 FASCIA f- I rRln MAILPAINTED S.S DETAIL 24J-1 $ raf woHN STAPLE 24J-2 FASCIA CAP: REFER TO SOFFIT FASCIA CETAIL teomo+a! +- a 2 sYP oaaena. scabow SOFFIT: r, Ax. Tt' 3/8 1-(XANEEI. itnoen 1)TOtam ptA One (Q701L'Ip neat tanaOkI:iaI - I!le iLllef Ind IM m0 HOOD SUBSTRATE of ttr. Wt.en a tm (t) 70 Anq "" he" t0841209C an east Sift of the oar"n At tm tw7wtaRn nt"ettion SOFFIT. STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for wallsisoffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. S. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 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 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 Sous Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean-: Roof. Height it)120 Basic Wind Speed mph) 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 20.5 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 1 -54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 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 1.7.0 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 1 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 1 13.8 16.0 18.3 1 .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 3-1 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind'Pressures for Soffits in Exposure C Building Type. Zone Mean Roof, He'htft Basic Wind Speed mph) 120 ` 130 140 1.50 • 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 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 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 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 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 ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for 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 87.6 Negative 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 1 -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 1 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive 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 1 38.9 43.3 48.0 30 17.9 1 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8- 3/4" 3/8" J-Channel ISOMETRIC viEW 37F FARE MOMMiE VIEW 3/r PROfLLE ALUMINUM COILS, INC Soffits Appendix D ALCIS001 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. LZ OR CREEK TECHNICAL SERVICES, LLC Fascia 3/4" 7/8" 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALClS001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit yzMI-12- 1 8' BLANK 3 / 8 PROFILE 1nP. DIDDDDO DDDOD DDD0D0 ODDDD DDDDDD 00000 MT5F kMWR PAT!"M fR 1 StJ F1 UUMS fDRWM N SkW DoiEMN AS CBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8' 7/8" 31/8" 1/2' 12 S/16" 1 / ' 1/2" 112" /1 3/4" 3/8" 13.35" BLANK 3/8" PROFILE 2.625 REF. W TIP. 25 '11P. 0.125 M. ALUMINUM COILS, INC Soffits Appendix D D DDDDD DDDOD DDDDDD D.DDDD m DDDDDD . DDDDD M1e1 I006M oAT"N (RNI erW n lOLNIM FOWD) IN SWE ORECAON AS FOSS) END OF REPORT ALC15001 F112194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 Florida Building Code Online j yy:y' 7 Cif JyJ3-/:IJiy''ar: ff , y • ,, r{.' ` r J/j'- { .. . SCIS Home I Log In ( User Registration Hot Topics i Submit SurchageeII Stats & Facts I Publications F8C Stall ; SCIS Site Map Links ! Search Fla'ida Product Approval USER: Public user Poduct Approval Menu > Produrt or Apoleadon Search > Anniration List > Application Oetall L- FL 9 FL13192-R4 r ;BrVu. l Application Type Revision I ' Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature ti Technical Representative Address/Phone/Email Quality Assurance Representative 1 .' Address/Phone/Email Category Subcategory c Compliance Method James Hardie Building Products, Inc. 26300 La Alameda Ste. 2S0 Mlssion Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Pingsheng Zhu pingsheng.zhu@jameshardie.com Pingsheng Zhu 1090L Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Panel Walls Siding o': Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 6 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida Ucense PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Indenendence.PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards I Certified By Florida Ucensed Professional Engineer or Architect FL13192 R4 Eouiv ASTM C1186 Eauivalencv Sioned.odf httpsJAvww.Uoridabuilding.orgtpr/pr app dU.aspx?param=wGEVXQwtDgtsk*/o2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3da/o3d 1/3 4/28/2017 Florida Building Code Online I Sections from the Code f Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved summary of Producis Method 1 Option D 08/17/2015 08/26/201S 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 FL13192 R4 It ER RIO-2553-1S Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2557-IS Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO-2577-15 Plank to WSP Sheathing.odf Design Pressure: N/A FL13192 R4 I1 Install CemPlank Sldina.odf Other: For use In HVHZ install In accordance with NOA LS- FL13192 R4 II NOA 15-0122.04.odf 0122.04. Verified By: Ronald 1. Ogawa 2412L Created by Independent Third Party: No Evaluation Reports 2 R4 AE ER RIO-2553-15 Plank metal wood.p_df FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathino.odf FLL3192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.2 I HardlePlank Lap'Siding fiber -cement lap siding Limits of Use - Installation Instructions Approved for usd In HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192' R4'11 ER RIO-2557-15 Plank Shingle CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO-2S77-IS Plank to WSP Sheathlna.odf Design Pressure: N/A FL13192 R4 II Install HardlePlank Sldino.odf . Other:. For use in HVHZ Install in accordance with NOA 15-. FL13192 R4 II NOA 15-0122.04.odf 0122.04. Verified By:; Intertek Testing Services NA Ltd.: Created by Independent Third Party: No' Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf' F113192 R4 AE ER-RIO-2S57.15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2S77.15 Plank to WSP Sheathina.odf L13192 R4 AE NOA 15-0122.04,01' 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 Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-25SS-15 Shingle metal wood.odf FL13192 R4 II Install Hardie5hinale Sidina.odf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-255S-15 Shingle metal wood.odf Created by Independent Third Party: Yes 13192.4 HardieShingle Panel fiber -cement notched shingle panels (straight'edge; staggered edge, half round edge) Limits of Use Installation Instructions Approved for use in HVHZ: No FL13192 114 II ER RIO-2555-15 Shinale metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2SS7-I5 Plank Shlnale CMU.odf Impact Resistant: N/A FL13192 R4 II Install HardleShinale Sidino.odf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Thlyd.Party: No Evaluationi Reports FL13192 R4 AE ER RIO-25SS-LS Shingle metal ovood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU.odf f Created by Independent Third Party: Yes 13192.S Prevail Lap Siding fiber -cement lap siding 1. Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood.odf hopsJ/www.0oridabuilding.orglpr/pr app dill.aspxlparam=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnH1104CXwhKRgKOf7RrxWwZsbgA%3d%3d 213 4/28/2017 Florida Building Code Online Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVH2 Install In accordance with NOA 15- 0122.04. FL13192 R4 II ER RIO-2557-IS Plank Shingle CMU.odf FL13192 R4 11 ER RIO-2577-IS Plank to WSP Sheathino.odf FL13192 R4 II Install Prevail Lao Sidina.odf FL13192 R4 If NOA 15-0122.04.0f Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-IS Plank metal wood.odf FL13192 R4 AE ER R10-2S57-1S Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2S77-I5 Plank to WSP Sheathino.odf FL13192 R4 AE NOA IS-0122.04.odf Created by Independent Third Party: Yes 1e.1`SI fJKx Contact us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: BSO-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: AoteSSlWllty 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 mail to this entity. Instead, contact the office by phone or by traditional mall. 11' you have any questions, please contact 850.487.139S. *Pursuant to Section 4SS.27S(t), Florlda Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an email address If they have one. The emalls provided may be used (or official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Oepartment with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S., please dldc b=. Product Approval Accepts: Credit Card Sale httpsJ/www.0oridabuilding.org/pr/pr app Od.aspx7param=wGEVXQwtOgtsk%2bGnUu47ogxmaHRnH1104CXwWRgKOfIRrxWwZsbgA%3d%3d 313 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. 10 HardiePlank° A -0. Lap Siding ,% JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPLUS`A PRODUCTS Vsltfor the most recent version. SELECT CEDARMILL" • SMOOTH • CUSTOM COLONIAL'" SMOOTH • CUSTOM COLONIAL'" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING COOES, AND VOIDTHE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE7" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR -CALL 1-866-942-7343 STORAGE & HANDLING: Store Rat and keep dry and covered prior to Installation. Installing -siding wet or saturated may result In shrinkage at butt joints. Carry planks an edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. OUTDOORS INDOORS 1. P( rAiah cutting station so that wiMwUl blow dust ayey berm user I. Cut only rising sure and snap, or shears (manual, elecbic or nneunngc). and others n workinrgg area. 2. Position cubing station In well-vemlated area 2 Use one of Itrs blbvArg Ihoft a Bast: I. Scale and sap L Sim ( mllnral, electric or pnaumafq NEVER use a power saw Indoors b. Minn. I. OW reducing dmrltf saw equipped wih a NEVER use a circular saw blade that dbas not carry he tlerdellade saw lotto trade nark Harnleftfe'saw blade and H PA %ecvun e4fa_tlan NEVER (try sweep— Use we suppression or HEPA Vacs un c Good: 1. Oust m duci g circular saw with a Har"I de saw b'ado only tw. trbm In modcrem adlhg) Important Nate. Fix maodmm froteclian QwRst resprade dust production), Jalm nude recommends always iF1V'W-letel ading methods where fees*.. NOSH -approved resplraas can be used in coniuunclon with male MWg practices to (urlter reduce dust atpasumns. Additional awsure Irdomnton is available at wwn pmeslardle.ean to help you determine the most appropriate a" method for)otrlob requirements. If concem sun aft about equ o re laces a you do not corn* with (Ire above pradicm. you should awwys consul a qualriad inuialat hy(yend or oonW James Hardie for f rther infantalon. sm[Ori6 GENERAL REQUIREMENTS: Haro iePlank• lap siding can be Installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirerents. Irregularities in framing and sheathing can mirror through the finished application. Information on Installing James Hardie products over foam can be located III JH Tech Bulletin 19 at www. lameharde.com A water - resistive barrier is required In accordance with local building code requirements. The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building 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 ffrdshed grade must slope away from the building in accordance with local building codes - Dolnot use HardlePlanklap sida minimum of 6' in ing in fascia or trial applications. first 10'. Figure 1 Double Uon Con9>anrcwtlon Do notinstall James Hardie products, such that they may remain In contact with standing water. waterresisWe banter lawn erasing HardfePlank lap siding may be Installed on flat vertical wall applications only. of 24• oc.mar. For larger projects, including commercial and multifamily projects, where the span of the i wall is significant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of James HardieSiding Products' at www.JamesHarde.com. DO NOT use stain, oiValkyd base paint, or powder coating on James Handle® Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code ( as reterericed 2009IRC R703.3.2) A. Joint Flashing (James Hardie recommended) B. Caulking' (Caulking Is not recommended for ColoAus for aesthetic reasons as the ''"°`'• Caulking and CotofPlus will weather differently. For the same reason, a gill do not caulk nail heads on ColorPlus prodticts.) made do jointercover Figure 2Nall Una nail line Is rill haste aplace between 3/ 4" d I- from top f of plardg d Instal planks Inmoderate mmact at butt Ants btsml a 11/4' slant strip to araro a consistent plank angle ieava appropriate gap 1> c ween planks and trim, men costs'• Note: Feld painting over caulking may pmdtce a sheen difference when compared to the field painted PdmePlus. 'Refer to Caulking section in these Instructions. For additional information on Hardiewrap•weather Barrier, consult James tlarde at 1-866.41lardle or www.hamlewrap.cnm WARNING: AVOID BREATHING SILICA OUST limes Handle' products contain nesphable cryclall a silica, which to loiown to the slate of Catfarnh to catee canon and Is considered try IARC and NOSY to be a cause at cancer from samo cecupalboal sources. Oreathhng excessive amounts of respirable silica dust can also cave a disabling and potentially fatal long d'tsaee called slficaes. and has been linked w Uh other dlseasa. Some studies suggest mlydugnhayhhcmmethese ridm During irtshl4Uionorhwndina( 1)amorkhadtlara=3 Win amplewnlildlon;(;4usefiMcemN:hrarsforcredngor, wltemnot fm;Ohle,use aHerdieBlrMe°saw Mille and dun -reducing Ocular song attached to a HEPA vxuun; (3) want others In the I cneflale area, (4) wear a prepay -fitted, NOSH -approved dust mask or mspifator (e.g. N-95) In accardonce with applicable goveinmem fMjulalielhs and in lecturer InstrMliors to krona Until respirable silica hovers During clam -up, use HEPA waaaims or wet cleanup methods - rover dry onwo. rot furtherInformation. odor fo car irrlala6irn iislrticlaro and Material Solcry Data Sheet available at www,(ammturote.can or by calling I.800.9HMOIE (1•800.942.7343). FALURE TO ADHERE 1D OUR WARNW& MSOS, AND INSTALLATION II&TR1CRONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. 2mas FISI1I19-Pl/4 6/13 Ar ro" CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding 1. Z-Flashing 1 ` r•. as re uirea tiVIR code into b" z 4" S' .` D n. t0onot caulk '2 Y1 •.. ., Frei'^y•t ,;' In.:1"-2" Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Z'-N1ashi.ng:;. Z=FI ling :. <`: i.:;': , - ^,. 1 ;..•- MI : L:.; a g'.• Min, Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valle /Shin le Extension 10 pi l 6 tv leer ar 7eSeril . Flashing t Z-Fl hang FASTENER REQUIREMENTS " Blind Naing is the preferred method of installation for HardiePlank* lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Twit bulletin 17 for exemption when doing a repalo. Pin -backed comers may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HD x 2" long) 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 ET & F Panelfast' nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) Nails must penetrate minimum 1/4' into metal framing. OSB minimum 7116" 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.75" long) Ribbed Water -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). 1114'tnhL 1 V Ovedap , SIKa 1.-----' o.c emx rWlLne Band HAD Water neslssva earner Figure 15 FACE NAILING Nalls - Wood Framing 6d A 113" shank x 0.267" HO x 2" long) Slding nall (0.09' shank x 0.221" HO x 2" long) Screws - Steel Framing Ribbed Bugle -head or equivalent (No. 8-18 x 1-9/8" long x 0.323' HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1-1/2" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/1611 Siding nail (0.09" shank x 0.221" HO x 1-1/2" long)' Figure 16 24' — O.C. max. Minimum overlap `- --"" 1 1/4•mn. for Both Face overlap and Blind Nailing r min. 1 1/4' I o oveflip i Idce nal 1 l i j c sisave j.•._ Sf barrier Laminate sheet to be removed Immediately after installation of each course for ColorPlus° products. When face nailing to OSB, planks must he no greater than 91/4' wide and fasteners must be 12" o.c. or less. Also see General Fastening Requlremerae: and when considerhig anemative fastening options refer to James Hardie's Technical Sullean USTB 17 - Fastening Tips for HardleftrO Lap Siding. HS111194)2/4 6A3 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is rat responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie'x products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of'ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HanlieTrfm Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specilled design wind loads.. NOTE Published wind) loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services If you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener (leads should fit snug against siding (no air space). pig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail hale and add a nail. pig. 8) For wood framing, under drivers nails should be hit flush to the plank with a hammer for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardlePlank should to fastened with even spacing to the structural member. The tables allowing direct to OSB or plywlwd should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. y ro 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 cMven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives Ole nail. (Drive under driven nails snug with a smoo0t faced hammer - Does not apply for installation to steel framing). 9 countersunk, tl;EN 0 snug flush fill &add nail 00-NOT 00 NOT Figure A Figure B under dive nails staple PAINTING 00 NOT use stain, olValkyd base paint, or powder coating on Junes Hardie"' Products. James Hardie products must be painted within 180 days for printed product and 90 days for rhnprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer b paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kill 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 conhplyfhg 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. COLORPLUSN TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus' Technology touch-up appicedor. Touch-up should he 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 whore possible, and caulk Color matched caulks are available Irom your ColorPlus, product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: Jaynes Hardie does not warrant the usage of third party touch-up or paints used as touchup on .lames Hardie GtbrPlus products. Problems with appearance or performance arising from use of third parry touch-up palms or paints used as touch-up that are not James Hardie touch -tip will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, din, or mildew Repriining Is normally nol necessary 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd base paint, or powder coating on James Hardier Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-PY4 6/13 A rio. COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLAN10 LAP SIDING WIDTH M 5114 61/4 7114 7 1 Q 8 8114 9114 91/2 12 I SO = too sp (1.) exposure) 4 5 6 6114 6 314 7 8 8114 10 314 1 25 20 11 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 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 98 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 ISO 133 128 119 114 100 too 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 IOD 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design. James Handle does not assume fespoflsiblity for over or under ordering of product IRPCOGNRION: In accordance with ICC-ES Evaluation Repod ESR•2280, HaMIePlankS lap stung Is recognized as a sultahle alternate to that spectred in the 2006,2009,620121nernanonal Residential Code for One - and Two,-Famllq OveOrgs, and he 2006. 2009. 6 2012 Intematmnat Building Cade,. HsdsPlank lap ddi g is dso reeorywhed for aMfi clan In the to": Cky of Los kgaf s Research Report No. 2488Z State of Florida listing FL0 69, Dade County. Flodda NOA No.024729.02. US. Dept. of HUD Materials Release 1263c, Tawas Department d Insurance Product EYaluallon EC-23. 01y of New York MEA 223.93d1, and Colder is OSAPA-011 These documents should go be eonsulled kx adddioral htxmaWn coecemkg 0te aiWey d f ds product for sped0e appiradons. 02013 James Halle Building Products. An right: reserved. Additional Installation Informllion, TM, SK and 9 denote tademrlcsaor regisered trademarks of e' James HardieTedmiogyLinged.0isaregistered trademark Warranties, and Warnings are available at JamesHardie of tamesHurdleTedn*" limited. % ww.)ameshardle.com ' Parse fesl is a registered kadoma0k of ETQF Fastening Systems. Inc, HS11119-P4/ 4 03 MIAMI-DADS MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (REit) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w,vw.minmidade.eov/economy James Hardie Building Product, Inc. 10901 Elm• Avenue' Foutaua, 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 arid 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; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CetnSoffit 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 man6facturer's naive or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" acid "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit' panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of (Iris 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 endorseurnent 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. Ifarty 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 joh site at the tr-quest of the Building Official. This NOA revises NOA N 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15.6122.04 Mlnrrtunotacourrnr Expirrutiou Date: May 1, 201.7 Approval Date: April 9, 2015 03/ 3 1 1s pa& 1 James Iiardie Buildina Products, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submilled ander NOA # 13-0311.07" 1. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submilied under NOA # 13-0311.07" •. I. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of. HardiePlank, 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. Suburilled under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 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. 40S103 15 Carlos K.. Wren, P.E. Product Control Exaininer NOA No. 15-0122.04 Expii'•atiou Date: May 1, 2017 Approval Date: April 9, 2015 1 WALL LFENGTK Stud Spacing at 16' O.C. c— 1 1 1 Wi LL isoir• l 146 No 1 AEi91.1.-A Of BE= I s Nails at 16" O.C. (typ.) 3/8, Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, CemPanel, Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 14042 5d8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 13213 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 BuDdi ng Code. SEE DETAIL A 518" tLidc / 5 ply APA rated plyvrpod sheathal9 in amdanoe with Florida aauadrQ Code Section 23223 Watetiresistive banier per Florida Bwlding Code Sedan14042 rx 4-S4%F Wood studs PardiePanel, S-E-0.014 B_B Cempanel, Prevail Panel Siding PRODUCT DIM-fat-MyHardiePanelO. Cempanel®, & Prevails Panel Sidmg materials are nonasbestos fiber -cement products bested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. pANE I DIMENSIOLIS Width Length Thickness 4' 8.9,10' 511V DE$_LG_1 1PRJS_S_iJRE RAT1NCt Installation Design Pressure Wood Stlids -76 psf Impact Resistant - Planks installed over 5/8" ttnidc / 5 ply APA rated plywood sheathing CIA_RDIEPANEI.,_CEMPANELLPREVAIL P kEl,S1D1NG INS T/LLtAL70N DETAILA11irnattationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturefsinstallationrecommendations, and the applicable sections of the Florida Building CodeWoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote 11 &8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223. APA rated plywood sheathing supportedThesidingpanelsshallbeinstalledoverSWVick15plybyaminimumof2wX4" S-P-F wood studs spaced a maocimurn of 16. O.C. Note 21 The siding panel fastener shall be a 2- long, 0.223" head diameter, 0.092" shankdiameter, corrosion ressst2ts4 siding nad; the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 5W thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Buwng Products, lnc. 10901 Elm Avenue Fontana, CA 92337 a ova ao A I , PNL-PLK-SOFF Creator. E Gonzales sC4le 12- =1-0" Date: 4rr4=13 ls+Er 1 OF 12 Cladding Fastener Spacing per Florida 16 OOin. Building Code Section 2322.3 I --. I • Framing JI 7pq vIs;FD . • ' I Fastener Spper Florida I • I Sheathing e. 0wjpj* Building Code Section 2322.3 Aio I I• I I niyiagr„ee IF1o ia. I N irbla-6 ILd7 I-o STA 0 A SONILIER ILIN—G NOMINAL 2" X 4" S-P-F WOOD STUDS 1S" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE WITH-3-VT 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOIL THESE LOADS) BOTTOMCONNECTION) THE WALLAND SOFFir FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHI= ATHIIJG NOMINAL 5V THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 C4ADQ1bLG James Hardie Building Products. Ina THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION a - Fontana, CA 92337 RESISTANTSIDINGNAILS. PLACE NAILS 64 O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Phone: 909356-6300 stm F$p° NO D G N R Fax 909-427-0634 A PNL-PLK-SOFF Creator E. Gonzales sr u.e 1" = r-0- Date:4R4=13 &4trR 2 OF 12 1 ALL LENGTH SEE Stud Spacing at 16" O.C. DETAILA T: - ----------- ISEP toeeda i•i i I i No lte 11-e i i 0 HT i 3/8" Minimum A49!4A i he•ilorits f-012•0'¢ S/S" thick 15 ply APA rated plywood sheathing fastened OGA N% to metal studs as descried i i = in Note 1 Water- esisdVe NO, i \ barrier per Florida Building Code STATE ', DDt seaion,4042 Distance Nails at 6" O.C. NO Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePane* Siding Water -resistive barrier per Florida Building Code Section 14D4.2 sm-t"ck/SplyAPArated plywood sheathing fastened to metal studs as described in Note 1. 20ga, .'-X 1-5/8".Metal C-stud The walland soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. Medl Cstud HardiePanel, Gip g Cempanel, Prevail Panel siding mo= U T_D_SCRIMON Hardie? anele, Cempanelm, & Ptev2WD Panel Siring materials are nonasbestos fiber - cement products tested in accao: dance vhth ASTM C1186 Grade 11, Type A and meeting the requirements 1 the Florida Building Code. PANEL D fNIEN-S-t_0_ - Width Length Thickness 4 8,9,10' SM6" QESIGN-- MESS_U-e .F R- 6T-ItIG Installation Design Pressure Metal Studs -104 psi Impact Reststant— Panel installed over SW thick / 5 ply APA rated plywood sheathing HARDJEpi41_ EIsC MPANELiPEZEVAIL PANFSlD 1 G fI ST}LLL,iTIO_N-DETAILA AUinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, CempaneL Prevail Panel Siding will be installed shall be designed by an Engineer or ArchitecE per -the Florida Building Code and the requirements of this N. OA Note 1) 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oe at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-114" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-51W X 1.518" Metal Cads spaced a maAmum of 16"• O. C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1 18 long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at W O.C. at panel edges and intermediate studs; the fas eners shall be driven through the 518" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLKSOFF Creator, E. Gonzales IsamE- 1r2"= 1--0- I Date:4t24=13 js U7 s OF 12 6.00in. I+ s.0ol . I I I I I I T 6.00in. a4tODlJC'rBEvl Cli oompiyiatg waL the F oai n L2AR{N)_G _ SW X FASTENED WJ8 WITHSSTUDS16' O.C. NOMINAL ZDGAUGEWAFERIHEADSCREWS ( 2 PERT P 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 SHE T IING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT V OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8- 18, 0.31W HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD -SCREW CLAp_DjNG THE PANELISFASTENED WITH No. 8-18, 0.315' HEAD DIAMETER X 1-S/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE mETAL FRAM)NG), PLACE SCREWS 6' O.C. AT PANEL EDGES AND !INTERMEDIATE STUDS Cladding Framing F II I I Sheathing II I• I II II I I•I I.I EGA O. I ' it • STATE OF : c FOR METAL D WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PARTOFNTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS OR THESELOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie BU"ng Pr»dUCt% Ino. 10901 Elm Avenue Fontana, CA 92337 phone: PNL- PL"OFF i Fax 909 427-0634 A Creator. E Gonzales swe 1• 1'-0' kDaw1242013 s+_ET a OF 12 T WALL HEIGHT t Stud Spacing at Bf-, 1_, as 3/4" Minimum Edge Distance allRL A i i I e Florid!+ w.im ra e 1 IS,QY?Z. LENGT' Sheathing fastener, as described in Note 1 Nails at 16" O.C. (typ.) Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier r1M per Florida Building Code Section 1404.2 5 pty APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Archi ed or Engineer of Record in como6ancevath the Florida Building Code. SEE DE ALA gRODUCTD=SCR1 Ut1 HardiePlanW. Cemplank3i, & Prevail& Plank lap Siding materials 5M_thick 5 ply ApA are nonasbestos fiber -cementproductstestedInaccordance withratedplywoodASTMC1186GradeIt, Type A and steaming meeting the requirements of the aroordanot• wide Florida Building Code. Flaida BuBding Code Secdon 2322.3 PANEL Pj_gMLQU5i Wawr—r l Width Length Thickness bamer per Ronda Sg-1/Y IT 5/16" suvng Code Section 14042 DESIGN PRESso&R_AXYG TX 4• s-P-F lnstalation Design Pressure Wood Sa,ds Wood Studs -92 psf Lap Siid'mg Impact Res starrt- Planks installed over 5/8" thick / 5 ply 1-1/4• tall X 5/16• APA rated plywood sheathing hock slaAer strip HA)iDI P_LANFC,_C_f:?4iP_LANiC RREYA_ L SID_I ISa NS A ON Dt e, thAllInstallationshaltbedoneinconformancewiththisNoticeofAcceptancce, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank Cemplank, Prevail Lap Siding will be installed shaft be designed by anEngineerorArchitectpertheFloridaBuikfingCodeandtherequirementsofthisN.OA INS qi, / 5 ply Apq rated pljruraod sheathing shall be attached to the studs in accordance - MA lorida Bulding Code Section 2322 3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is s 8- W vertically. Note 21 The siding fastener shall be a 2-1/Y long, 0.223" head diameter, 0.092" shank diameter, fast necorrosion -resistant siding nail; The skiing is fastened s &1/4" O.C. vertically and 1t pChorYs. fasteners are driven into wood studs through S/8 thick / 5 ply APA rated plywoodsheathing. are placed intheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planks shallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2" X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3V- HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, me 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Creator. I? Gonzales ISCALE 12" = t--0" I' Date: 4/24/2013 IsHtaR 5 OF 12 Fasten: Spacing per Florida Building Code Section 2322.3 16 in. 41 I 1 .I Fastener Spacing per Florida 1 Buildung Code Section 2322.3 asoomptymgU*tbwklx s Bae7£ma Cow wrrsptesxs tw ! ' ..1/. 0 % By+ o P odnet Caefsa3T ER Q NOMINAL 2' X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH,,, yr 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 SAEA HING NOMINAL SN' THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 LA-QI.O PLANKS.OVERLAP 1-1/4' THE M(POSURE IS 0414" THE PLANKS ARE FACE NAILED WITH 2-1/r LONG, 0=' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAJLS,•PLACED 314- UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Cladding Framing I / Sheathh g PRODUCT REWSED I • I `` ..s` = No. 121 sr ? ' b • STATE OF 1 Pto alCawe+ =. r ' 'IQRIDQ`- • ''` V Fss • ......, , ZONAL ,, FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND ldfw 4 LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Fax 909.427-0634 A Creator. E. Gonzales Sou HARDIEPLANI(, CEMPLANI(, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Budding Products, Ina 10901 Elm Avenue Fontana, CA 92337 MAG No RE PNL-PLKSOFF I 1 11 =1'-0" I Dale: 4/242013 ISHM 6 OF 12 ALL LENG SEE PRODUCTLOWCT 1199LC —PI P—BOA Stud Spacing at WO.C. DETA)LA HardiePlanke, Cemplank®, and I Prevail® Plank Lap Sidling materials5V %ick 15 * APA we nonasbestos fiber -cement 777 rated plymod products tested in accordance with AsTM C1186 Grade 11, Type A2ndT-- W Metal skids as meeting the requirements of the described in Note I Florida Building Code. all- Wish'i6mrUbe vAWgLL iA barrier per Florida aLAN—KD@4QR-%L(W HEIGHT 1 stming Code Width Length Thickness 7 Z Seaton 14042 S 9-1/2" 12' 5116'! 2092,3-Str X 1 -Sle. k' DESIPAMEAUE RATING Meal C-1tuC1 r 'S I AT PF Installation Design Pressure PlanK, Metal Studs -92 psfWake 4 cemplar*, Prevail 0 Lap Skling impact Resistant - B '-8101VA Planks installed over 518" thick 5 ply3/4' Minimum Edge Distance Nails at is" O.C. (typ-) L 1-1/4*taAx5rl6* APA rated plywood sheathingthickstagerstrip IL,6 An ADEMA_ HARDIEPLAL4K N Wml- O-N-QgLkt,. qEMPLA_XjLP_RF V_ 1kLA%1R1-N-G-NAT n conformance with this NoticeIi;U;ibon shah 6; done i wof Acceptance, the manufactures installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note I a Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be irwtalled shall be designed by an Mt It NUED Engineer or Architect per the Florida Building Code and the requir'ements of this MOA If yips Vkh do "Nib a [Note 1] SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at Woc at panel A rise =01 edges and all intermediate supports using 2 No.8-1 8, 0.31 S' head diameterx 1-1/W long bugle head screw LS-.047'. Of Siding fastener, as a Planks shag be applied horizontally commencing from the bottom Course of the wall with 1-1W wide laps at it R- afte-111111 described in Note 2 the top of plank such that the exposure area of each plank is:s 11 vertically. I ft—v& . [Note 21 The siding fastener shall be a minimum No. 848, 0.315" head diameter X 2-1W long* bugle head h6WW1) 6& F 114M CAMW screw over metal studs (,or screw shall have at least 3 full threads penetrating metal framing); The siding is rHardiePlankfastenedS8-1WO.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through SW Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area apprOdmately 314* Prevail Lap Siding from the bottom edge of the overlapping plank. a Vertical joints shall be placed over studs. in A Water-resislive a The planks shall be installed over SW thick / 5 ply APA rated plywood sheathing supported by a minimum m20ga, Nominal 3-W X 1-5/el Metal C-eWds spaced a maximum of 16"O.C. barrier per Florida a Fasteners shall have a minimum edge distance of W. Building Code Section 1404.2 HARDIEPLANK, CEMPLANY, PREVAIL LAP SIDING SW thick/5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing Itistened to @ James Hardie Building Products, Inc. metal studs as described in 2 10901 Elm Avenue Note 1 Fontana, CA 92337 20ga, 3-WW X 1-SW Metal C-stud Phone: 909,156-8300 sai PSCM No Rev Fax 909-427-0 ThewallandsoffitframesaretobedesignedIiiS34A PNL-Pl-K-SOFF by the Architect or Engineer of Record in 70F12 compriancewiththeFloii --Fsz---r jda Building Code. Creator. E Gonzades SCALE 11r = 11-W Date: 4r24/2013 o( 6.00in. I 6.00in. m coa0yins,ilkst gift No /,cl l/•G+. T— ._.__.....__ w___ AsAe [rod s8 n. nn>NG NOMINAL 20 GAUGE 3-5/8" X 1-WI STEEL STUDS IS 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 SH WM(Z NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 8" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4° LONG BUGLE HEAD SCREW 0 A011M2 PLANKS OVERLAP 1-1/4 THE EXPOSURE IS s 8-1/4• THE PLANKS ARE FASTENED WITH NO.8.18, 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 I . 121 o- TATE OF Sheathing 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, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.ina 10901 Elm Avenue Fontana, CA 92337 Fax 909-427-MU A PNL-PLK-SOFF 1 Creator. E Gonzales IscoiE 1" = V-0' Date: 42412013 SHEET a OF 12 WALL 1 QUAl LA i WALL L)=NGTH Stud Spacing at 15" O.C. 3/8" Minimum SEE DETAIL A T— 2" X 4" S-P-F wood Studs HardieSoffd, Cemsoffit tw 01 r' cTJQNBe Nails at4" O.C. (iyp apUC%R£vLSED Distance Q4Wjying widk ale Fb" D offf fastener, as ascribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit, frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. M0AUQLDESCRkaljC N HardieS01110 8. CemsoffitV materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. SOFF0LQ9F-NSIONS. Width Length Thickness 4' 8' 1/4" p SIGN Pi,k _S1JI,Ej2-ilk Installation Design Pressure Wood Studs -70 psf a+OOmoTine.M am Fbtias BuAdi% Co* E«PU„ rtf3ff By j a,coeea STATE OF , 9,, 'cLOW: ONAIL t E.DIF,O-EFlT-EMs_O_F_EIV N.Ft,(t4.TAI...L TJ90-QET.&kSi AD installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the appricable sections of the Florida Building Code. Wood studs where HardieSoffrt, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of th's N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.097 shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at A!, O.C. at panel edges and intermediate studs, the fasteners shall be driven into wood studs located at 16" O:C. Fasteners shall have a minimum edge distance of 3V and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hb I OV4 NO PNL-PLK-SOFF Creator. E. Gonzales Isr•, a 12-= r-o• I Dare:424=13 ISMSET 9 OF 12 4.o0irL . paebucrlr:titsm >x otxlcr iLsaEr camplyi a wld r!e fkci& as couplyi%welt' gie I kd& cob 0 galt,fmgCcdc llal .D7 , of DM.- w..a+cs sY s)ade t ocs,a l:oasei F AM_Li NOMINAL 2" X C 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 ARCNITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE q . DIUG THE SOFFIT IS FASTENED WITH 2- LONG, 0223' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIAIM STUDS Cladding Framing, N0. Vl 21 STATE Of 10NA1- FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA92337• Phone: 909-356-MO SIZE FSC"" NO DW3 NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales scuE V =1'.0^ Date: 42412013 srzr 10 OF 12 1 ALL LENGT`I, Stud Spacing at 16° O.C. ems_ i I i 3/8" Minimum DE1i91L6 Nails at V O.C. (typ. D'utance fastener, as n'bed in Note 1 HardieSoffit, Cemsoffit r 20ga, 3.5/8" X 1-51W Metal Crstud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida.Building Code. 0 SEE P2flD_U_C_C_D_E.S_CRIP_710N- HardieSoffit® & CemsotfiC materials DETAILA are nonasbestos fiber -cement products tested in rdarim with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20g% M/8" x 1-5/8" sot r_aJM nlsLot s Metal C-Md Width Length Thickness 4 I HaroieSotfit DES_LGN PRFSS_U_RE. RATL G. CemsoffitInstallationDesignPressureMetal Studs OVA aCTLON B-B PRODUCT B RSED ,' •,S' pAtsDliCT itEViSED as annplM witb the floods 6ft> ti.rAttsmori0 rc l e; N°' 12 5, 7, Yt ATEOr fi, drh _ t 1 A_IQFFL CEM,S_O_FF_lLP_AnIE.L_IN_S A_ATSoN.?_lQ-s 'S, NaL EN rtrtrt AD installation shall be done in conformance with this Notice of Acceptan,'i hi'n'rufacbueesinstallation recommendations, and the applicable sections of the Florida Building Code. Mil studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-6/8" X 1-5Ar Metal C••studs spaced a maximum of 16" O.C. No4e 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal • framing) -, the tzsteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG TO RN PNL- PLKSOFF 1 Creator. E•Gonzales ISCALE 1/2"=1-0- I Date:4/2412013 1SHM 11 OF12. Cladding Framing j001n. I R S s'sa dioFloridn '' IrrNriiii AWA I..Pet of _ Daft no&mx 2i - cc-z A9- FLOR. O'............. fi sim EMMING V....... NOMWAl.20 GAUGE 3-5/8" X 1-SV STEEL STUDS 16" O.C. FASTENED WITIl &r WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVr Y LOAD ARE AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADD G_ 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 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, lno. FULL, THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE _ - o STUDS Fontana, CA92337 Phone: 909 356-6300 SIZE FSCM NO DV4G NO REv Fax 909-4274634 A I PNL-PLK-SOFF Creator. E. Gonzales SCALE V =1'-0" Date. 4242013 SHEET 12 OF 12 r Florida Building Code Online Page 1 of 2 i Professional a• 1 r Q K F pep —ft"— BaS Home I Lop In 1 User Registration } NO Topics } Subndt Surcharge } Slats a Fads } Publications } Fec Stall } Bas site Map } Links } seafch } Busines Professi r'"USEanal Public User Regulation Product Aooroval Menu > Aoodtatlon llrt > Application Detail FL # FL1971S Application Type New Code Version 2014 Application Status Applied For Comments Archived 0 Product Manufacturer Silverllne Building Products Corp. Address/Phone/Emall One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrian@slbp.com Authorized Signature Jon Berrian Jonberrian@slbp.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/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/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 FL # Model, Number or Name Description YAM 2011 2008 http://www.floridabuilding.org/pr/pr app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Umits of Use Certification Agency Certificate Approved for use in HVH2: No FL19715 RO C CAC 2-4-16 CCL-ilst.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, SWD002, and Product FL19715 RO 11 SWD002 SS 2016-02-03.Ddf 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.odf Created by Independent Third Party: Yes FZ-Eottt Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 8SO-W-1824 The State of Florida Is an AA/EE0 employer. Copyright 2007-2013 State of Florida.:: privacy Statement :: AccessNllity Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-man address released In response to a pubno-records request; do not send electronic mall to this entity. instead, contact the *race by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, eafaGlve October 1, 2012, Ikenses licensed under Chapter 45S, F.S. must provke the Department with an emall address If they have one. The entails provided may be used for *Mdal eommunkatlon with the 0ransee 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 11 you are a licensee under Chapter 455, F.S., please dick DM. Product Approval Accepts: M9 EMM BE Cie it rd hq://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED O THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. S. INSTALL INDMOUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF tIA INCH THE DEPICTED LOCATION & SPACING IN THE ANCIHOR LAYOUT DETAILS I.E., Wm10UT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM RACK TO BE 3/8 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. NN INSTALLATION; FOR INSTALLATION INTO WOOD FRAMING USE RB WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR Lod COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 1• 21NCH MINIMUM EMBEDMENT INTO W000 SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/6' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUO USE RB SELF-TAPPING SCAREMK, OF SUFFICIENT IENCTN TO ACHIEVE A AUNIMUM OF 3 T-HR N1-.- M0. BEYOND MErpl WALL INSTALLATION SHALL MAINTAIN MIN. 31W EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE #10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-I/21NOH MINIMUM MBEOMENTINTOWOOOsURSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH LX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3 161NCH DIAMETER mV TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4- EDGE DISTANCE. 1. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METALSTUO USE 410 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM ON BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER. AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES 1. THE PRODUCT SHOWN HEREIN 5 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 20241 FLORIDA BUILDING CODE (FOCI, EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMAICSl JOIA VA440-06/13 2. ADEQUACY OF THE OUSTING STRUCTURAL CONCRETE/MASONRY, 2%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 2% BUM (WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SWEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR ASPECINCSITE IFSITECONOmONSCAL6EINSTALLATON TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVH2 AREAS. IN HVJR AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMHME REST OR ANT. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL• PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, 00 NOT INSTALL 7, IN ACCORDANCE WITH THE 57H EDITION FBC, WOODINSTALLATIONANCHORSINTOMORTARJOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATEDFROMFREEEDGEOFBLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCK. OR 23. L1. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOr Be USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES. A. WOOD -MINIMUM SPECIFIC GRAVTrYOFO.SS. 8. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C GROIrr-FILLED CMU- UNITSTRENGTH CONFORMS TO ASTM CAO WNTJ MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSL 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C40 WITH MINIMUM COMPRESSIVE STRENGTH OF 200D PSI. E. STEEL- MINIMUM YIELD STRENGTH. OF 3313L MINIMUM WALL THICKNESS OF 47.8 MIL 10J0476' or I6 GAUGE). MIN. IJ2' EDGE DISTANCE. F. ALUMINUM- MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/16'. MIN. In- EDGE DISTANCE. t GLASS MEETS THE REQUIREMENTS OF ASTM E 130D GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORTLONTAL SECTIONS MAIL FIN) 5 VERTICAL A HORIZONTAL SECTIONSS (THROU6H FRAAIE) 6 HOREZONTAL SECTIONS, BUCK IOd.STALLATION, 6 6LAIIN8 DETAD. MAX OVERALL S E CONFIB' DESIGN PRESSURE MESSELE IMPACTRATIN6WIDTHHEIGHT 36' 84• O/X 35 / -35 PSF NON IMPACT 33' 66' O/X 50 / -50 PSF NON IMPACT 38' 74• O/X 50 / •50 PSF NON EMPACT 38' 7T O/X 35 / .35 PSF NON IMPACT 44• 62' O/X 50 / -50 PSF NON IMPACT 46' 72. O/X 35 / -35 PSF NON EMPACT 48' 84• O/X 20 / -20 PSF NON IMPACT W. 7Y O/X 29 / -25 PSF NON IMPACT 36' 83.75' O/X (ORIEL) 35 / .35 PSF NON IMPACT 4W 96- O/X (ORIEL) 20 / -20 PSF NON IMPACT 72' 62• O/XO/X 35/.35PSF NON TNPACT 77 BP O/XO/X 35/-35PSP NON IMPACT TV 62' O/X-0/X 50 / .50 PSF NON IMPACT 76' 72• O/XO/X 50 / .50 PSF NON EMPACT 76' 7T O/XO/X 25 / -a PSF NON EMPACT 60' 74' O/X.O/X I •35 / -35 PSF NON IMPACT 96' 74' 0/XO/X 30 / -30 PSF NON IMPACT IOB' 62' O/XO/XO/X 50 / -50 PSF NON EMPACT LOB' 72• O/XO/X.O/X 50 / -50 PSF NON IMPACT LOB• I. 0/XO/XO/X 25 / -25 PSF NON IMPACT Silverline byAndemw w o4rs•0004s Vft CM -35-MO 174: SR.YLiLYE OA3v! NOIITN WP4f1Y1Cf. W OFF02 Z ^ mW N W y b m <yZ • i(js W CA C F U.1 O I40; z '.., - gI ::jl66 k-:* jz I Digitally signed by Hermes F Norero, P.E. S W DOO2Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09.40:44 -05'00' SHE' 1 OF 0 F MAX WIDTH 48E MAX. FRAME "iabyAndeLwton+ 4e• B E D E 4 4 4 7 anaseva.eeeea ONF 56HpC'E NOaTI WeaswuxAVICW01 e[ F< qe m uaiom 0' F F F f S g g g ci C •p C C "C QQ 3 H mgj T4 4 4 $ VI I- S a " m O q QZ J Z F x MAX. FRAME MAX. FRAME - NtD< xHEI6HT96' HEI6HT9a• QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL ZW14MI I+j N Q m W G aj X. RATINGS, SINGLE UNIT CONFIGURATIONS ,x W or C m 6 W FrT'- AO4 S 4 S m ELEVATION ELEVATION Z SINGLEHUNGWINDOWSINGLE HUNG ORIEL WINDOW O HH o MAX. FRAME MAX FRAME WIDTH 96' WIDTH l08• LU u, g QUALIFIED CONFIGURATIONS • g ARCH TOP CONFIGURATIONS FOR ALL 2M-4902 RATINGS, TWIN UNIT CONFIGURATIONS F F O C S S • O. •O. , S Z F R 4 4 MAX. FRAME HEIGHT 74" MAX FRAME X. HEIGHT 84" WG !• yj WTZ xg VZ 4SA D 00 Q toELEVATION • 9ELEVATIONDW6# TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW SWbo!j2SZOF 2' MAX J 11' MAX. FROM _ I O.C. CORNERS Il' MAX. O.c. 2' MAX. FROM L HO16 Ma.t UldT'S ATyTOri SIUIJ. EE AN0 71FJ W%V /K ATNEAp, IAW,AN..IIL ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAXFROM 41/2' MAX CORNERSr I r O.C. 41/2" 0.4 2' MAX. FROM CORNERS 6' MAX. 20' MAXFROM CORNERS O.C. 6' MAX. FROM CORNERS 2W O.C. L 6' MAX FROM CORNERS 1 ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 16 L 6' MA FROM CORNERS i 41/2' MAX O.C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW I'MAX FROM 6' r_ CORNERS r I I-- O.0 6' MJ O.0 I MAX FROM CORNERS 41/2' MAX O.C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW I'MAX FROM 6' r_ CORNERS r I I-- O.0 6' MJ O.0 I MAX FROM CORNERS I MENIENN.] 6' MAX. FROM rL123MAX. CORNERS O. If IT O.C. 16 v ANCHOR STRAP V M P/N 50-2995-2 CORNERS OM SEE SHEET 5 FOR OETAILS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 6- MAX. O.C. ANCHOR LAYOUT NAIL FIN. TRIPLE SINGLE HUNG WINDOW 12' MAX O.C. ILM ANCHOR STRAP P/N 50-2995-2 SEE SHEET 5 FOR OETALS ANCHOR LAYOUT THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW SI byAn HmTI IMtSw[OLwanm NcpsHl usmoo L''o st O m T Oh^ UJ zgl z12 CL > o,<,mm W 'A W V) Wp T Lu of W o F 0 m to Z 0 H g w N aC 4) Cc ... m,CmN y', N YS uZ O VG it SWE)002 BEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 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 I O.A. UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 1 1/2' MIN. EMBEDMENT 1 1 INTERIOR B1 VERTICAL SECTION J HEAD - 2X WOOD BUCK HAIL FIN SEE GLAZING —\ DETAIL, SHEET 6 EXTERIOR INTERIOR 3/B' MIN. EDGE DIST. 1MA 1/ 4' MAX SHIMM SPACE SHIM SPACE SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE 6LAr DETAILsHEET6 INTERIOR PERIMETER 1 SEALANT1BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS B WOOD SCREW INSTALLATION ANCHOR 3/B" MIN E06E DIST. zx WOOD BUCK BY OTHERS SEE SHEET 6 FO 4 CONNECTIONDETAILSa YBOTHERS CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY d 2X t 1/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION q SILL - 2X WOOD BUCK NAIL FIN MIN. 3/8' EDGE DISTANCE MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE its GIL 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET IINSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR . . PERIMETER SEALANT BY OTHERS O. A. UNIT WIDTH HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL RN SilverUne 6fAfldPJSP. JI eewe• eesee oa mrEuna Delve wvn emnwrxweno: rN: owl.ismo kite Z y m p N yy N Z 4 N Z w mGZ aOCtoa 0, d 7011111 kn Z 0 Z H UJ X c N J Y U Z o$ a DW6 0.. SWD002 SHEET: 4 of 6 10 WOOD SCREW INSTALLATION Ailver Line NCHOR3/4' MIN CONCRETE/ MASONRY EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS 6 AMeme11 BY OTHERS • ' SEE SHEET b FOR 1/4• MAX CONNECTION OETAn 5 SHIM SPACE MIIJ. 3 THREADS CAULK BETWEEN ° ; e' SASH REINFORCING PENETRATION BEYOND CONCRETE/ MASONRY e` ' SEE SHEET 6 FOR REQUIREMENTS METAL STRUCTURE BY OTHERS .ue e•eesee SEE 6LAZENG MIN.1/2" EDGE DISTANCE as aveuar, omE 11/ 2' MIN. DETAIL SHEET 6 Noen uuwwm w ane: EXTERIOR FINISH EMBEDMENT rM (M 433- 0 BY OTHERS INTERIOR #10 GR SELF -TAPPING SCREW Z PERIMETER SEALANT SHIM SPACE INSTALLATION ANCHOR j h ui BY OTHERS METAL TUBE/STUD OR APPROVED $ Z l MULLION BY OTHERS, N Q 6 v' g O. A. EXTERIOR J INTERIOR SEE SHEET I INSTALLATION H s C w [ UNIT NOTE 14 w a V m < yn 2 < ! pcw HEIGHTSEE GLAZING PERIMETER SEALANT q mo <<+ w DETAIL. SHEET 6 EXTERIOR BY OTHERS troS a m w a cL' o e O. A. UNIT WIDTH c HORIZONTAL SECTION T VERTICALSECTIONJAMB -METAL TUBEISTUD08APPROVWMULLION 5 HEAD - 2X WOOD BUCK THROUGH FRAME (n THROUGH FRAME ^7 5) # 14 PANCAKE HEAD L SCREWS FROM STRAP TO SEEGLAZINGFRAME, HOLES PROVIDED 1-4Z DETAIL, SHEET 6 TO ACCOMODATE #14 DIA. 4.00004.0000 EXTERIOR INTERIOR 2.000 Z.0000 ANCHOR STRAP, AT TWIN 6 Lu h TRIPLE CONFIG. ONLY. SEE PEEN 0. 0620 ix c O.A. VIEW -ANCHOR STRAP UNIT J ( P/N 50-2995-2)' DETAIL AT 4.0020 HEIGHT RIGHT FOR INSTALL REQ. 0• ) 2.3750 LIZ PERIMETERSEALANT OATHERS I SHIM SPACE 0 EXTERIOR FINISH •. ' T 1 I/4' MIN. BY OTHERS a . • : :' - EMBEDMENT PRECAST SILL ; • : , e BY OTHERS 3/ 16' ITW TAPCON ° ' • e •• :. : INSTALLATION ANCHOR e 1 3/4' M X ° EDGE DISTANCE VERTICAL SECTION S SILL-CONCREWMASONRY THROUGH FRAME TORS 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' ITW TAPCONS PER STRAP, MIN. 1-1/4- EMBEDMENT, MIN.1-3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, 6R. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4" EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-V2' EMBEDMENT, MM I" EDGE DISTANCE. a R N f vZ o S [)002 BEET: 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 6 MEETING STILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72. (O/X), DESIGN PRESSURE •/- 35 PSF 36 X $4, (O/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE •/• 50 PSF 38 X 77, (O/X), DESIGN PRESSURE «/- 35 P5F 72 X 84, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-OM, DESIGN PRE55URE «/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE -/•50 PSF 108 X 72, (O/X-O/X-OM, DESIGN PRESSURE •/-50 PSF 3 C - STEEL INTERMEDIATE FRAME'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS; 76 X 62. (O/X-O/X), DESIGN PRESSURE +/- 35 PSF Silverl.ine NOTE. byMdersm ALLBLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE.v o • • • e •e aE layeaLm wjw Nf. C72)•DImD 5/8' O.A. L6.6LA55 A Z^ ^ WM T T R0` zp Z 114CON20 " L EXTERIOR INTERIOR in vWia w O MIN. GLASS a a Da! m0 / W o u, a TTIN1/8• SEMI,* BLOCK W ac 6LAZrN& DETAIL 1 a V) Z O NOTE: O 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED I5 NOT EXCEEDED. L u n 2. BUCK MAY BE FLUSH WITH FACE OF THEo BLOCK1/ 4' ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT 1 Z DEPTH TO FULLY SUPPORT ` % , WINDOW FRAME. `O 14( ai If., I q LBYOTHERSl,Q ,.• ti/ l l/4• MIN. Q . EMBEDMENT C 1L2• MIN. EDGE _ I— DISTANCE2' MM EDGE ` Yd '• ~ (r DISTANCE ` CONCRETE/ MASONRY BY OTHERS Cl T BUCK INSTALLATION DETAIL c $ f Z DW6 #: SW0002 SHEET: 6 OF 6 WINDOW R DOOR MANUFACTURERS ASSOCIATION IEWDMAConformance Hallmark® Certificate of *X> 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. Admioisvet-rtiY\lsoogemrnt systam,Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-07 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psQ 440-H-025.36 2900/4900170 Series 10l/I.S.21A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109.47 7/17/2012 3/8/2017 9142127mm (36x84in}H. 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 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 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 413r2017 914x1930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 71WO13 5/1/2017 11180905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43' 2901/4901 101/I.S.2/A440-08 Class LC-PG50;, Size tested 965mm 1676mm C7074.01 7/12013 5/1/2017 9650676mm' (38z661n'}Type H; Positive Design Pressure, DP), = 240OPa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test' Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 r WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. IEWDMAConformance and License (CCL) Ad'°`°``Y` 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 5/1/2017 11'18xl575mm' -(44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psQ; Negative,Design Pressure (DP) = 2400Pa 50psQ; Water Penetration Resistance'Test Pressure = 360Pa (7.52psf), 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50pso 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/12013 5/12017 1016x1829mmm (40x72in) - Type H; DP = 240013a (50psf): DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/12013 5112017 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 9124/2013 7/22/2017 1219x1829mm (48x72in}H; DP+30/-30; Water Pen. Rsist Test Pressure = 360Pa 7.52psQ 440-H-025.50 2901/4901 101/1.S.2/A440-08. Class LC-PG50: Size Tested 965mm 1880mm; D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm • (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psQ 440-H-025.52 2901/4901 Impact TAS 201/202203-94 DP & Cycle Pressure +501-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/52014 2/202018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/122017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW Z. DOOR L_; MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. Conformance and License CCL L- Administrahnk`Management ',L,,WDMA 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-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 31&2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 31512014 2/20/2018 E-1886-05 Wind Zone 4 440 H-025.61 2900-4900 Series/29014901 Single Hung Window 10.1/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109.47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84); Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25: Size Tested, 1321mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-025.63 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30: Size Tested 1219mm 1956mm D9359.01-109.47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psQ 440-H-025.64 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35: Size Tested 1219mm 1829mm D9964.01-109 47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psf; Water, Test Press 26OPa (5.43psQ 440-H-025.65 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47' 1/29/2015 8/4/2024' 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.21A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50: Size Tested 965mm, 1676mm, E5611.01-109-47 3116/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.68' 2900-4900 S_eries/29014901 Single Hung, 101/I.S.21A440.11, Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 918/2025, 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW R DOOR MANUFACTURERSAS=ATION Hallmark® Certificate of AMS, INC. LI-JWDMA Conformance and License (CCL) A'`°isygemk Inc.systans, nc. 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-025.69 29004900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.70 29004900/29014901 Single Hung, 101/I.S.2/A440-11 Class LC-PG50: Size Tested 1118mm, 1575mm E9219.01-109-47 1/15/2016 218/2026' 1118mm x 1575mm (44 x 62)' Type-H: DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109.47 12/28/2012 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 12/1Y2016 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 1994x1524mm• (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23, 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109 47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H: DP +35/-35 psf; Water, Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11, Class R-PG50; Size Tested 1918mm 1575mm, C0328.01-109-47 2152014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3152014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm_ D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H: DP +35/-35 psf:, Water Test Press 260Pa 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of IOWDMAConformance and License CCL 4t& Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceit.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. A°'°`°i`°`v"a°`°` systnna,Inc. Product No. Product Name Standard Rating - Wide High Test Report # CertDate ExpDate 440-H-027.27 29004900/29024902 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 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 29004900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109.47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.21A440-11 Class R-P..G25 rSize Tested 1918mm 1956mm E7244.01-109.47 8/6/2015 9/8/2025 1918mm•x 1956mm (76 x 77)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/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 +151-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900490012902-4902 Twin SH 101/I.S.2/A440.11_ Class R-PG50;-Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psf; Water. Test Press 360Pa (7.52pso 440-H-027.32 29004900129024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-10947 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 29004900129024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-10947 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59pso 440-H-028..4 2903/4903170 Series 101/I.S.2/A440-08 Class R-PG50,;Size tested '2737mm 1575mm B643001 4/5/2012 12/16/2016 2737x1575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.21A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575mm'(107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 r WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs, INC. IOWDMA Conformance and License (CCL) A°'°`°`sn"Y"'°igem`°` lit > Syucm., 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-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; 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 psf; Water Test Press 150Pa (3.13psQ 440-H-028.21 290014900170-2903/4903 Triple Single Hung 101/l.S.21A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-10947 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/1.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109.47 2/4/2016 2116/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.21A440-08 Class R-PG20, Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5t2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.21A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/112017 1118x1524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 2900-490012907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 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 D5514.01-10947 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3123/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-2010114109 Friday, May 13, 2016 Page 12 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of NOWDMAConformance and License (CCL) X Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 101/I.S.21A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-10947 l-. -7--ex John A&Fee, TIP c AMS, INC. AdminLumd c Maongement systm% Inc. CertDate ExpDate 11/23/2015 4/27/2025 11 /23/2015 4127/2025 fication Programs, T11DAM Hallmark BY ,,,,a "14 Rhonda Scholz, 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.onm TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pagcs 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' t%111III111'r''' ' p 1 0 7 0 S,'ONA; Hermes F. rero, P.E. Florida No. 73778 r/\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations. adhering to the 51^ Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 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 51h Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWO002 require further engineering analysis by a licensed engineer or registered architect. S. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: 0 AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: 86430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (U), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Buildinci Code Online SCIS Home I Log to I User Registration f Hot Topics I Submit Surcharge I Stats & Facts I Publications I FSC Staff I SCIS Site Map 1 Links ! Search Florida r PER: Pub Approval p- xx eess , t': r a USER: Public User C°.*e= Product Aoemval Menu > Produtt or Aedication Search > Aooilcation List > Application Oetag FL # FL9174-11.11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE 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 https:/Mrww.floridabtrilding.arglpr/pr_app O.aspx?param=wGEVXOwtOquflIJRNVxf6u7ojnl0heH°h2bRKJkizESWxAzegKuYBGeGO%3d°k3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # IModel, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 15120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 # 0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.S0 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 318958 P7.odf FL9174 R11 If Track Suoolement Chart P10.odf FL9174 R11 II WD1amb5uoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0229 318959 P8.odf FL9174 R1 t It Track Supplement Chart P10.odf FL9174 R11 II WDlambSuoolementP16 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 RI1 AE Eval Rent 9100 rl s.odf FL9174 R11 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". Glazing available in top or intermediate section. Installation Instructions FL2174 R11 tI 0230 318960 P10.9df FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDlambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 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 lI 0231 318996 PS. odf FL9174 R11 H Track Suoolement Chart P10.odf FL9174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.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 9174.5 15120 / 6100 / 9100 #0234 19' Maxx idin . 8'-9 Max height. Max sectionsection height 21". Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 PS.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDlambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 httpsJ/ www.floridabuilding.orgtpr/pr app o.aspx'pwam=wGEVXQwtOqufliJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 110127/20116 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 9100FL9174R11AEEvalRent rl s.odf FL9174 R11 AE FLO9174 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 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 It Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 If 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 6S3.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 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 It 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Supolement Chart P10,odf Impact Resistant: No FL9174 R11 It 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 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rept 9100 rl s.odf F19174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 H 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WD3ambSuoolementP16 s.odf Design Pressure: +18.S0/-20.70 Verified By: John E. Scates P.E. FLORIDA PE S1737 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 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 9174.9 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 lI 0236 31, P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Supplement Chart P10.0df Design Pressure: +30.00/-33.S0 FL9174 R11 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 u0237 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 1111 H 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 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 6S3.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes hops//www.floridatxrilding.org/pr/pr app dU.aspx?param=wGEVXQwtGquflIJRNVx(6u7ajnl0heH%2bRKJkizESWxAzegKuYBGeGQ o3d°3d 3f6 10f27/2016 Florida Building Cafe Online 19174.11 I S 120/S 140/6100/9100/9400/9600 I9' Max width. 10' Max height. Max section height 24". Glazing 90600 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0600 319026 P4.odf FL9174 R11 II Track Suoolement Chart PlO.odf EL9174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 15120/5140/6100/9100/9400/9600 I9' Max width. 10' Max height. Max section height 24" Glazing lt0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 11 0601 319027 P4.odf FL9174 1111 If Track Suoolement Chart P10.odf FL9174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24'. Glazing rx0602 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 15. 30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL2174 R11 II 0602 319028 PS.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.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 19174.14 15120/5140/6100/9100/9400/9600 116. Max width. 10' Max height. Max section height 24'. Glazing ar0603 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0603 319029 PS.odf FL9174 R11 If Track Suoolement Chart P10.odf FL9174 R11 lI WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 I tf0604 140/6100/9100/9400/9600 116' Max width. able in top ' Maxx height. M x section height 24" Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions F19174 R11 It 0604 319030 PS.odf FL9174 R11 It 319040 P1 Post.odf FL9174 Rll It Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 6S3.odf FL9174 1111 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 S120/S140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 If WDJambSuoolementP16 s.odf https://www.flaidabuildirg.aglpr/prapp dfl.aspx?param=wGEVXOMDqufllJR(Wxf6u7oin10heH%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 FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing 1f0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0606 319032 P6.odf FL9174 R11 If 319040 P1 Post.odf EL9174 R11 It Track Suoolement Chart P10.odf FL9174 R11 If WDJambSuoolementP16 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 9174.18 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 40608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 1111 II 0609 319035 PS.odf FL2174 R11 II 319040 P1 Post.odf FL9174 R11 H Track Supplement Chart PiO.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 RI1 AE Eval Rent 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0608 319034 P4.odf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 If WD1ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI.1 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 H 0607 319033 PS.odf FL9174 R11 If Track Supplement Chart PIO.odf EL9174 R11 H WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI I AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back Nc:t Contact Us :. 2601 Blair Stone Road, Tallahassee Ft. 32399 Phone: SSO.487-1824 The State of Florida is an AA/ECO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 45S, F.S., please dick b=. Product Approval Accepts: htlps://www.floridabuilding.orglpr/pr_app o.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 516 1027/2016 Florida Building code Qrdine 991 IRE Credit Card Safe h"IM,ww.floridabtilding.org/pr/a app dU.aspx?param=wGEVXQwtDqutllJRNVxf6u7oinlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "o1'E 3 100 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 ceNae r04YZ/ No. 0737 0 "t STATE OF i ii0m•c'•.IOR OP O fll 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 = 11611 LOAD PER JAMB - 30psf x 16ft/2 - 2401b/It 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2-. AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE S6308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT Nore a 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 O , ."c Nseft. i No. 5173T 0 STATE OF ipO.c ••,!lOft%0fill QZ 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. 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. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 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/ Nore9 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No.51737 6 STATE OFaa 1. BASED ON 3/8'0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 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/ N01E4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLEDCMU"ores 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 1 17 1 N/A No. 51737 O ;STTATE OF 1. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4-, A MINIMUM EDGE DISTANCE OF 4-, AND A MINIMUM END DISTANCE OF 4-. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. ADDroved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT Norei 2500 PSI CONCRETE"oTE' 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMU"oTEI 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 No. 51737 O STATE Of.00 j 4-0 % 1. BASED ON 318"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.O. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16f1 LOAD PER JAMB = 30psf x 16ft/2 = 240lb/it 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 REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Or. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 wao® paiton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No. 51737 O STATE OF Ni ; X Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' 3011N E SCAIES. PE 3121 FAIROATE DR. CARROLLTON, TX 750D7 FL PE 51737 IX PE 56306/F2203 PRDfE590NA1 ENONEER'S SEAL PROWDED ONLY FOR VERIFICATION OF MNDLOAD CONSTRUCTION DETAILS, 6' MAX MAXIMUM SPACING 6' MAX 2.8 /3 N PINE SEE DETAILS 1. 2. AND 3 REOUIRED FOR VERTICAL POST REINFORCING SYSTEMS LOCK MINIMUM 2.8 /3 Q HEADER LOCK SOUTHERN PINE BRACKET wMeEa. 4' 1' PSON 111EN HD SCREW 4) 3/8' SIMPSON MEN HO SCREW A 1 1/1' WASHER AND ANCHOR WITH A 1-1/4- WASHER AND L2-3/4' J 2) 3/8. Sw ANCHOR W1TM A MINIMUM E 2-3/4' AND DISTANCE OF 2-3/4'. DETAIL 1 MINIMUM 2500 PS [ONCRE IE NOTE. MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS EMBEDMENT DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMu WW MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS REVISIONS MINIMUM 2.6 /3 rF HEADER LOCK SOUTHERN PINE J BRACKET LUMBER. r 4) 3/8- DIA LAG SCREWS WITH 1-1/4' OD. WASHERS. LAC SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32' INTO THE MAIN SUPPORT MEMBER. RUCTURE DEiAtI 3 mMNOIf: MA EN N SICN LOAD CAPACITY OF 2430 LBS DRAWN SHEET I OF 2 CHFCKF O DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 IP16 TV Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 N No. 51737 O STATE Of :• 0— SSIONALclORp ? Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' NOHN E SCATES, PC 3121 fAIRCAIE OR CARROLLTON. II 7007 IL PE 51737 TX PE 56306/F2203 PROFESSIONAL CROMCER'S SEAL PROMDED ONLY FOR VERIFICATION OF MNOLOAD CONSTRUCTION xTA1LS. MIN 2500 PSI CONCRETE ROM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESCH THE STRUCTURE 3/6' SIMPSON 71TEN ND. 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRAMET LOCATION JAMB BRACKET 1/4-20n9/16- TRACN BOLT AND 1/4-20 HEX NUT - TRAP( 2 d E [ MIN 2 a 4 SPF (C-0.42) OR BETTER WALL STUD U2M MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE ----\ EXTERIOR 5/16' LAC SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (: 1/4-) FOR EACH JAMB BRACI(Ett LOCATION JAMB BRACICET 1/4-20A9/16- TRACI( BOLT AND 1/4-20 HEX NU TRAGIC TAR MdCWLENLTICFAOSEiNFR JAMB CONNECTION SUPPLEMENT REVISIONS DA DRAWING PART No. I REV. 324620 P16 The Genuine. The Original. Overhead poor Corporation 2501 S State Hwy 121. Suite 200 Lewisville. TX 75067 Phone 469 549 7100 fax 4695497281 www.overheaddooccom April 28. 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 Il1118111, P.•• vcENSe •.tiffs, s, . No. "M t STATE OF ' •490Ik"..4 1/ t , HortonOverheadDoor:Cor Oration'ASubswiaryofSanwaHoldinBsCorporatlon. John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. Eh p v tom FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 0 OM Drawings TABLE 1. Fl. 09174-117 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev PS 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 4=0N,r,, E1A-LA-m 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 PS 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 fl ** C tc 4 16(la / t 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 %" 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 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, 10 n E. Scates, P.E. y Florida PE # 51737 (/ 6 3121 Fairgate Or. 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 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5`h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17 -06'00' John E. Scates, P.E. Florida PE t# 51737 No. 51737 G STATE OF 0*."- q_ oR%Qt** 1 SNORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - OW MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /6111' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT Of 13.75* AND A MAXIMUM LENGTH OF 16.75". GLAZING 1S NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - OW MINIMUM SSB CLAZNG IN MOLDED FRAMES CLUED WITH A 1//66 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE INTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) #$.1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (MATH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REG INS GLAZED SECTION REQUIRES 18 CA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL Q 1/6-11 7/8' SELF DRILLING CRIMPTITE SCREW TOATTACKEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SKEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SMALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EWAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT Of 15.21' AND A MAXIMUM LENGTH OF SO.W. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE OEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAL G SHEET 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL (1) 1/4-140/8' SELF DRILLING CRIMPnTE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SKEET 2. 13 CA HORIZ ANCLE 13 CA MG ANGLE GA MIN HORIZ TRACK S/t6.t-S/B' LAG SCREWS MIN 3 AS SHOWN) CA MIN VERTTRACK 6 1-5/6" LA SCREW AT EACH JAMB BRACKET OX9/16- TRACK 1/4-20 HEX EACH JB JAMB CKET LOCATION CA STIFFEN AMB BRACKETS CHELOULE FOR AMITY, LOCATION, AND TYPE OR SLOE HOCK ENDS (NOT , WITH OPERATOR NOTE 5). SLIDE SHOWN FOR CLARITY SECTION soup SEE SHEET eAa Loc.noNs ooRs WITH OTHER S t, 2, AND 3 T105 SHEET FOR AND 16 16 5/1 1/H-2 BGLT NUT AT BRA 15 J SEE W KEY LOCK VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REOUIREO 7/16- TO MEET NEGATIVE PRESSURES. SEE L S. KEY LOCK, SUOE LOCKS, OR OPERATOR REQUIRED. 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE ML (+aPOLYURETHANEFOAMINSULATIONCHEMICALLYBONDEDTO30 CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. ENO CAP TO HAVE A MINIMUM 1.1' DEPTH. ON D SECTION 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTE SMALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON TINS DRAWING. DOOR JAMB TO BE MINIMUM 2R6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .OHO' MINIMUM LOUVERS IN MOLDED FRAMES SOREIKO TOGETHER WITH A MINIMUM OF (6) /6.1' SCREWS INSTALLED N THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLNE OF THE DOOR. JOHN E. SCATES. PE 313T FNROA TE OR. CARRMLTON. TX 75007 fL PC 31737 IX PC 36306/F2Z0.1 PROFESSIONAL ENGINEER'S SEAL P RONOEO ONLY fOR VERIFICATION OF WNDLOAD CONStRUCTION OETAILS SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP 18 CA OPERATOR SnLE FACTORY ADHERED TO CENTER OF TOP SE( REVISIONS Pa CHANGES TO GENERAL FORMAT AND CHANGED F U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. miwCHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND MR8 5/10/06 P6 ADDEO IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. Iu00MnEO NOTE 5 TO STATE THAT LOUVERS L ARE NOT IMPACT L RESISTANT. 1 GIRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION ADDED LHR TRACK OETAIL SWEET 2 CRT 4/17/08 1 P8 ADDED IMPACT i RESISTANT GLAZING. MOOED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9' ADOEO HIGH LIFT AND ROOF PITCH l% TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 PIO ADDED LONG PANEL GLAZING OPTION HQM-` (5) CENTER HINGES PER JOINT CRT 3/15/11 REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0'. (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS TKAN OR EQUAL TO 12'-0*. JAMB BRACI(ET SCHEDULE DOOR HEIGHTSECTIONS NO. OF I" OF AMB BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CLINUE-RUINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2') 6 p JB , t3 01 . 25-t J8 . 3a JB , H5-1 a 01, 63 JB 6 6 FAT JB , 10 JB , 21-3 a JB , 29-3 a JB , A2 JB . 5 -1 a JB S6 a,13 0I . 23 JB . 36- JB , s7-t ' O , 56' JB , 67' 01. 75' JB S 8 FAT J8 , 10 JB . 21-3 a JEI, 29-3 a JB , HB JB , 57-t a JB , 68 JB , 7 IGH LIFT OOF PITCH SEE NOTE BELOW NOTE: JO) FOLLOWING DIMENSION DEN07ES SLOTTED JAMB BRACKET ATTACHED 70 TRACK WITH 1/4-204/16- TRACK SOLT AND NUT. p) FOLLOWING DIMENSION DENOTES WICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH INCH LIFT, ROOF PITCH, AND/OR GREATER THAN 6' IN HEIGHT REWIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR OORHEIGHT UNIFORM LOAD EACH JAMB (PLR) WIDTH 16'-0* ALL 207.2 -2J0.6 14'-0* ALL 161.3 -201.6 12,-0" ALL t55.H -172.6 10'-0" ALL 129 5-144.0 Wag.ne® Dalton STATIC PRESSURE RATINGS APPROVED SIZES SCALE. N.T.S. SIZ DESIGN (PSF): +2590/-2880 MAX WIDTH: 16'-0" DATE TEST (PSF): +3&85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED A/6/06 MODELS 5120/6100/9100 SHEET 1 OF VISION OF OVERHEAD DOOR COIL PENSAOCOLA FLORIDA 33251A 8501 474-9890 WINDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART NO. 318960 A GIRT MR8 2 REV P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJJSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU ENO CAP AT MOTH ((2)) 1/1-1In5/6' EACH END WITH (2) 1/1-140 cram E SCREWS SELF DRILLING CRIMPVTE SCREWS FOR STANDARD TRACK AND (3) O 1/1-147/W SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH 0: ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES N TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/H-1140/8' CRIMPTITETHE 6) PRE -PUNCHED HOLES EACH ENO USE HEWING HOLE IN SLIDE TOFACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERCAP AT EACH END WITH (2) 1/s-t1117/8' SELF DRILLING CMUPT17E SCREWS 15 CA HINGE ATTACHEDEXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/1-1ar5/8' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2OFBE ATTACHED THRU ENO CAP AT EACH WHICH ARE FACTORYENO WITH (1) 1/1-11X7/8' SELF DRIWNG ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NQg, WE TO CEARANCES REWIRED TO 2' NYLON STORMGARO THEATTHEANLLEUROLLERWITHUSBARS, ALLTALL BARSBEDS4- 1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLICES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER TEO( R(A))I RIB A//T'T-ACH WITH ( 6) 1//-20 5/8' CRIMPTITE SCREWS (2 OF WITH 20.AND CRIMP 11TE1/SCREWS S IHRU WHICH ARE iACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FT0.0INSTALLED INTO LOCATION (1 THRU FLANGE TOPLEAF. 1 OF U—BAR AND BOTTOM ISANDTWHICHISFIELDINSTALLEDHINGELEAFAND1THRUPRE - PUNCHED NOTE WEB OF U-BAR AND IN U-BAR) DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH • 0 3) 1/1-11115 6• / PLACE U-BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM CRIMPTITESCREWSBRACKET AND ATTACH TMRU ENO CAP AT EACH ENO WITH (1) 1/1-I/N7/8' SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1//-1/,7/11SELF BOTTOM BRACKET MUST BE OFRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY W) 1/ 4-1/:7/6' SELF I)ETAIL 0 HINGE LOCATION. USE (1) 1/1-20%5/e• IWNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 6 3/ 1' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/ 2- O.C. MAX 1/6' BEAD GE / SSGIOOOAC I I STRUCTURAL SEALANT OR EQUIVALENT FACER STEED ` JOHN E SCALES PE NON—STRUCTURAL 3121 FNROATE OR. DECORATIVE INNER CARROLLTON. TY 75007 WINDOW TRIM - FL PC 31737 7X PE 36306/F2203 PROFESSIONAL ENCINEER' 3 SEAL PROMOEO ONLY FOR VERIFICATION OF NNOLOAD CONSTRUCROI OETAKS DETAIL E USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED- WITH (4) 1/1-11117/8' 1 SELF DRILLING CRIMPTITE SCREWS ( 2 8 THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G 1 1/ 1-11.7/B' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT ! OPERATOR BRACKET. HOIL J- STRUT t SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM - U-BARSELF wnN (2) E 1RIMPTI 7/ 6• SELF ORIW_NG CRIMPTITE SCREWSI— .- IMPACT BOTTOM BRACKET 5) SECTION DOORS VATH (6) 3•. 18 GA. BO KSI U-SARS LOCATED OVER INTEGRAL RIBS AS SHOWN ---- 4) SECTION DOORS MTN (5) 3% 16 GA. 60 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ---- DETAIL F UBAR ATTTACHMENT NOTES 1. ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES WITH (2) 1/4-1105/0' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/1- 147/B' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-SARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET). (2) 1 1-1h5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BEIWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION. AND (1) 1//-11 5/6' CRIMPTITE SCREW APPROXIMATELY 6' FROM EACH ENO. FOR DOOR WIDTHS GREATER THAN 12'-0'. THERE SHALL BE A TOTAL OF ( 20) SCREWS ATTACHING EACH U-BAR EXCEPT 130TH U-SARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR VA07HHS LESS THAN OR EQUAL TO THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- BAR EXCEPT BOTH U-SARS ON BOTTOM SECTION STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. L WINDOW TRIM 2. VAIN THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER POLYCARSONATE SLOES AND THE (6) PRE —PUNCHED HOLES N THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION ORAWONG, ALL PRE -PUNCHED HOLES IN ALL U-SARS SHALL BE ATTACHED TO THE DOOR WITH 1//-lIX5/8' CRIMPTITE SCREWS. 3. 16 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY B' $ FROM EACH ENO. STATIC PRESSURE RATINGS APPROVED SIZES M/agne® DESIGN (PSF), +25.90/-28.80 MAX WIDTH. 16'-0' TEST (PSF): + 38.85/—/3 20 MAX HEIGHT: 8'-9- oMoA IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 2 MODELS 5120/ 6100/9100 3AC A. FLORIDADRIVE 1 WINDLOAD SPECIFICATION OPTION CODE 0230 PENsACOLA. na32s1. REVISIONS CHANGES TO GENER tMAT AND CHANCED BAR FASTENER TYPE HANGED CENTER HINGE ALICE AND ADDEO LIVER OPTION. HANGED STRUT ENTIFICATION METHOD ROM COLORED PAINT TO TAMPED NUMBER. RT 3/8/ 06 S ADDEO SUPERIMPOSED ESIGN PRESSURE LOADS RIFIEO NUMBER OF TENERS AND CENTER TES REOUIREO FOR ROWER DOOR WIDTHS. 1 5/10/ 06 ADDEO IMPACT ISTANCE TO DOOR. ARE NOT IMPACT RESISTANT. CRT 6/ 6/ 07 P7 MODIFED JAMB BRACKET SCHEDULE FOR rAT OPTION. ADDEO LMR TRACK DETAIL SHEET 2 CRT 4/17/ 08 P8 ADDEO IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. NCREASEO MAX HEIGHT TO 6'-9' ADDED MK.M LIFT AND ROOF PITCH TRACK NOTE. GIRT 7/22/ 08 PIT UPDATED TITLE BLOCK GRT 8/26/ 10 PIO ADDED LONG PANEL GLAZING OPTION CRT 3/15/ 11 3/8/O6 1 GRT EO 1/6/ 06 1 MRS SHEET 2 OF 2 DRAWING PART NO. I REV. 318960 1P10 14" MAX 1 12" MAX 12" MAX 12" I MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JO HN E. SCATES PE 3121 FURCATE OR CARROLLTON. TX 7S007 Fl PE W737 TX PE 56306/F2203 PROFESSIONAL ENONEEN'S SEAL PROMDED ONLY FOR VERIFICATION OF WNDLOAD CONSIRlCRON DETAILS PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINU01 WALL ANG 11 GA MIN CLIP SEE SCHEDULE TYPICAL CLIP OLTING DETAIi CK 1/4"-20 TRACK CARRIAGE BOLT H 1/4"-20 NUT 13 GA MIN _ CONTINUOUS TRACK WALL ANGLE 2) 1 /4" X / 7/16 SEMI TUBULAR RI VI TS j 1) 1/4"-20 TRACK 11 GA MIN CLIP SEE OR CARRIAGE BOLT SCHEDULE /` WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL RSW 0 28" 2 / I I III 11 CA MIN CLIP SEE SCHEDULE 1 (1) 1/4"-20 TRACK 13 GA MIN OR CARRIAGE BOLT CONTINUOUS / WITH 1/4"-20 NUT WALL ANGLE TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART 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 2 INCH RACK -CUPS -TEXAS ALL ANCLE 12 FOOT POATED Pi 6/11/03 3 UPDATED FORMAT. ICREASED ALLOWABLE RESSURES TO 46.00/-5200 PSF FOR LL DOOR WIDTHS. HANGED 'TEXAS WALL NGLE' TO 'CONTINUOUS FALL ANGLE'. ADDED UBSIRATE MOUNTING ETAIL. CHANGED TO ITEM HD ANCHORS RT 4/2/07 A CHANGED FORMAT. DOER MODELS 9800 ND 8024 WITH OVERLAY 0 TRACK CLIP CHEDULE. R7 8/21/07 5 UPDATED MODELS ISTED IN CHARTS UPDATED SPLICE h CUP CHEOULES. LP 9/06/07 6 UPDATE MOUNTING DETAIL DRAWINGS. RT 10/05/07 7 UPDATED CHARTS 70 LIMINAIE THE USE OF HE p8 CUP (REPLACED 4TH 09 ACROSS THE OARD). LP 10/24/07 8 UPDATED STEEL IOUNnNC DETAIL IRB 04/11/08 19 EXPANDED 1-1/2' 70 3/8' DOOR THICKNESS HART UP 10 14' HIGH. RT 12/11/08 10 UPDATED TITLE LOCK RT 6/2/10 1111=!JAI palton OATS NAME DRAWN 8/21/07 GRT CHECKED 8/21, 7 MRB SHEET 1 OF 2 3395 ADDISON DRIVE DRAWING PART NO. 307494 REV. P10TRACKSUPPLEMENTCHART, PEN( 850)A474 989032514 2 3/4" t 1 " EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 6 NO 2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN 1 8 2-2, 1/8 V 2-24 SPF (G=0.42) OR _ _ _ TRACK CLIP BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a. WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 4 . . a. Ad • A CONCRETE MOUNTING DETAIL JOIN E. !GATES. PE 3121 EAIRCAN DR. CARROLLTON. TR 75007 FL PE 51737 TA PE 5e308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR KRI ICAOON OF WNDLOAD CONSTRUCTION DETAILS 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4- 20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE L SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK DOOR HEIGH7'-0' CLIP #'S FROM BOTTOM TO TOP SPLICE 7, 9, 9, 9, 9, 11 16 8'-0' 7, 9, 9, 9, 9, 11, 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10'-0" 7, 9, 9, 9, 9, 11. 11. 11. 13 18 11'-0" 7, 9, 9, 9, 9, 11. 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11. 11. 11. 13. 13. 13 20 13' - 0' 7, 9, 9. 9, 9. 11, 11. 11. 13. 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11. 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHTECLIP #IS FROM BOTTOM TO TOP SPLICEL If 7'-0' 5, 6. 6, 7. 7, 9 12 8'-0' 5, 6, 6, 7, 7, 9. 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6. 6, 7, 7, 9. 9. 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0' 5. 6. 6. 7, 7. 9. 9. 9. 11, 11. 11 16 13'-0" 5, 6. 6, 7, 7, 9, 9, 9, 11, 11. 11, 13 18 14'- 0" 5. 6. 6, 7, 7, 9, 9. 9, 11, 11, 11. 13. 13 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP #IS FROM BOTTOM TO TOP SLAICETE 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4, 4, 4, 5. 6, 6 8 9'-0' 4. 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0' 4. 4. 4, 4, 5, 6. 6, 7, 7. 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'- 0' 4. 4. 4. 4. 5. 6. 6. 7. 7. 9, 9. 9 12 14' - 0' 4, 4, 4, 4. 5, 6. 6, 7, 7, 9, 9. 9. 9 12 MODELS 9100 9400 9600 9700 9800 ON THICK DOOR HEIGH7'-0' CLIP #IS FROM BOTTOM TO TOP SPLICPLAE 4, 4, 4, 4. 4, 4 6 8'-0' 4. 4. 4. 4. 4. 4, 4 6 9'-0' 4, 4. 4, 4, 4, 4, 4, 4 6 1 4. 4, 4. 4. 4. 4. 4, 4, 4 6 REVISIONS i 2 INCH TACK -CUPS -TEXAS ALL ANGLE 12 FOOT DATED 3 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE TESSURES TO 46.00/-52.00 PSF FOR L DOOR WIDTHS 4ANCED 'TEXAS WALL NCLE' TO 'CONTINUOUS ALL ANGLE'. ADDED TRACK CLIP EDULE. 8/2,/07 UPDATED MODELS ED IN CHARTS. ATED SPLICE k CUP EDULES 9/06/07 UPDATE MOUNTING A1L DRAWINGS. 10/05/07 UPDATED CHARTS TO HATE THE USE O< SB CuP (REPLACED 9 ACROSS THE RD). 10/24/07 1 04/11/08 EXPANDED 1-1/2' TO I/B' DOOR THICKNESS AT UP TO 14' HIGH 12/11/00 ADDED MODEL 8700 IATED TITLE BLOCK 6/2/10 Wayne® DATE I NAME pffiton DRAWN 1 8/21/07 1 CRT CHECKED 8/21/D7 I MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN 80)A474- 32514 9890 DRAWING PART NO 307494 REV P10TRACKSUPPLEMENTCHART Florida Building Code Online Pagel of 3 POW Ile taf BaS Home I Log In I t mr "Istra0m HatTapin t' Submit Sun:hupe ( Stats a Fans "lratlons faC Stag SCIS Site Map Lbda Seaft Bus nes Pro essi I Product Approval tlSM Public tlsar Regulation Pfduct Apnr&M Me > Amllcatlen Lid > Application Detail FL # FLLS332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street. Gratz, PA 17030 717) 365-3300 Ext 2560 bsidingeromiwd.com Authorized Signature Brent Sitiinger bslUingerhQmlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative AddressiPhone/Emall Category Exterior Doors Subcategory Sliding 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 the Luis Roberto Lomas Evaluation Report Florida License PE-62S14 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By SInven M. UrIc h, PE 11 Validation Checkllst - Hardcopy Received Cardficate of Independence Referenced Standard and Year (of Standard) EquNalence of Product Standards Certified By Sections from the Code Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 RI affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https://www.floridabuilclinLy.orgtprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31/2015 Florida Building Code Online FLIS332 RZ CDC FLIS332-COMP.Ddf Product Approval Method Method I. Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending F13C Approval Date Approved OS/06/2015 Summary of Products Page 2 of 3 FL # I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No FLIS332 R2 It 08-00500C.odf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by IndependentThtrd Party: Yes Design Pressure: N/A Evaluation Reports: Other. REFER TO APPROVAL DOCUMENT FOR DESIGN F1.15332 R2 AE 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-00498C.odf Approved for use outside HVHZ: Yes Verified by: Luis Roberto Lomas 6251.4 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510805B.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 Verlfled By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A odf PRESSURE RATINGS Created by Independent Third Party: Yes L032.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLL5332 R2 11 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO REINFORCED XX1( 143"x96' REINFORCED Limits of Use Installation Instructions Approved for use In HVHZt No FL15332 R2 It 08-02250A.odt Approved for use outside HVHZs Yes Verified By: Luls 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 FL15332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGO SERIES 420 REINFORCED ALUMINUM SGD OX, XO, )X 96"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No Fl 153 2 R2 n 08-00499Codf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Roslstantr No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 RR2 AE 51.08068.9df PRESSURE RATINGS Created by IndependentIbird Party: Yes 15332.7 SERIES 420 REINFORCED SERF 420 REINFORCED ALUMINUM SGD OXO 146'X96' ALUMINUM SGO https://www.fLoridabuilding.orglprlpr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No Ft L5332 R2 It OQ-OOSO C&I Approved for use outside 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 EL1533Z R2 AE 5108086.20f PRESSURE RATINGS Created by Independent Thrd Party: Yes Page 3 of 3 1S332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No ELIS332 RZ 11 08-00502C.odt Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE S10809B.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGO 143'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLiS332 R2 ti 08-00S03C.odf Approved for use outside HVHZ: Yes Vedfled By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressures WA Evaluation Reports Other REFER TO APPROVAL DOCUMENT FOR DESIGN Fl_t 5 32 R2 AE S1081013.ndf PRESSURE RATINGS Created by Independent Third Party: Yes peck Neat Contact Us n 1840 North Mon Stnmt Tanahasee 2 PAon , BS0487-1824 The stile of florets k an AAMM amptoyar. [enwioht 2007-2013 State ofFlorida. :: $40- Statetpmt rt COL :: Refund Statemont underNadda kw, errmil addresses are public record+. It you do not want your e•matl addressMIMSd bi response to s public-mcm v request, do not said a mfft mat to this entlly. UKbead, concoct the office by phone or by tradhfonal mat. If you Ilevt any quuuon& please contact eS0.4p7.095.'Pursuant to Settler 455175( 1), Florida SUWtn effec&m October 1, 2012, Ikensees 11cerl under Chaptir 455: P.S. must provide the Oepsfunent arm an address itull address Umhao one. Tie emalb provided may be used for etrdal commudaaoo witn the tcanuas. Howtver enue0 addresses are public record. it you do not wish to supply a personal address, please fide the 0epartrneut %vM an ahae eddrass wlddt can be made available to the public To determine If you am a licensee, under tlnptar 455, F.S., pteace did: h=, Product Approtral Aeceptar Crt ditSl SAFE https://www. floridabuilding. orglpr/pr app_ d,aspx?param--wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1% BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR M048RANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. FRAME MATERIAL- 0- CMUOED ALUMINUM 6063—TS. S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR TH5 PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE_ WATER INFILTRA71ON RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMIN^v OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. =0R ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO MTAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BE:ONO STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND NSTALLATION DETAILS 13. ALL FASTENEZS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SFALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 16GA, 33KSI OR ALUMINUM 6063—T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX, XP, PX, AID, P1X I Rcv I oux"noN I CAR I APRn%v 1 I A I ADDED FI.INQE AND FIN INSTALLATION 1 12/10/13 1 R.:. S1GAW. IZ161z013 MI WINDOWS AND DOORS LLC \N011111.1r` 1001 W. CROSBY RD °;. • • • . CARROLLTON, TX 75006 `•\GENy TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER E4EETNO. DESCRIPTION 96" x 96" NOTES p • TAT C 1 NOTES cum m NO. tiry o',•.. ORIV 2 - 3 ELEVATIONS V.L. 08-02249 A /%SBlAirti 1 I E FE HE 96" MAX FRAME MOTH HORS TO BE LLY SPACED ANCHORS PER LOCATION CHART #5f( 2) NUMBER OF LOCATIONS UIRED 6 MAX 6' MAX 6' AX AME IGHT 6' MAX SERIES 420 SGD REINFORCED WTMOUT ADAPTER EXTERfORVIEW OESIGNPRESSURERA7WG DAPACTRATWG 135.0PSF NONE WRH2dCY SILL SEE CHARTS ri ANO AQ FOROTHER UMTS RATWGS DESIGNPRESSURERAm* DlPAOTAAnNG 25.0h28.6PSF +ME Wrm I-t/rSILL SECCNARTS #$AND k FOR OTHER UNITS RATIMOS CHARrf! WTTH2-IR2'S4L WNFFEWA75R INFILTRAWNRESISTANCE IS REQUDED. e GYCRY Dedgn Pnac» ~ (Psl1 30.0 J5.0 QA 1 460 wAM 0 73b0 400 400 Pa I Nis I Pee I riev pm ae0 I p- I mv, S" 40.o 6iA wx 40D0 40 o 460 wm 430 1 390 uA as 37.1 T.1 D" 4iJ W4- 0 0 Chuara WHERE WA TEAWFO.7RAMW RESWrANCEIS AUT REOLMM SEE NOTED SHEET I DedDn pro mm eha>t &Wi Runs Now m) 0 sae 3• oo 7300 ti0 a4to b0 PC• I xeg w Ne0 vsa eo 0 S•. 2. 42A 42A fi. 0 332 SS 4•A43A 39A I 50.453. 0 51A I XL4 L 40atg 3.1 ii. 0 4•b oF3YJ1Ii110N NOC I NPI1Wm ADDED FEANDE AND FIN INSTALLATION 12/10/13 1 FLL ChKRTd3 W w 1-WSILL WHERE WATER WFLTR4TUNRESISTNCEISREQUIRED. ere u rr a cuerr OisTDtl pI le ciult (p50 aot Pen I VAIN-0 ml. PCS aaD Pos im w Np es25.090= 47A 7fA 1 40] 1 3 2 CKARri4 VVITH 1.1,7OLL WNM WATERWFATRAnON RESISTANCE IS NOTREOUDTED, SEENOTE9SK5Er1 GNARrA3 Dedgn PMMM CASK (1030 i RmY• Tbltl FNn Fha e 3L04•. 7i00 0 PCs Meg I Pef Ne0 Pot X40 Pm ag b 41A 1 41.7 1 41.7 3 37.4 134A 34A LO 303 M. 43A 47A 1 31.2 1 372 xo s s t 3. 0m0er d•nd1WlPgtlsN Sbtpb MtlenO Tbsl Weni Fmla 3• nMLO 42.0 4" M) 4no A xss a Nis A.Ae is me Ni4 f4. 0 4 i 6 i 6 i W 4 i 3 i e 320 4 D• A 4 i 6 i 6 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' a 96' ELEVATION owns oio No a V. L 08-02249 WE NTS 141TE 10/30/13 _ 9=2 OF 10 v • v GENb`,?e ATATOILF.- f 4 FR HE 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6- MAX _. 1 6' MAX 6' aX WE GHT L 6' MAX SERIES 420 SGO RE/NFORCEO WITHOUT ADAPTER imRpRV&W OESIONPAt: WWRATM aWAOTRA7TNO f35.OPSF NONE WTTN2-T1JP'StU SEE CHARTS O7 AND A2 SHEET2 FOR OTHEA UNITS RATTMGS 0WCWPRE=REAATTNG I CT umn z.a2s.6PsF I NONE W K I.W SLL SEE CHARTS 4AND 14 SHEET2 FOR OTWR UN= R47INaS 6' MAX Iav anacTsmx oAa avaaa¢o A AWED FLANGE AND FIN INSTALATLON 12/10/13 RL CHART AS Namhv NsacAw lacsW.Wr*Wlmd HMdaeeTMI MNtlN0a) Rant JOA SLO QO QA HAW 10 e60 Nil Jrau TLO NY a* KO 0" JNM6 MO Ifii AIm6 KD e 3 a a a e a ew 4 uo e e e e e e eao a e e e e e a a 5 3/8- 2 '/32' 2 1/d2' SILL AWA0NU,V 60G7•T5.0Z TN1CK 5 3/6' I I/Y SILL ALUMDVUM 606343.053TMCK MI WINDOWS ANDcaoseOd RS LLC CARROLLTON, TX 75006 SL1R:'to'', GENa 91pi SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96' FIN ELEVATION 1 _ TAT OF V.L. 08-02249 3 OF 10 1/2" MIN. av omwnoM ale avwvra EDGE DISTANCE A ADDED "GE AND FIN INSTMUAMN 12/10/13 FILL 1 3/8" MIN. WOOD FRAMING EMB"ENT OR 2X BUCK t BY OTHERS MAX. 10 WOOD SHIM SPACE 1 35-4- MAX EMBEDMMENT SHIM SPACE SCREW INTERIOR 1/2• MIN. EDGE DISTANCE fr=-il 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR Uj Uj INTERIOR VER77CAL CROSS SECTION WOOD FRAMING OR2X BWCK MSTALLATXW NOTES: T. INTFJUOR ANO SXIERIOR FINISHES. BYOTNSRS HUT SHOWN FOR CLARITY. 2 PERIMETERAAID JOOVrSEALAMBV OTMMS TO BE DESet ED GV ACCORDANCE WlTHAS7M EZIf2 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL EE SHEET 3 OR SILL OPTIONS KW. EM 10 WOODCREWSREV/ WOOD FRAMING JAMB INSTALLATION DETAIL OR V BUCK &Y000FRAWNGOR2Y6VCX90TALLATION BY OTHERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 98" x 96, FRAME INSTALLATION DETAILS V.L. 08-02249 11111/ry SENBF'ip METAL STRUCTURE By OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 7- 7/8' MIN. EDGE DISTANCE I SILL TO BE SET IN A BID OF VULXEM 116 #10 SMS OR CONSTRUCTION ADHESIVE SEA DRILLING OR EQUAL SCREWS SELF DRILLING I rJ FOR SILL OPTIONS STRUCTURE SCREW { SEE SHEET 3 BY OTHERS METAL STRUCTURE 6Y OTHERS VERTICAL CROSS SECTION METAL SMCTURE MrALLATNON NOTE T. OJTERIORAND EXTERIOR FWISHES. BY OTHER& NOT SHOWN FOR CLARl1Y. 2 PERWETER AND JOXr WAtLAW 8YOMM TO BE OESfONPD WACCOROANCE WTTNAME2f 12 Rd 00aIvrou I we urAwm A ADDED RANGE AND FIN INSTALLATION 12/10/13 FLL. 1/4' MAX r SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLArW M[ WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75008 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96, x 96, FRAME INSTALLATION DETAILS OWWR OMG If6 R V.L 08-02249 WALE NT5 IVAIE 10/30/13 IsHmS OF 10 I•\,\GENSF9J' 2 , /2" MIN. L EDGE DISTANCE I 1 1/4' MIN. i. EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1x BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 EXTERIOR W J 3/16' TAPCON MASONRY/ NCRETE BYOTHERS 3/ 16' TAPCON U_ J WERIOR SILL TO BE SET IN A BID OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 5v FOR SILL OPTIONS s • , a; 1 1/4' MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION C40MCRETIDUOISONRYNOTALLATTON oauonnl are wrovm AMM FLAME AND FIN LWAL1ATM 12/10/13 R L 1 1/4' MIN. EMBEDMENT IT A . — 1 /4o MAX- r 21/2' SHIM SPACE e I INTERIOR MIN. EDGE s DISTANCE lim 3/ 16' TAPCON CONCRETE/ MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DErAIL oPrroNAL , x eucK TO BE PROPERLY CONCRETswSONRYWSTALLtT)ON SECURED SEE NOTE 3 SHEET 1 NOTM 1. Wn!MOR AND IXT@UOR FWIS7iFS, 9YOTNERS NOYSHOWNFOR CLANRY. 2 PERIMETER ANDJOAff SEALANrSYOTNERS TO BE DESIGNED IN ACCORDANCE Wi1N ASTM E2112 AND O DS LLC MIWINDDOWW. S 1RtaoseYCARROLLTON, TX 75006 11p GENs,' 95 o * SERIES420SODREINFORCEDWITHOUTADAPTER* 96" z 96, FRAME INSTALLATION DETAILS may' . 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CROSBY RO CARROLLTON, TX 75006 v,•\CEH3F.,l SERIES 420 SOD REINFORCED WITHOUT ADAPTER N NOTES. 1.WEIVORANDS169ORFIN*iE6.8YOTNERS. 96" FLANGE INSTALLATION DETAILS ToAO FNOTSHOWNFORCLART 10 LPEMA4TERANDJOWrSEALANTBYOTHERSTOSEDRAWto08— O2249 OR G 11DESONED/NACCORMNWVAMASTME2112 Y.L N NTSJame10/30/ 13 7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF ORILUNG SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE J10 SMS OR SELF OMW,140 SCREW INTERIOR SET IN WLKEM 118 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL BTRUCT EfRE INSTALLAT)ON NOTES: 1. INIEVOR AND EXTERIOR FWr4IES, BY OTNER9 NOTSNOWNRORCLARRY. 2 PERfMETER AND JO NT SEALANT BY OTHERS TO BE OESIGNEO INAOCORQMICE 144THASTA1 EV 12 AMSb16 oaaorloN A ADDED nANOE AND FIN 91MALLAMON 1 /4' MAX. SHUN SPACE T -- 7/8MIN. INTERIOR EDGE DISTANCE n P10 SMS OR LJ SELF DRILLING ll SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB 1NSTALLA77ON DETAIL METAL S MCTURE/NSTALLATAON aR / pWDI 10/ 13 ZAi MI WINDOWS AND DOORS LLC XNA1111111(/// CARROLLTON. tOOI W. TX 75006 GENSF, 9d SERIES L20 SGp REINFORCED WITHOUT ADAPTER 96" 96' FLANGE INSTALLATION DETAILS 1 TATOF R ONALG 111lIi11I0 was owe nn 08- 022498S REV NTS — 10/30 13 —8 OF 10 2 1/2" MIN. Room Pmv I — APPRCM EDGE OISTANCE A ADDED FLANGE AND FIN IWALLATWN 12/10/13 RL 1 1/4" MIN. EMBEDMENT1 1/4" MIN. CONCRETE/ EMBEDMENT MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL IX BUCK TO BE 2 1/2" r 1/4" MAX. SHIM SPACE INTERIOR PROPERLY SECURED MIN. EDGE SEE NOTE 3 DISTANCE SHEET 1 3/1B" TAPCONffLhVrFRM Fill 3/16" TAPCON CDNCRETE/MAWNRY BY OTHERS EXTERIOR SILL TO BE SET IN A BED OF VULKEM 115 a CONSTRUCTION ADHESIVE EXTERIOR 3/16" TAPCON OR EQUAL SEE SHEET 3 JAMB INSTALLATION OE_TAIL MASONRY/ FOR SILL OPTIONS OPTIONAL 1X BUCK GOI CRETSMASONAYINSTATLiTION CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 NOTES: 1 1/4" MIN, J 1. SITE RORANDEVERIORMOSHE%BYOTHFAS` a.• .: • EMBEDMENT NOTSHOWNFORCLARITY. 2.PERUIFTERANDJOWrSEALffr6YOTHERS TOBE a' . a A DESGRED #4 ACCORDANCE WRHASTM E2112 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC 1R C f i RYEIVSTALLA110N1001 W. CROSBY RD 0 SS • • • • • T/t i CARROLLTON. TX 75006 Q.%CENs? J+s SERIES 420 SGD REINFORCED WITHOUT ADAPTER Z 9T x 96' FLANGE ENSINSTALLATION TIONDETAILS P ARATOF O. .: 7aus> s 17P G \. 08 OZ 49A 11/S/ON11111 oNTS10/50/13 9 OF 10 WOOD FRAMING MAX BY OTHERS r SHHIMIM SPACE AF INTERIOR 1 1/4' MIN. EMBEDMENT I 6 is WOOD SCREW 7/16' MIN EOGE DISTANCE i8 WOOD SCREW 7/18" MIN EDGE DISTANCE EXTERIOR EXTERIOR ocmZp" ohm I ovaovm ADOED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. MIN - EDGE DIST. TRIM ` 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE _T BY OTHERS IX BUCK BY OTHERS. HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16' TAPCON JAMB 1NSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAMING OR2KWCKMTALLAMN HOOICSTRIP INSTALLATION AUSOAW)CO CRETE 1 1/4" MIN. METAL STRUCTURE EMBEDMENT BY OTHERS WOOD FRAMING TRIMilBYOTHERSINTERIORTRIM 1/4" MAX. 1 3/8' MIN. I SHIM SPACE EMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION W000 FRAMING OR 2X SUCK IMSTALLATIOM FOR SRl TNSTALLATVIV SEC ShTZM 44 HOOK STRIP HOOK STRIP S10 WOOD SELF DRILLING SCREWSCRR y SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION D(8UGOWVOOFR4Mb%9 METAL STRUCTURE MI WINDOWS AND DOORS LLC \NN It 'to 1001 W. CROSBY RD , ,7CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1.ISEATORAND OrrERTORFIMSHES,8YOTHERa 96" x 96" TOF117 NOTSNOwNFORCLARll1 NAILFIN do HOOK INSTALLATION DETAILSTA IPFRIhWMAND ION.TSEILANTBYOTHERSTOOE o yTy owc Nn acv /0'S401ZpRio",t* 7 0SWGAW INACCOROANCEVAMASTUE2112 V.L. 08-02249 A `rS% • • • 16\ jIIDIJA 11 x ucNTS ° 1 1/30/13 f0 OF 10 FYN7015 1/2" MIN. av 00CRO" oat .AVRovm EDGE DISTANCE A A00m CHARTS 03/05/12 R.L B REVISED PER NEW TESTING 10/10/13 RL 1 3/8" MIN. C A00m FLANGE (KSM AT10NS 12/06/13 R.L WOOD FRAMING EMBI ENT OR 2X BUCK BY OTHERS 1 3/8" MIN. 1/4" MAX. r 1/4• EMBEDMENT SHIM SPACE MAX. 4SHIM INTERIOR 10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE a0 o aEXTER10RINTERIOR 10 WOOD SCREW O SILL TO BE SET IN 1610WOODCREWABEDOFVlJIONADSIVSCREWCONSTRUCTIONADHESIVE OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK WOOD r'itCAONGORYX6uCxAVSTALLATiON BY OTHERS a/a, MIN. BEDMENT VERTICAL CROSS SECTION WOW FRAMPIGGR?X 8UGKM4TAUAnom MI WINDOWS0DOORS Llc CROW. R 11SBYCARROLLTON. TX 75006 `., \GE a iP SERIES 430/"0 XIX SGO *• Y jr , ir6a NOTES: 143" x 96" REINFORCED9 E 1.INTEFJORAND VaERORFOWSK OYOTHENS FRAME INSTALLATION OETAIIs o TAT OF i0 • 4 AAoTSNOWNFORCLAWN lawtLv2 POWMETERANDJOINTSEALANTBYOTNERSTOBE08-00503 W1iWAS ME2112DESFGNEDINACCORDANCElllllllllI-"' NTS02 23/09 JOWS OF 9 MErAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE IFY OTHERS EXTERIOR VERTICAL CROSS SEC77ON METAL STRUCTURE OVSTALLATION NOTES Wi8WRANOWM9gIORRNISHSS BYOTNERS Nor shvwN FnR CCARRY. 2. PERIMETERAND.AoMIT SEALANrBYOrgERS TUBE DESIGNED MACCORDANCE WRVAST61 Ell f2 1/4' MAX Q ( SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR l 7/8, MIN. EDGE DISTANCE 10 SMS OR SELF ORIWNG SCREWS 0 BE SET IN i OF VULKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1/4-- MAX. SHIM SPADE INTERIOR EXTERIOR I NiRtS imr GLsr ror GATE APPROM A ADDED CHARM 03/06/12 RL B REVISED PER NEW TESTING 10/13/1S RL C ADDED FLANGE INSTAAAMONS 12/06/13 RL J If IAMB INSTALLATION DETA2 METAL STMJC71ME MSrALLAT EN MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4.50/"0 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS oRum G.c - F.A. 08-00503 Mu NTS Gam` 02/23/09 JSKW4 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2- MIN. EDGE OISTANCE 1/4" MIN. EMBEDMENT 1 1/4' MIN. EMBEDMENT 2 1/2' MIN EXTERIOR VERTICAL CROSS SE077ON COVICRETSMASCHRYINSTAl1ATTON EDGE OISrANCE 1/4 MAX. SHIM SPACE 3/16- TAPCON e " 3/16- TAPCON d ..: CONCRETE y OTHERS INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS T 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE Rent tAv oOiQ11Pt1oN OVE AT'i0'RD A ADDED CKWM 03/05/IZ RL B REV=o Put NEW TEmsnmm 10/15/13 RL C ADDED FIANCE INSTA IAMONS IVO9113 R,L MAX. I r 1/4' SHIM SPACE o INTERIOR a cm k: EXTERIOR S lfiSTALLATION DETAIL OPTIONAL 1X BUCK OCNQRETE/M4SONRYINSTALIA77ON TO SE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTE&I 1. INTERIORANO SCrERIORRNTSHES, SYOTHERS NOTSHOWN FOR CLARITY. p PERAmTE71 AND jMrSEAL4NT BYOTHERS TO BE OESKiNW BYACOOIt6WC8WfMASTME2112 MI WINAND DOORS TLC 51RE LO CROSBY SO CARROLLTON. TX 75006 SERIES 430/440 XIX SGO/c6ap9r 14398' REINFORCED FRAMEE INSTALLATION DETAILS q AT •ivy oAOF0R% ot Z/ 1/Si11NAj1 moult; taro Pa 08- 0 0803 tAv G wus a1s• NTS02/23/09 5 OF 9 Ar FJDV G 1/2' MIN. 11V 0EKNpoou W1C "PPROOW EDGE DISTANCE A ADDED g1AM 03/00/12 AIL D REV6m PER NEW TEYVING 10/15/13 Rl. 1 3/8' MIN. C ADDED FLANGE INSTAULIRONS 12/06/13 ALL 000 FRAMING ETIBEQMENT OR 2X BUCK _ BY OTHERS 1 3/8' MIN. 1/4' MAX. 1/4' EMBEDMENT F SHIM SPACE MAIM oSHIM - INTERIORSPACE 1/2' MIN. 10 WOOD EDGE DISTANCE SCREW O EXTERIOR INTERIOR 010 WOOD SCREW 110 WOOD kjSA TO BE SET IN Li SCREW D OF VULKEM 116 TRUCTION ADHESIVE QUAL WOOD FRAMING EXTERIOR OR 2X BUCK SEE SHEET 213OTHERS FOR SILL OPTIONSJAMB INSTALLAT70N OETAIL WOOD FRAMING WOOD FRMFWG OR 2X BUCK INSTAl1ArION 1 OR 2X BUCK BY OTHERS 1 3/6, MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAIAWGORVOLICKINS11A AITON MI WINloci WWS . CROAND SBY0Ro LLC ```J\611Rt11lp CARROLLTON, TX 75006 v; v GEN4p, d% SERIES 430/640 XIX SGD z*' NOTES 143" x 96' RE]NFORCED g: ST Ti mr./MTERIORANOEkTEMOIRFWISNE&6YOTWJM FLANGE INSTALLATION DETAILS 'p"', SSSiiiA OF 9 NOT SHOWN FOR CLARITY G: LPERIAffi78RAN0./OBVTSEALMIT6YOTNER5708E oKom awoNa An %F:ZpR10 DESIONEOWACOOROWCEKMAS1ME2112 6F.A. o E o8—a 3 C pii ONACE p` NTS 02/23/09 6 OF 9ll METAL STRUCTURE BY OTHERS 010 SMS OR SELF DRILLING SCREW META. STRUCTURE BY OTHERS EXTERIOR - VERTICAL CROSS SE077ON METAL STRUCTUREINSTALATtON NOTES: 1. IN EVORAND WER1ORFN7SNES: BYOTH6M NOT 8140M FOR CLARUfY. t PERIMETERANQ JOINT SEALANT BYOTHERS TU BE OESIITNEOWACCORDANCEW MASTME2112 1/4' MA)( - SHIM SPACE OR 7/81 MIN. LUNG EDGE DISTANCE 10 SKIS OR SELF DRILLING SCREWS 0 BE SET IN OF VULXEM 116 RUCTION ADHESIVE lUA METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS Itr4ma XCV OI'S IION CASE A A000 CXARTS 03/06/t2 R1. B Rev= I'm NETT TESTINQ 10/15/13 fLL C ADDED FIANCE INSTAL ATIO is 12/06/13 FILL 1/4MAX. r SHIM SPACE o INTERIOR n a EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTUREUNSTALLAMN MI WINDOWS AND DOORS LLC loot W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/4tO XIX SGD 14. 3' z 96' REINFORCED FLANGE INSTALLATION DETAILS ORWl: V" m F. A. 1 08-00503 E" NTS - 02/23/09 -7 OF 9 RDVOMWS 2 1/2• MIN. ° WE CONCRETE/ EDGE DISTANCE A ADDED averts 03/00/12 R1- MASONRY BY OTHERS 8 f<t1RSFd PER P'EW 1t5TiNC 10/13/13 R.L. t . • ' • - .. ' 1 C ADDED FLANGE INSTALLATIONS 12/06/13 ILL t/4' MIN. e • ' EMBEI)MENii. . ;. 1 1/4' MIN. 1/4' MAX. e EMBEDMENT SHIM SPACE 0?TIONAL 2 1/2' MIN. 1X BUCK EDGE DISTANCE '•'7 ° INTERIOR TO BE PROPERLY 1/4' MAX. SECURED SHIM SPACE - OENOTE33/16- TAPCONSHEET1 . 3/16- TAPCON a CONCRET EXTERIOR INTERIOR EBM ON a 3/16• TAPCON SILL TO BE SET IN EXTFRlOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAI oPnONAL 1X BUCR JAMB INSTALLATION DETAIL TO BE PROPERLY OONCREr6UAS10NRY/NSTALLAT1ON SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS _ T NOTES s ••t 1 1/4' MIN.1.PiMMORAND 9XIMMORF7ATPMSYOTNERS, MBEDMENT NOTSKOWNFOR CARI'TY. i,• d, . ,• 1 Y PER9WETERANDJCNr8ENJIM8Y0TTiERSTOW DesrONl wacooaOAnCOWWASnWEN12 VERTICAL CROSS SECTION 2 1/2- MIN. CONCPZrE AS" YWSrAL.LATION EDGE DISTANCE All WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430f440 = SGD 143" x 96 REINFORCED FLANGE INSTALLATION DETAILS Daartt an Ro. F.A. 1 08-00503 sear HTs — 02/23/09 —8 OF 9 1 5/8, MIN. EDGE GIST. TRIM —` INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP --_ MIN. EMBEDMENT T lX BUCK BY OTHERS. 1X BUCK TO BE PROPERLY SECURED EXTERIOR J `PANEL INTERLOCK HOOK STRIP INSTALLATION AUSONRY100NC fWM INTERIOR TRIM EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR -*-- PANEL INTERLOCK HOOK STRIP INSTALLATION 2XBUGP0WC0D FRAAONO RrAsma REV OEKRF N Otte .PIIeDVO) A ADDED CHARTS 03/05/12 R.L. D ROAM PER NEW TCSTWG 10/15/13 R.L. C ADDED FIANCE INSTAUAMONS 12/06/13 R.L METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION AlETAL STRUCTURE Norm. 1. RPTB4MAND EXTERIOR FAOSKE4 BYOTHERS$ NOT SHOWNFOR CIAFM.. 2 PERMETERAND JOA?SEAL4Nr 6Y OTHERS TO BE OESIC+TrED INA000T10ANGE WRHASnW E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS DRAM an No. F.A.08-00503 ME KTS I CA"' 02/23/09 t3maT9.OF 9 J;` 8(YBFgtP A. Ante 6/912017 Florida Building Code Online ti III' Professional RegulationI r BCis Home I Log In I User Registration I Hot Topics I Submit Surcharge I scats a Facts I Publications I FBC Stay I BaS Site Map I Links I Search dbpa S. Product Approval I USER: Public user r r •ei..•s Product Approval Menu > Pmduct or ApWlcatlon search > Aoollcation List > Application Oetall OFFICE OF THE FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rlckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/1.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:llfloridabLdlding.orglprlpr app dtl.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3dp/o3d 113 6/9/2017 Florida Building Code Online FL15000 R2 Eouiv FL - 15000 Eouiv of Standards.odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted OS/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber-Classlc" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 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 "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 1S000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 1S000.2.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 FL1S000 R2 AE EVAL LS000.2.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. 'Fiber -Classic' or 'Smooth -Star' 8'O "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FLIS000 R2 If 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 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL IS000.3.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 1S000.4 d. "Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FLIS000 R2 It INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 1S000.4 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.4.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or 'Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:/A aridabUlding.orW/pr app dill.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAM6CzHO3yMKg2Hy8%2(uCfc2MRiSC82w%3d%3d 213 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 If INST ISOOO.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 iS000.5 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 "J" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. 'Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 II INST IS000.6.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 15000.6 for Design Pressure Ratings, any FL15000 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 "J" part number doors, which have been stained or painted within 6 months of Installation.) flack tlezt Contact lls :: 2601 Blair Stone Read. Tallahassee FL 32399 Phone: SS0.487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida taw, email addresses are public records. if you do not want your a -mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS. 275(1). Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department Wth an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please clldc here . Product Approval Accepts: Credit Card Safe https:/RloridabUldng.org/pr/pr epp dtlaspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8O/.2fuCfc2MRiSC82w%3d%3d 3/3 4r) 0.1 a XXTEWR 2 J.rW INTERrOR 'Peft., i XWMAX DOOR 1 HOPJZDMrAL CROW SECWN MMTH '7PAa Ll DOOR PANEL Zy".': Fre313 lAr-1 eta. ( 5 im7 010mLE - G-Lcm,;Mmlwo cc DOOR PANEL Fiber Classic 9i— o BOTTOU RAIL um a2/ 24_/i2 Fleemas N. Ta R (FIBERM4=0) VERTICAL CROSS /2 SECTIONan tM1 4K 3 DOOR PANEL cu. n IFS now W4 FL-15= 3 a ow 3ar 12 0 tv 3ar12 IJTGM 25" 57EEL r INTERCEPT SPACER 40 41 SEE NOTE 1 5' INSULATED O`g IN SUC LITE FRAME . A71N . QFTAII 13.9379 MAIL 1 PAN& WIDTH 7.175 MAX 0.l0. WIDTH 1 4 2 4 SIDFIJTF PANEL Smooth Star 1/2- MIN. GLASS 111K. I/a.. TEMPERED GLASS All? SPACE ji asZ'ERED waa / WSS% wr SFACER INSUIATED 1vV i tc 1tea= 1 HORRONq{L CNOSS MCROA 4 SWaf1E PANEL 21SI 2-W 4 r-s7A' 33 ffl- CUP UTE FAAME EXTR1JDm PVC PLASRC UP UTE FRAME DR1iUOm SNC 1/2• MIN. class rN c class AIR SPACE 8 TEMPERED LASS E 1 1 a IDS ; 5SIDan FANEL SECTION - 1L ! 1 "' 1. Spacing for Rem F29 & F41 (0k home ecrar3) 12412 'j II II II is as fottom From the bottom up on sidex fi5' 1 1531' h IS3 y with (7) more spaced at 9.575' a c. than are (2) a er. X< screws lath tap and bottom at 2.125' In from each waL ut LFS 42 510ELRf i0P & BOTTOM RAG SIOc B K 510E SOLE wm ar. y pl FMGER JOINTED PONDEROSA PINE SG-0.43 0 FIN017t JOLNIEO P0WSWS4 PINE, S7-0.43 FL-15000.3 46 49 1f1.pB v• TIE 7 0rrrrfr``` our h• M ei' 4 bo eah WM 1. The a1de6ts k d4ad sat Into the Jamb with (12) 3a b7 Item 143 a IS x 2' pfk wood screw. Tharp are 4) at each wattfeal Jamb, from the top down at 18 21 TB 1S5 ; 31' 464' & 66. There cre (2) at Me header at 4' from ttre auWde corners of TheI-1/4'Mltl 8A0. J frame. Them am (2) at the xR 4' from theRl F Bl4B outside camera. T 7 NCR90WAL CROSS SECTION 7 48 1-1/4 MIPL I 49 DAB. (7YP) 1C w 17 13 6 45 43 e 44 8 7 r{''Lf.. 1&7E=R L ri• rf 7 IO ACM of IA 14: t .;:^ i tit: J,., :, s.: ; j: 1 r, 1 •1 f' r 34 j• 3 SEE NOTE I y 21 are 02124112 e 8 TB TO N N.T.S am err ix a 2 NORZONT_AL CROSS SECTION L3 HORIZONTAL CR= SECRON XFER(Qg an U3 d ouM w pt-ls000s " 07Ttl Ld 2 " 0 r491 WONOWN FORERENCE p 1 1 do JAMBS 1 SHOWN FOR II 1 REFERENCE II 11 p 11 2x evc i l flp 11 I I 9` ASTRAGAL I I If p SHOWN FOR I I p REFERENCE I I wk d II 1 11 II B if II 1 II 1[ 1 II 1 It tili:.'M'.. DOUBLE RUC( W/SIDE?= ANCHORING 4 MASONRY OPENING OCNCRETEANCHOR NOTES: 1. Con amchorl*ccuu s at?h*— mr moyb*c4ui Fsl tomchlWn fhetnd. 2X BUCK 2 Conerateanchwiccoff"noted as MAX. ONCENR3Y'mratbem*edto nm9lfaN fhe min. edge dbtaroe 10 Mor'W41oft cdditnaioonvete Inch= maybe 1egtAAd to ennm the V MX ON C94TEit'dmen%kn as notexceeded. 3. Conorefe arrhartaDte: w nW a TA C:ON t/c 1.1/s r YLTRAC+ON 6491pOWNLMUWONSHFOR11 REFFERENCE ( I TYP. HEAD I I do JAMBS I I 11 I I II II II II II II II kl I I MUUION I I SHOWN FOR I I II REERENCE II II II 11 II A4zs-'1 r4- 1 1 49 1 JAMBS 1 1 11 ASTR,GAL 1 SHOWN FOR 1 REFERENCE 1 1 a I d o I 1 nd NO MASONRI OPENINC 2X BUCK 4 1--- 4' 1 7 11. 8 11mrs Z O c tY2 4 12 ° e N.T.S. 3 s en JK a c va HFS ; Na. d f1-160f1Li3 a a luir law 74ST lES' 1438' ldodIdY L h ig SQEO tip a164 Q7 7i V 1 V TYP. 27 TYR TYP. 4,S 1.4 LL 9?S 32s GI 2, T gel4Miri 6 O U6r— SEE NOTE 10 411 A5IRAGLL DETAR o 0 2 12 ors. an m is 3 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP oaLee LFS dANDTHEBOTTOAL FL-15000.3 n aat 1 v 12 0 THERMAITRU THERMA TRU DOORS ile lwOue'It4L Cn., t0"OrlOw. ON 471917 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NOWMPACr Cede m Nm 1. Tha puodud hm been evotmakW and kin carr pknw%1h the SUt Fdfbn pMjq ffisMa t eft Cade (Rq {hueMd mgkomenh i{dlldo'fp Des VO VWodly W6 anelone (}MM. 2 Rodid-d— tta bewailed and spaoedasshotm on defak Andiwerrbedtnerst to bm note dd sham be beyond wal dms ft *rd=cm 9. When tied th the'HVIQ' fNs ploduLYksepL6ed hs be plorecied w9h o" lopoeFirldald aovalirtp Hlor complies wLBL Season 161b L>E the FeG t. Whommed to areas ovWe of the'ItM rogdit wild borne dehds WocHon Us pr00odts sequtred lobe pn>tededwti}{a" br;wd n stant eovee4tp lhateompB stmiSedion t d0y.72of fheFbG . 5. For2c dud 6mft caralnmmW%O=tcft of these Ludt shag be the some esihaf dawn hv2c buamasauycmebmkm d SifedatderiateComthedeta radthDdvrAopaqutefMlafen itsa•OmandpEby 7. ftproduddoes notmeetthewderiLB6oftmquQemefatlnrmellVW WwtVw tsshalbe fhstdWofiyutnw9mbbdble orathoh b1e1oCcV rcpmhsctedbyano or cmWywdt Wthe aMb between the edge cfcmapy ar omtsav to d kles Han 15 depees Ti{ BIEWCON M13 t nr,d plemaesfspenrsdnoles 2 Door details h 3 Aelols c 4. dells parial detoib8 delft 5 Vodlwlcmzmtdlom 6 em 7 Holtsont cmu a unickwhoolo 9 Frmne 10 5mne 11 12 m 6Cam n 3? JrMAX OVOUIL R AaWmM D b SCE MW 'el SHEET 6 3 DDLIBLE yYj$(pQ_rtce IhtSlY1N Iran ozro PIAU 47. 0 1 .47.0 1 +60.0 1 .60.0 47. 0 47.0 1 +60.0 1 -60.0 81 Z2 I Ft-15=4 I d a a f''/ i 55 1A B s8 py * Et RMg e V a- i a 'L j.. ..•.5... . ..-A.yf•; . 54 iiWy\• r...1 •`` F nq 4'. !;: hf '•,:.L• °ti'.•J1.. h:a_a}: a'ia. Sli f//fflltl i. i may:{ ..fy . ti a .a^1 'i' nt'•:Ya..f ia:<:'J' 1 T' j 2 e e o i' ' f f `• s L -'4 r .h % a:r ? fit• ti UWMAX DOOR 041EM.4$ PANaWIDTH a 4T,f:r: c• w a 1 4'•l i• Id i HORIZONTAL CROSS SECTION ti •i:. 2 DOOR PANEL W .• - ' i I a. rk ;, t a g to _ a i 4••,t Ja 71 S3N . l N •r .y L • or U1CH STRE 1OP RA2 ,'/-!`,t_• _ sA10OTH STAR) 54 (SNOQTFI STAR)LL 1A DOOR PANE7 smooth Star —1 Ur F— tsar 57 a a a 02 2a 12 °§ HIN6E 5110E 90RgM RAIL N.T-% 2 sB (SN001H STAR) SMOOTH STAR) 2 OOOR ss SEtiION ow In LFS 3 Ft-1500a4 " O aav -7- °,L o 0 * 4f.i 38 is `• . .. TT To e: '' 4, 16 t+`+``` 13 31 ` 111 t7 17 j ggIsc 45 25 42 :7 39 43O p7b .0 . .•\. Ai•'iGpC c 7 8 rye• •ry rf;;•ri SEE NOTE 2 d'R. SEENNOTE 1 T 77 47 46 30 h ty:. EYTERIOR OR INTERIO B L.r i]gsrn8 d 1,: C1 4 SFr J' t NOTE 2 46 46 i• SEE NOIT 2 IA i •i.;i;'' 47 i fi••r++ 3 VERffGL 1R115S SEMIN a.z,}V\,A j Shown w/1z sub —buck 28 d• 40 X,;:• 42 19 OP71ONAL SURFACE BOLTS ON ACTIVE PANEL 79 SEE DESIGN PRESSURE CRAM) 73 31 14 14 4 L x•^ ... r ' r 4 1 ...•. SEE NOTE 1 t= y : 1. The oldeft b dimet act into the jamb with (12) P a '; ,• +: '. - Rem f43 a /8 x 2' pft wood screw. Thera am (4) c ': a'•, at each vertroo Jamb, from the top down at Mr. o f 121731'. 48.3' h 66'. Thera are (2) at the heador at N.rS 94' ham the outside camera of lfte froma Umm, aresate 2) f13 a f8 x 2-1/2' pfh. wood rare^ at the WM Its: JK W. 4' from Use outafde women loss. en LpS Id L 15 ^ FL-150004 u 1 VERTICAL CROSS SE_RON 2 VERI7GL CROSS Sa CT1ON 2. OP710NAL SURFACE BOLTS ON ACTNF PANEL 5 5 SEE DESIGN PRESSURE CI ART) O 38 r1 = =d e, C-M Ram, mot r da k - {.In SEE NOTE 1 : ; 1. The sdelte is 41mct sat Wo the Jamb si+` * .`•` 1Utlllp doNw+th (12) Ran 143 a ¢B r $' p/h Weed . escrew. These my (4) at each wrf7cal 4 jamb, from the top dawn at 13S . 31'. ACM 4as- h Be. There are (2) at the heady e at 4' ham the outside coma: of the \ w R c•.' • he. omthenen (2) 113 a /8 r 2-1/T''. 6 m s 4° Fy .! ;,y . rre711. •.. pfi wood ceoatthe4' from the 'y tilt z z• r r,+ soutsdeoomomINTMORt. 4t 79 44 35 DETAIL A 77 78 OPROM SURFACE BOLTS ON ACTIVE PANEL ca I-IMNK (SEE DESIGN PRESSURE OJART) i nsampj 11 _ lNTEMtR3 HORIZONTALCROSSSECTION622alr7. lw. 39 rya 4B a a 7 ICU SEE NOTE 1 27 8 7 33 IhNCTIVE ACTIVE 70 01 1•i!"'v{ .:.. tie:•4-lec iy .• c. ki J 36 ° Jtlg8108 4 44 a 9 10 37 45 oae G;Z 4 12 S B Mm N. TS. Tt3 om Im ' o< e r HORIZONTAL CROSS SECTION 20_HORIZONTAL CROSS SECTION ux om Was FL150OM4 "a low JL wiz ,; 4• 8. o 1 MASONRY MASONRY PO I1 T1p HEAD 1 II TM. HEAD rrrrriui >' • I I & JAMBS ASTRAGAL I I OPENING JAMBS G& Flo w I I l SHOWN FOR I I { SHOWN FOR o i I I a I I zx BucK 1 REFERENCE $x$ z II a II I c " i .L6 ZC81Q" I- MULUON S14OWNNFOR 1 SHOWN FOR 1 { II REFERENCE i REFERENCE 11 r i ll 1 II - o i ii o dIIIII1and =$ if ti• i DOUBLE ODOR W/50ELrtE5 " •- 1x DOUBL DOOR BUCK ANCHORS . BUCK ANCHORINC I dASONRY II II MASONRY OPENING I I JAMW II OPENING1AMHEAD fl II II II zx 6uarf II 2% BUCK II `wUWON II CREIEANCNCVFNOTf3 II SHOWN FOR II 1.canaeteeneharbeathreatthecwwnwooybe«,Wadromahbinn,emrL II REFERENCE 11edge - a ntL 2 Conasdnrhorbooff"noted as74AXONCV4WmurtbeaaWedto 11 II mdnfdn Ow rr*L adga 490ance to morlo)*AL adBd amrs Hanconcto orxJIIMULLIONJ/I nwy be ndto a & gas tho MAX ON C9R rc1nadan me not a =esded 3 SHOWN FOR I I RlYMENCE I I m o II II ma 24 12YIN rY, II 11 :r;' owl, N.T.S 9 nvl f I I I I *: arc a JK o y a•'r:; N,r:: •^ L}•rn,: a« we lf5 a 1 w SINGLE DOOR W/ 9 ff. Lt ES SINGLE OOOR FL_1SO0D.f BUCK ANCHORNG BU-ANCHOM a pw or a O NCO ULTIIACON t/ c t- t/ r r W CONCREIEANCHOR NOIS 1. Concrole andmrbaaN= at the comas maybe aroated to makftaln the mh edge cWoncg tomorlarjoh& 2 ConoeSaancnorlocaQonrnat das7 MKONCENl6i'mratbeodJulled/o mah(ch 1ho mg, odgo dA w= to mortar]olft adcWond Conaete an&xn maybe feat4vd to a mm the TWt1C bN CB4W dT nwW3n a!e not exQeded, 3 ConcrWoonchortaUe: s it _ Ss' Si 5 x'Y_• rs oN• r reoN• 3AC 1-MV r ia/r GODS Mahtch a mhtmum edge' end dlltanae. & 1' o c- macho of1. 5/9' dttlarroe,l waodsaews to prevent to spifAg otwood THESE. (2) ANCHORS REO'D ONLY WHEN OP > 47 PSF MAWNRY-j OPFNIHC FRAME 2X BUCK L,} f J W/7X DUCK 1tLSfi1LW4N W/1X1J7BUCKbNSptTYP. HEAD & JAL485 O UUoc Rij SW09 DOOR IVYSIQ lls 13 l.INSTALLATION ON IVOICt7 m ASTRAGAL, & SURFACE BOLT STRIXE PLATES 0 READ 41c ETA aa. BOLT SMKE PLATE THRESHOLD rtr* 111 Zv HE III ^ i 0 1 Ma e;= j z8 a 4 mOs 4 1Y uo K.T.S. 59 a On JK K an !FS ow su F1- 150W.< e e a or]2 e 0 b t.:a4hT RI SEE w/ac euac DEIAIL 12• — MASONRY INSTALLATION OPENING 19 WAX BUCKNSTALLATION IYP. HERD a h O 1= FRAME 2X BUCK —,.,.SEE r VW. SILL orr4IL '1' SEE OEWL '<' DETAIL '3' J R• ti . atY •a iJt i %4EW a =`e- B_ A' CONCRETEANCNOR N0TT3: T. Cbr"efe andhorb xilkim at ffle camera moybe ad(Usted to mobtub the mA,, edge ddtance to morforlwta 2. Cotcmto ar,dwrV. ON CENTER"must be adoted to nxO*¢ t the mh edge durance to trroltorlotrrrs additond cwcmte onchara may benwird to ena re the MAX ONCt N1Wddtenaon are not wcooded. 3. C orcrete orchortabin: 11w a TAPCON 1/P 1-T/4' 2' v TAPCONe 3/1P 1-1/0 T 1-L/T SCR CIAALLAIION NOTES dAierKs, 7' end darnnrs._ s Y n r- t,.,,,r M ' a mBYeuea 5/8'sdee of woad C A' vzA ti 13 w/sx etkrc tNSTIl( A11aN a/ 1x aurae MASONRY PbrTALLA710N OPENING TYP• HEAD R W®S FRAME — d 2X BUCK—..,.O SEE DETAfTfp. SILL — s 9 JJJJfit iI'll a a 49 0 W/ 2X SUCx 13 0 J1 INSTALLATION 31 W/ 1X CK INSTALLABUTION 48 OEIAIL ' 2' g ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD i 31 31 o IEN j eae 24 12 i 30 30 ceae ALT.s •` DETAIL ' 1' eR SURFACE BOLT STRIKE PINE as LFS THRESHOLD ° AFL 1=00.< c a ni 3-k g n Sm J i BYJ a O• a laser IBM 2DAr les 14.V Ins8 F5 V e v 27 27 TfP. TYP. II 0.75 O1S o.ow I - SEE NOTE 1 d 10 we ee ,eC a 1. THE ASTRAGAL BOLT HIS A 3` THROW AT THE TOP O0G'O F5 MGMs FW300Q4 AND THE BOTTOM. o aem OE RPTO - lwww aI Asst FNNQ allVOL Y FEWASr orK TFlO TAIL Wh b.* " u mao-iFu .5h t F rt[s FSEMM rAL FC WIX 376E MUM FM Sr•da R mmw m NW PMMEMAt IOW Iles MrdM WIDRES11011 vupi l w FOW e tnxc 0 r r { PRE 10 0 r 314r L4 FEN OW SMyam, 11 10.501PO' - J000 P51 OL C0MME OOmgmw 10 AdJetIX6i001CONFORIf7Jo whim 12 10 [ 2 l6: FFN 6000 SCiRtI' 6 yea J r 1 W. sm 1 jar v 1-1 IIV PRfSYEM isSJDaa BP1WU HOOT . Fxlawes. 0 L 1z 8= sc >- OM 17 MAX TIC MW WEM loop PA= IDCI - gWnW 2W 1 SELF AMMIO tL51 W AL am AWE "M EFDo LL FM so 043 1! e7'CRT OEADx'OCC - SIO'bf 3" AS o-W qm my ST ar>Im IXs F.am 27 0 r 1-I IG PAWfAD WW AIAL Nam O00R H0,IO9 wn 29 4-18 r I-J14r REIM FlAYN90 5M OUR Kv IMI gm JO SW ACF MEL 31 0 r 1-1 RNUR-4 RAMAD ftW WOg i aAZM TAPE -1 IO Lnr Fmw PW 39 PV= ID La fwm Ste' BVJW J0® FOIE AOm SOMIx sox WEE u fro I I- r Ls WK VOW StJQlr SR& r F 1 -J FAR 000 0d 11K smw e 1 Rr em aoKMZ smw m• Ise sLkg e- 10 7 1 lJT PL 30IEV ygg a . r• Lc PRr Iloao x>REW srm 44 J r Vir OO1RIM IWRO ANG& AIMM FOX W= 6 I L . SW A540MWL MEL 6 M SINM SXT 0454.25 SIM SRg O t 10 SOr HOOT F 1 .10 OE 00On I ASVPZt FM i i J-1 . W PFR 001CME SM aaoo CM(W m emoom So I ss Hm S7AE 2;.&43 57 1 SS WTMV FAE Now CFdw= ic r aaoo• rlrylry* 6 ameACE ROLT ME+•. ,111~ SIMI JO SURFACE BOLT SIR PLATE / 7 ' SWM I T v 1, 7Wz z 1: O4 2 2 WDeD sR.1rr FINGER JOINIO PONDEROSA PINE, SO-0./3 L1IF k 8 INSmNG DOOR sarroU SWEEP W M QSV MAX WALL, 035' W L WALL LAW acir r T_ rs , WE= SIL B0If c aoarj jJ0Ma0. 051' DMUDED Yam WALL 7. 1 I FL-III000.4 I R W R W Building Consultants, The. B Consuldag and Snglneering Services for the Building Industry C P O. 9ox 231 vahlco, FL 33S9S Ptim c 813AS93197 Florio Board of PMrrAdoml Bndmas Certitimto otAuthmitWoo No.9g i3 Product Category Sub Category Manufacturer Product Name Svdngkig Therma-Tru Corporatlon Fiber Classic" I "Smooth Star' Ext"lor Exterior Door 118 industrial Drive OV Inewfng w/ and w/out 91dellto6 Doors Assemblies Edgerton, OH 43617 Fiberglass Door Phone (410)29a-1740 Non-lm act' Soup= This Is a Product Evaluation report issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.F_ (System ID # loge) for Themta-Tru Qxporatlon based on Rule Chapter No. 61Q20-3, Method ID otthe Stated Florida Pmduot Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entity Involved In the approval pmoess of the product named herein. LbNiadons: 1. This pmduct has been evaluated and is In eompllanoe with the 6th Edition (2014) Florida Building Code (FBC) structurel requirements Including the'Hlgh velocity Hurricane Zone° (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material ehail be beyond wall dressing or stucco. 3. When used In the'HVFO this product to required to be protected with an Impact resistant covering that complies with Section 1628 of the FBC. 4. When used in areas outside of the "HWO requiring wind borne debris protection this product Is required to be pfotocted with an lmpaot resistant covering that complies with Section 1600.12 of the FBC. S. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buok masonry construction. 6. Site conditions that deviate from the details of drawing FL-150DDA require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet I he water Infiltration requirements for the 'HVFIZ. Inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 46 degrees. 8. See drawing FLA600DA for size and design pressure limitations. Supporting Documents. I. Test R000rtTest Standard TEL 01460337-A,B,C ASTM D835.03,ASTM D1929-96 ASTM D2843-99 TEL 01460336-A,B,C ASTM D63F-03, ASTM 01929.96 ASTM 02843-N STTS00001 ASTM G20-86 16427-107362 ASTM E8+00a AT[ 87608.01-108-18 ASTM 131929.98 ETC 01-741-10701.0 TAS 202.94 ETC 01 741-10703.0 TAB 202-94 ETC 01-741-10693.0 TAB 202-94 TEL 06-1031-3 TAS 202.94 TEL 06-1031-4 TAS 202 94 Testing Labgp torn Stoned by Testing Evaluation Lab.,lnc. Lyndon F. Sohmldt, P.E. Testing Evaluation Lab -,Inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories ArOltecturai Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab ,lnc. Testing Evaluation Lab.,lnc. prowing No Prepared by No. FL 5000A RW Building Consultants, Inc. (CA #9813) q 'tE , SiLF l?/paoy Calculations Prenared by may V? f' t, i j% ` Anchoring RW BuQding Consultants, Inc. (CA#9813) 14 +` try ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. i Quality Assurance X Cettiflcata of Participation issued by National Accreditation and Management. rt :• 5_f TT ts` Institute , certifying that Therms Tru Corporation Is manufacturing products within a quality assurance program that complies with ISOAEC 17020 andShoot ti I of I Lon Hicks, VP Operations William E Fltdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. wed &Sealed by Lyndon F. Sohrrddt, P.E. Or F. Schmldl, P.E. Lyndon F. Schmldt, P.E. FL PE No. 43409 2/2l2016 CITY OF SANF BUILDING & FIRE PREVEN' PERMIT APPLICA Application No: Documented Construction Value: $ Zti -1 Cv 50, 00 Job Address: 40L3 +,1tyl.:ir '' " - (•;,,+ 1&5 Historic District: Yes [I No Residential[`} Commercial Parcel El): Type of Work: New 3 Addition Alteration Repair Demo Change of Use Move Description of Work: ?Oi t:r ti • 4 S FR -'1 h e Plan Review Contact Person: t?lo_ t> _ Title: Phone: Fax: Email: GKK I e I h% Property Owner Information Name Phone: Street: Resident of property? : i +4-1 City, State Zip: Contractor Information Name 2 9< LX-n, b t vi c, Phone: 2 Z-4 - 2:%4'3 - 3G Street: q 1 (3c iner,e 1 Fax: Lfo- City, State Zip: dl-i ona-a . State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMEI\ ECMENTMAYRESULTINYUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUSI BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBI AIN 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 installatio rk has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constrt ction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, llools, 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 Cod Revised: June 30.2015 Permit Application CE: fn addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be in the public records of this county, and there may be additional permits required from other governmental entities such as water ement districts, state agencies, or federal agencies. of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Tho 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 rder to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. Th4 actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, in ac rdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, cre it will be applied to your permit fees when the permit is issued. U\ NEWS AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be one in compliance with all applicable laws regulating construction and zoning. T Date Notary -State of Florida Date Signature of Contractor/Agent Date Print Contractor/Agent's Name Signature oY Notary -State of Florida Date PATS:# FFvM. COMMiSSIO12M EXPIRES, Aug5,2018 r a'Jrdee 7txu ratxy nr wa Agent is Personally Known to Me orersona y Known to Me or ad ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY is Required: Building Electrical Mechanical Plumbing Gas Roof Type: Occupancy Use: Flood Zone: Sq Ft of Bldg: Min. Occupancy Load: # of Stories: Construction: Electric - # of Amps Plumbing - # of Fixtures Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No ALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: June 30. 2015 Permit Application 1507 Slate Road 52 123 Miller Road' 9701 Bachman Road Established 1973 Orlando, FL 32824 www.RJKielty.comHudson, FL 34669 Valdco, FL 33594 i2ZoB407-855-2636 27-863-Wli 813-661-0707B State License # CF-0O203 42 R.J. KiELTY Page: 10 1 Proposal No: 717-13534 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Luminary - 1952 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 301/6 Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All be completed In a workman like manner according to standard practices. Any alteration or deviation b only upon written orders, and will become an extra charge over and above the estimate. AOfromspecificationsbelowinvolvingextracwillexecuted agreements contingent upon strikes, idents or la s nd our control. Owner to car fire,,ttornnado, 'and other necessary insurance. Our workers are Mar) Ily covered by workers compensatio nsuranc W l AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 DA YS. We hereby submit speciflcat esilmales for: Master Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated t Lev By Builder With Moen Chateau 64925 Chrome Faucet 2nd Beth Up 1 Tub Sterling Accord 6ox30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Prevenlers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 4a Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorl2ed to do the work as specified. Payment will be made ioutlinedabove. I agree to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of 1 1/2% will be added after days. Any sewer laps deeper than 41/2 feet or requires bacifioe or dewatering will be an extra charge. SIGNED:jn qa DATE OF ACCEPTANCE & PAGE Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ) `% a-} 7 Heron Documented Construction Value: S `) C- a Job Address: Lv oA3 I ;1 C4) f 1 1 1e ron Historic District: Yes No Parcel ID: Residential.0 Commercial Type of Work: NeZU Addition Alteration Repair Demo Change of Use Move 1DescriptionofWork: \ Q I ,t ) ` (1 n, rn n _Cn r I ) I r P Plan Review Contact Person: Phone: Fax: Email: Title: Property Owner Information Name ' icfS % eS Phone: Street: 06L 404 Resident of property? : NO City, State Zip: 1 ke Moru r-1 14 UA Contractor Information Name- mi r E-Phone: Ll L -I pL - Street: L 5 , C l-. Fax: i- i t;~% t D)--i7 04 City, State Zip: t_- ark'T 3 7,9 State License No.: >-6, n3ML Name: Street: City, St, Zip: Architect/Engineer Information Phone: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: St° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. 1 Signature of owner/Agent Date gnature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 17.i• 1 Vl Tint Contractor/Agent's Name WlQbo D)Jh7 Signature of Notary -State of Florida o...'H Date PAMELA S TERNUS Commission # GG 110622 ExpiresAugust 1, 2021 at. aaa.atnNrtwt,trtamrsenwn Contractor/Agent is Personally Known to Me or Produced 1D 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: UTILITIES: ENGINEERING: COMMENTS: FIRE: WASTE WATER: BUILDING: Revised: )une 30, 2015 Permit Application a CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ r)-Q416 4.746.00 Job Address: 4023 Night Heron Drive Historic District: Yes No Parcel ID: 17-20-31-502-0000-1850 Residential ® 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 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 Name Energy Air Inc (Robert Kulp) Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Resident of property? : NO Contractor Information Phone: 407-886-3729 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. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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 construct io n zoni 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 10/23/17 Signature of Contractor/Agent Date Robert Kulp Print Contractor/Agent's Name 1 1 10/23/17 Signature of Notary -State of Florida Date Notary PublittcggState of Florid MyraGommis M GG 14703r oro fret 1 1f2021 Contractor Agent n to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER 990AG data• 8/2/2017 V V V Tr. VVV1V 144708 Subdivision I Phase Bld L/U rLBILLTO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 185 4023 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 CITY/STATE/ZIP: Lake Mary, FL 32746 Job Address: City / State / Zip Sanford JFL 132773 1952 SModel/Bldg: Order Taken By: Job Contact: S Woolwine Equipment Brand: Carrier 14 Seer Heat PumP A/H-1 or Furnace FB4CNP030L00 R-410a A/H-2 or Fumac( Job Phone: 7077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: Date Required: CU-1 CH14NB03000G T'Stat: TH6220D1002 Filter Base N/A AHU Location 2nd FI Int Closet CU-2 T'Stat: Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency A/H-3 or Furnace A/H-4 or FurnaccMUSTBEACCURATEANDCOMP Heater or Coil Heater or Coil Bldg. Permit# Township: Sanford CU-3 T'Stat: Filter Base CU-4 T'Stat: Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency Zoning Brand: Hone-ell/Johnstone Zone Kit #1 Zone Kit #2 Thermostats Vent. Damper Y8150A1017 1 ZD1 ZD2 ZD3 EAI Pulls Permit: yes Builder calls inspection: yes EAI calls inspection: no Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Sti. 14 X Flue Pipe: X Grs.Stamped Returr 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 BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X S ecial Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description 03-Fabrication Labor Hours Cost 1.98 24.95 Rou hin $2,338.00 25.71 385.5804-Installation Labor 06-Piping Labor 6.881 116.88 Trim $2.338.00 14-Kitchen Vent Trim 1.225.2802-Materialfrax 01-Equipment/Tax 1.339.77 Permit $70.00 80.0009-Permit/Other 1.37 17.26011-Delivery Labor 20-Pull Material Labor 2.741 34.51 Total Contract: $4,746.00 2.501 42.5012-StartupLabor w Job M Ashton- Starlight Homes Energy Air, Inc Scale: Performed for. Page Lot 1851952 TL 6401 EnergyAir, Ct Rtgh17.0.08 RSUIU17013 2017 Orlando, FL 32810 117-A9:3 Sanford, FL 32773 Phone: 407-086-3729 ...hem Pmsenee of 185 1952 TL.rup wwwenergyalrcom GRenner@energyaircom level2 F-1 8 x 4wIG bed2 m bed 12 dm rvTa un 10 x 6• 77 dm 4- 1Ox6 1M= 105 dm x 4 1 18x8 Rrfml mb 8x4 8 7- 29 dm ST% 4F 4" C CMVTN FCFU 5" Sx4 14x, 41Cfm 10x6 70 dm S p Riser 12 " wic bed4 AHU ON METAL STAND 2.5 TON 240W 5KW HP R'8 4 35 m , 14x6 tOx6 T dm 14 x 24x18 899 dm bed3 Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1V Performed for , t' Page'z Lot 1851952 TL 5401 EnergyAir, Ct - WgnlsUde8s1 SU17 12017 Orlando, FL 32810 117-Ap 24 16:1 13 Sanford, FL 32773 20 serve of 185 196Phone:407-886-3729 ...hem Preservellot te5 t952 7L.rup wmenergyair.com GRenner@energyaircom N I 13.0' N 25.00' S 89.43'03" W U tD Z N O FAQ OLLo 3p4oix a IH CL a oin Z PCP BUIU DIiNG 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. FINAL BOUNDARY SURVEY VMNDNAM PRESERVE - LOT 185 a W in m N t 0 C ^ w hv o'a mz•o cn G 0 v e/ N m:3 LOT 184 I _ I 2 STORY CONCRETE RESIDENCE DRIVEWAY N 1 4023 NIGHT HERON s_o DRIVE T1h 1 1 1 " 0 ICONC WALK ; ^ 27.99' F E• 1 , Oz 1 i 29.0 W I -- tin --------------------- In 1 Ca W r—rwl msnc Droina a Utilities Sidewalk LB -Licensed uinessLEGEND:ADUSSD-Access BFP-Backflow Preventer Sight Distance Easement 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 D. .-Deed Book Water Meter O.R.- Official Records Book 04-Water Valve P.B. - Plat Book Y•j--Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk D -Electric Box FIFE -Finished Floor Elevation O-Utility Pole Cl -Curb Inlet Guy Pole GTI-Grate Top Inlet 0-Light Pole P.U. E.-Public Utility Easement Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS-No Comer Set (Falls in Water) m-Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U. E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK CVC4-Irrigation Control Valve P.K. - Parker Kolon Nail a -Sign SIR -Set 1/2" Iron Rod LB7768 WC4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod L87768 F11-11-Existing Grade FIP -Found 1/2' Iron Pipe L87768 a -Blow-off Valve FPKD-Found P.K. Nail & Disk L87768 -a.- -Drainage Flow Direction FCM -Found 4'x4' Concrete 0 -Proposed Design' Grade Monument PRM L87778 As-Built/Existinq Grad Note: Someitemsinaboveleamaynotbeaco_licable Description I Date I Dwn.ICk'd I P.C.IOrder No. M1 54.7' A PAD 10. 0 1 LOT 185 PATIO I o AREA = 6,900 S. F. t 54.7' 115. 00' S89' LOT 186 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE"; City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' WYNDHAM PRESERVE LOT- 18S SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERnCAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plot of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. LOT 215 SIR 0 y LOT 214 O SIR LOT 213 DIIVIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency' s Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "ii" DESCRIPTION: LOT 185, according to the plat of "V YNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Surve : 1 22 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described - property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Boord of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. / GeoPoint Surveying, Inc. mes D. Leviner : 86915 Drawn:MTP Checked:JDL P.C.: Data FlIe:BdssonEast-Plat FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. ................ NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date:1/27/ 16 Dwg:BrlmonEaet-Lol1E5 Order No.: ^ RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 11 E. Field Bk: