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Home My WebLink About2467 Waxwing Way 17-2810; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 25, 201 a q, ) BUILDING APPLICATION ##: 17-10000697 BUILDING PERMIT NUMBER: 17-10000697 UNIT ADDRESS: WAXWING WAY 2467 17-20-31-502-0000-1580 Ai 9 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: 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: 2467 WAXWING WAY / LOT 158 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT TYPE CALC UNIT TOTAL DUE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 Single Family Housing .00 1.000 dwl unitFIRERESCUEN/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT n r RECEIVED BY: AnAyA0. SrnV}hQ SIGNATURE: Sd1CJ6d PLEASE PRINT NAME) DATE: _A- ILO- (q) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND Y r ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. ICI LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: c1-19-1-'1 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 9' The specific permit and application for work located at: 39 1 Ni t- 1- ron L`1f Q, ::)q r-,e-A `d,,j 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 "day of , 200 l a , by t , who is ersonally known to me or o who has produced identification and who did (did not) take an oath. Notary Seal) a t Shayne Mange; o NOTARY PUBLIC STATE OF FLORIDA. Jy Comm# GG113111 Expires 6/21/202, Rev. 08.12) Signature rya -I Print or t name Notary Public - State of _ Commission No. My Commission Expires: as LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs G Date: i -- 1 - l a I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): Sf The specific permit and application for work. located at: stre A dress) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC15223 7 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing trument was acknowledged before me this 200 Imo, by Ord 4- 4 to me or who has produced _ identification and who did (did not) take an oath. Notary Seal) Rev.08.12) Signature Pclly of who is personally known n h'14- Print or t e name VK1Shayne Mangel Notary Public - State of _ oQNOTARY PUBLIC Commission No. aSTATE OF FLORIDA MyCommission Expires: Comm# GG113111 Expires 6/21 /2021 ei CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 9Jo Documented Construction Value: $ z9,3so.00 Job Address: Q LN-1 l-U4 xws lAJ a Historic District: Yes No Parcel ID: 1-1-ao- 3 j- 502 - O00 C) -1 B 0 Residential CommercialEl Type of Work: New R Addition Alteration Repair Demo Change of Use Move Description of Work:' S-r Plan Review Contact Person: :S t',' Title A)ev MiV C-,6a ; na}rt Phone: -I A- Fax: L 61- (x y -1-6-I0 0 Email: Property Owner Information Name any I Ah-t "me-,so rides L-L--C- Street: L-OS City, State Zip3 ( jS e\I 1 la-\ 300-h, Phone: k=D - - I a': - 0 l (_0 1 Resident of property? : too Contractor Information 6r i. n r'r t Name --a i i\} Phone: '---I - C Lv(- -)700 Street: 1 Gco 4 r u--6 6cl Fax: '--tO1- (2 `-1- U—[ 0 0 City, State Zip: - 3 D71 Woo State License No.: Architect/Engineer Information Name: Cyr cxl hev n -- )<.L-1 C Street: le., , I I Sd City, St, Zip: Y1'J\e", PA% Bonding Company: Address: BPS Phone: 2k 1 S- l L4 1p - $ D of Fax: E-mail: Ldn1 Mortgage Lender: _f\ 1A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature Je Agent Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Print Contractor/Agent's Name U -TVA Signature of Nota -State f Florid Date hayne Mangel NOTARY PUBLIC 4 STATE OF FLORIDA Comm# GG113111 E res 6/21 /2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature Date a1sl a- X-:-rzxpires NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 6/21/2021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building g Electrical Y Mechanical y Plumbingg Gas Roof Construction Type: J(j Occupancy Use: es Flood Zone: X— SiEe AZ7 D CAP Total Sq Ft of Bldg: 225 lq Min. Occupancy Load: lS # of Stories: 2 New Construction: Electric - # of Amps 1 5;b7 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No [A # of Heads APPROVALS: ZONING?UTILITIES: COMMENTS: ENGINEERING: 10-3 -11 FIRE: ok to construct single family home with setbacks and impervious area shown on plan. 221,0 Mao6.elkah - S, C-cL Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 4r 17,1S, Revised: June 30, 2015 Permit Application F CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 1-8 J o Documented Construction Value: $ Job Address: Q\L-N-1 U)J 4 xis i L U a Historic District: Yes NoU Parcel ID: 11- ap - 3 I - S 0' _ O () C-) - l Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: SY r» rnM'L j Title-evnli'i- Phone: Lttl - -[6%- 01 Lo I Fax: Ltt - ey 1-6-70 0 Email: 1n:e 1gr1 Property Owner Information Y-16 Name _-ffA-ny lac,,,-t- ",-n rs ° ri d4- L-L--C-- Phone: 1 LP 1 Street: 1L c1S ofA Resident of property?: City, State Zi 3 Sw e_ 11 5cc-L, Contractor Information Nameun'rrnL t 1 r-t- Phone: I a ' t 11c '- - L1'1- Z00 Street: 1 Gco 4 T v--4 y96 acl Fax: I-tl - (-e q - 0-1 C) C City, State Zip: -3 a-t LAlp State License No.: Architect/Engineer Information Name: 1y1u.1 hev n Street: Dn ct,`-A-y) `rYiano4t_ City, St, Zip:-)'\'nvz;\"" PA, Bonding Company: Address: 14k Phone: 'D, I S - C..oq to - $ 6 61 Fax: E-mail: Mortgage Lender: fJt% Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: Sth Edition (2014) Florida Building. Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 4--- q 1 r, Signature of Contractor/Agent Date Robert Willets W-414 `' 60' K C>t\2S1W- Signature of Not-StateA)€ayne aMangel Date APR NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 CE 191a E res 6/21 /2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature Date a151-n- wels)-Expires NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 6/21/2021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Flood Zone: of Stories: Plumbing - # of Fixtures. Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: Q I Z/-/ WASTEWATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application 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: 2467 waxwing way Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1580 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) OFFI Ii4L IJS EONLY" E.. q `' A i'aw Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 009O F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: W floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2810 Reviewed by: Michael Cash, CFM Date: October 3, 2017 o toA 1 vmw. sanfordfi.gov Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Landscaping in Right -of -Way Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone, 407.688.5140 Fax: 407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City' s regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction' s right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know what's below. size and location of the existing right-of-way and use shall be provided or application could be delayed, Call baforeyou dig. 1. Project Location/Address: 2. Proposed Activity: LIN Driveway ® Walkway Other: 3. Schedule of Work: Startt Date CompletionDate Emergency Repairs 4. Brief Description of Work: C 6 fi/t-lac Y-\0-- This application is fitted Property Owner. John Reny Signature: Print Name: Address: 0 n IA xz Phone: L--( 0-Oi uoI Fax: ' 'j'441- D-7W Email: e. D e: C1 1 Y- )-I lr rrnD . Maintenance Responsibilities/ Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right -of --way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shad remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, tosses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's rig ay. I have re an ndersta d e above statement and by signing this application I agree to its terms. Signature: Date: — i s This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering ( 0 ,. + ZA d Date: SiteInspected by: Date: Special Permit Conditions: November 2015 ROW Use Driveway.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: g -15 - n Project Name: t). lv v c b'1rarn e Y e- Project Address: `—T QX I S 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. Erie Korsten Print Na of e ant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 02/10/15) Robert Willets Print Hi Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # xl) h9_ , , 'Vr- Print Name of El. Contractor ignature of El. Contractor FC Ond3CP El. Contractor License # Progress Energy Florida Power and Light on l Product Approval Specification Form Permit # Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code'9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows &Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hung Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA, Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 3 NN 0 UU10N M WN10M N0 0NQ NN 0N N11/M Q0/0 Q{N0 00 0N THIS ^^~~^~°""`°' Name: StarlightGRANT MALOY, SEMINOLE COUNTYAddress: CLEkK OF CIRCUIT COURT & COMPTROLLER Br, 9006 Ps 1262 (1Pss) CLERK'S 2017103576 NOTICE OF COMMENCEMENT RECORDED 10/13/2017 02:43:31 pM W RE( "A RDIN6 FEES $10.00 State of F]oeda RECORDED BY hdevore County of Seminole Permit Number: Pmn||DNumher 17 2 3 ' The undersigned hereby o notice that Improvement will be made tncertain mu| pmpeMy, and in a000ndonoo with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OrPROPERTY: of the GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Audn000: 14O5Old Alabama Road, Guibe2OO Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name:- StarlightH Florida,LUC Address- 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State pYFlorida Designated by Owner upon whom notice or other documents may be served awprovided hySection 71o.vo(i)(m).Florida Statutes. Name: NA Address: maddition mhimself, Owner Designates NA Of Tvreceive ucopy mrthe ummvroNotice oxProvided m Section 710.13(1)(4.Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is I year from date of recording unless a different date |mspecified) WARNING TO OWNER. ANY PAYMENTS MADE orTHE OWNER AFTER THE EXPIRATION oFTHE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION-713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OFCOMMENCEMENT MUST as RECORDED AND POSTED OwTHE 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 OFCOMMENCEMENT. Under penalties of perjury, I declare that I have readthe foregoing and that the facts stated InItare true Florida Statute nm3(l)(9):'The owner must sign the notice mcommenoememand no one else maybe permitted msign mhis mher ad.' State of FL County of The foregoing Instrument was acknowledged before m, Name of person making statement omwho has produced Identification []type ofmentif Shayne Mange NOTARY PUBLIC STATE OFFLORIDA Cmnm#GG113111 BUILDING PERMIT Min Max 10 10 20 30 30 40 50 50 1000 60 70 70 1000 1000 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1 %-Z$10 Address: Z14(=;7 Inspection Descriptioi Foundation/Formboard Slab Lintel Sheathing — Roof Sheathing — Walls Roof Dry In Frame Roof Final Insulation Final Insulation Final Single Family Residence w Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 1 Electric Final P TMBINC"P RMiIT r_.KIM Min Max Ins ection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 far. 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 158 - 2260 SL Builder Name: Starlight Homes Street: 2.1p UQaxvsNlJ-JO' Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 V Permit Number _ 2 8 O CSANFr7 Owner: a It i° Jurisdiction: Design Location: FL,SanforCounty:: S ilh ( orida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2502.6 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft2 4. Number of Bedrooms 4 d. NIA R= ft2 10. Ceiling Types (1324.0 sqft.) Insulation Area 5. IS this a worst Case? NO a. Under Attic (Vented) R=30.0 1324.00 ft= 6. Conditioned floor area above grade (ft2) 2260 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 452 a. U-Factor: Dbl, U=0.34 150.00 ft2 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1324.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft2 b. Conservation features b. Floor over Garage R=19.0 275.00 ft2 None c. other (see details) R= 47.00 ft2 15. Credits Pstat Glass/ Floor Area: 0.085 Total Proposed Modified Loads: 64.68 PASS Total Baseline Loads: 65.54 fv 1 hereby certify that the plans and specifications covered by Review of the plans and O 'T14E S7,4 this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance G7ef or%` with the Florida Energy Code. PREPARED BY: Before construction is completed p DATE: L7y this buildingwill be inspected for Oi li . compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. 1, CAD with the FloridaEnergde. WE C J OWNER/AGENT. BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/20/2017 10:38 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 158 - 2260 SL Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2260 Lot # 158 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp 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 2260 19508.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1002 9318.6 Yes 5 1 1 Yes Yes Yes 2 Floor 2 1258 10189.8 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 1 109.3 ft 0 1002 ft2 0 0 1 2 Raised Floor Floor 2 ____ __-_ 47 ft2 0 0 0 1 3 Floor over Garage Floor 2 __-_ ___- 275 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1481 ft2 0 ft2 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 1324 ft2 N N 6/20/2017 10:38 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1324 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 E Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 33 6 9 5 315.5 ft2 0 0 0.6 0 3 N Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 4 N Exterior Concrete Block - Int Insul Floor 1 4.1 7 3 9 5 68.3 ft2 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 40 6 9 5 381.4 ft2 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft2 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 27 9 9 5 261.3 ft2 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft2 2 Wood Floor 1 None .39 2 10 6 10 19.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 2 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 11 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 3 N 3 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 4 ft 0 in None None 4 S 7 None Low-E Double Yes 0.34 0.26 60.0 ft2 1 ft 0 in 1 ft 0 in None None 5 S 8 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 11 ft 0 in None None 6 S B Vinyl Low-E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft2 411 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2276 124.95 234.98 3451 7 6/20/2017 10:38 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT QN RLF HVAC # Heat Cool 1 Attic 6 452 ft2 Floor 2 113 ft2 Prop. Leak Free Floor 2 cfm 67.8 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb Mar HeatinJan ] Feb Mar Ventin Jan Feb X Mar E X Ceiling Fans: Jul Auge Apr May Jun JulAug A r Ma Jun ri A rMaJunJulAu Sep Se XOct Nov Oct Xj Nov Oct [X Nov Dec Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 80 78 78 66 68 66 68 78 78 M 78 66 68 66 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 47 0 0 1 - Electric Heat Pump 1 - Central Unit 6/20/ 2017 10:38 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A No 10. Ceiling Types a. Under Attic (Vented) 2260 b. N/A Area c. N/A 150.00 ft2 11. Ducts a. Sup: Attic, Ret: Floor 2, AH: Floor 2 41.00 ft2 12. Cooling systems ft2 a. Central Unit ft2 1.000 ft. 0.258 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft2 b. Floor over Garage R=19.0 275.00 ft2 c. other (see details) R= 47.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: t Date: l_e._ Address of New Home: L t City/FL Zip:,.r L Insulation Area R=13.0 1212.50 ft2 R=4.1 1028.80 ft2 R=13.0 261.31 ft2 R= ft2 Insulation Area R=30.0 1324.00 ft2 R= ft2 R= ft2 R ft2 6 452 kBtu/hr Efficiency 36.0 SEER:14.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/20/2017 10:38 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 158 - 2260 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be 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 6/20/2017 10:38 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 158 - 2260 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2260 sq.ft. Cond. Volume: 19508 cu ft. Envelope Leakage Test Results Regression Data: 5 n: In Single or Multi Point Test Data 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 R402.4.12. 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: r 1) ` 6/20/2017 10:38 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY r EFFICIENCYi . BUILDINGFORCONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 158 - 2260 SL Street: City, State, Zip: Sanford , FL, 32773 Design Location: FL, Sanford Builder Name: Starlight Homes Permit Office: Seminole County Permit Number: 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) an,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 6/20/2017 10:38 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 h Project Summarywrightsoft" Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.cam Web: wmN.energyair.com For: Notes: Lot 158 - 2260 SL, Starlight Homes Sanford, FL 32773 Weather: Orlando Executive AP, FL, US Job: Starlight - Wyndham Date: 6/16/2017 By: Plan: 2260 S Magellan Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 F Inside db 70 °F Inside db 75 F Design TD 26 °F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 17353 Btuh Structure 15751 Btuh Ducts 3222 Btuh Ducts 5921 Btuh Central vent (47 cfm) 1319 Btuh Central vent (47 cfm) 900 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 21894 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 22572 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3073 Btuh Ducts 1244 Btuh Heatingg Coolingg Central vent (47 cfm) 1382 Btuh Area (ft2) 2310 2310 Equipment latent load 5699 Btuh Volume (ft') 20003 20003 Air changes/hour 0.41 0.21 Equipment total load 28271 Btuh Equiv. AVF (cfm) 137 70 Req. total capacity at 0.70 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO360000B Cond CH14NBO360000B AHRI ref 8068612 Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 9900 Btuh Temperature rise 28 °F Total cooling 33000 Btuh Actual air flow 1105 cfm Actual air flow 1105 cfm Air flow factor 0.054 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.80 Capacity balance point = 34 °F Backup: Input = 5 kW, Output = 16034 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-20 10:32:48 WI"1 htsoft• g Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCA ...Specific\Wyndham Preserve\Lot 158 - 2260 SL.rup Calc = MJ8 Front Door faces: N Job: Starlight - Wyndham wrightsoft Manual S Compliance Report Date: 6/16/2017 Entire House By: Energy Air, Inc Plan: 2260 S Magellan 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: WAW.energyair.com Project Informatiop For: Lot 158 - 2260 SL, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6'F Sensible gain: 22572 Btuh Outdoor design WB: 75.9'F Latent gain: 5699 Btuh Indoor design DB: 75.0'F Total gain: 28271 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 106% of load Latent capacity: 6713 Btuh 118% of load Total capacity: 30674 Btuh 109% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 21894 Btuh Indoor design DB: 70.0'F Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 151 % of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 4.7 kW 73% of load Temp. rise: 50 'F Meets are all requirements ofACCA Manual S. Entering coil DB: 78.3'F Entering coil WB: 64.4'F Entering coil DB: 68.2'F Capacity balance: 34 'F Economic balance:-99 'F 2017-Jun-20 10:32:48 wrightSOft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 A+CA ...Specific\Wyndham Preserve\Lot 158 - 2260 SL.rup Calc = MJ8 Front Door faces: N wrightsoft° Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: mwd.energyair.com For: Lot 158 - 2260 SL, Starlight Homes Sanford, FL 32773 Job: Starlight -Wyndham Date: 6/1612017 By: Plan: 2260 S Magellan 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 0.136 in/100ft 0.136 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length ( TEL) 206 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 Bath 2 C 135 6 7 0.162 4.0 OX 0 VIFx 27.8 145.0 st1 Bed 4 C 1528 75 78 0.185 6.0 OX 0 VIFx 21.5 130.0 st2 Bed2-A h 1865 100 86 0.162 7.0 OX 0 VIFx 32.6 140.0 st1 Foyer -A h 3062 164 88 0.175 8.0 Ox 0 VIFx 19.6 140.0 st1 Laun c 846 4 43 0.268 4.0 OX 0 VIFx 9.3 95.0 Loft c 2720 125 139 0.284 7.0 Ox 0 VIFx 3.5 95.0 bat c 213 5 11 0.186 4.0 OX 0 VIFx 20.3 130.0 st2 br3 c 1528 74 78 0.183 6.0 Ox 0 VIFx 22.7 130.0 st2 kit -faro h 3684 198 197 0.136 9.0 OX 0 VIFx 41.0 165.0 st3 kit -fam-A h 3684 198 197 0.137 9.0 OX 0 VIFx 39.3 165.0 st3 m ba C 441 20 22 0.241 4.0 Ox 0 VIFx 16.0 100.0 m br C 2136 94 109 0.245 6.0 OX 0 VIFx 14.4 100.0 We c 508 22 26 0.172 4.0 Ox 0 VIFx 28.1 135.0 st2 wic3 C 83 2 4 0.188 4.0 Ox 0 VIFx 19.3 130.0 st2 wic4 c 403 18 21 0.179 4.0 Ox 0 VIFx 26.0 130.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 666 574 0.136 623 14.0 0 x 0 VinlFlx st2 Peak AVF 196 217 0.172 492 9.0 0 x 0 VinlFlx st3 Peak AVF 396 394 0.136 504 12.0 0 x 0 VinlFlx st1 Bold/italic values have been manually overridden 2017-Jun-20 10:32:48 wrightsoft" Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 Ci% ...Specific\Wyndham Preserve\Lot 158 - 2260 SL.rup Calc = MJ8 Front Door faces: N r Return Branchn Detail .Table " 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 Matl Trunk rb3 Ox 0 1105 1105 0 0 0 0 Ox 0 VIFx 4 wrightsoft* Right -Suite® Universal 2017 17.0.08 RSU17013 ACCk ...Specific\Wyndham Preserve\Lot 158 - 2260 SL.rup Calc = MJ8 Front Door faces: N 2017-Jun-20 10:32:48 Page 2 4' VTW Job M Starlight - Wyndham Performed for: Lot 158 - 2260 SL 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" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017-Jun-20 10:32:54 m Preserve\Lot 158 - 2260 SL.rup level 2 AHU ON METAL STAND 3.0 TON 240V /5KW HP m br 1 0 x 6 18x8 109 cfm Loft 8x4 8x4 12x6 2243cf24x18139Cfm1105 cfm Tt) Sup CIS2 4„ 7"14 6— T i 6' M VTR 47 CFM Laun 4 „ 4' VTR O 4 TR ba2 4' VTR 8 x 4 ZhaII 26 cfm® x 4 4" 1 c wic 6 4'„ 6 „ 10x6 4" 10x6 78 cfm 14 x 6 78 cfm 14 x 6 8 x4 4 cfm WIC WiC4 bra 8x4 Bed 21 cfm Job #: Starlight - Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 158 - 2260 SL 5401 Energy Air, Ct Right -Suite® Universal 2017 17. 0.08 RSU17013 Orlando, FL 32810 2017-Jun-20 10:32:55 Sanford, FL 32773 Phone: 407-886-3729 m Preserve\Lot 158 - 2260 SL.rup www.. energyair.com GRenner@energyair.com RECORD COPY 2 S 1 07 rr Ell SANFORD 3 LW t FAA R " I 40 ail W Y p F Y 11 t to `- i Z2-Z-oO POINT OF WYNDHAM RESERVE . LOT 158 COMMENCEMENT PLOT PLAN NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) PCP S89'40'51 "W 606 15' CENTER, WAXWING WAY w POINT OF LINE 50' RIGHT-OF-WAYLn a' o BEGINNING CONC CURB PRIVATE ROAD) o ON N89.40'51 "E N89'40 '$1 "E l 6.00`/— tk 40.00' LiAT5!l-F l Ok to construct single family home with setbacks and impervious area shown on plan. LJi(o , LOT 159 N N w PROPOSED w DRIVEWAY 16.0' 6.0' Ja---- 20.7 M 6.0, s PROPOSED 1 STORY RESIDENCE 2467 WAXWING O WAY O Vi 2260 MAGELLAN w ELEVATION - S GARAGE - LEFT FFE= 29.4 LOT 158 AREA = 6.O i 4,400 F. 28.0 16.0 0 0 o A/C a o . 0 j PAD 10.0 o a w 0 PROPOSED 5' CONC SIDEWALK p U :_10' UTILITY EASEMENT (P_). LOT 157 LOT 176 S8940S1 '14/ 1 LOT 178 LOT 177 Jo a0 N N r- 0 11 o N H v 1 v a s Z tl v a s w I 00 cV c I J WYNDHAM] LOT I Propose Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE City of Sanford, Seminole County) Florida. Front = 25' Rear = 20' Side = 5' DIAIENSION NOTE: Proposed building dimensions shown hereon I are of the exterior. BUILDING LAYOUT NOTE: Contractor and owjner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will The at user's sole risk. LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows:4 COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West Fine of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 649.64 feet; thence N.89040'51"E., a distance of 576.00 feet to the POINT OF BEGINNING; thence N.89°40'51"E., a distance of 40.00 feet; thence S.00019'09"E., a distance of 110.00 feet; thence S.89940'51"W., a distance of 40.00 feet; thence N.00019'09"W., a distance of 110.00 feet; to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. PEP-Pool Equippmus'mess D:ent LB -Licensed BLEGENADUSSD-Access/Drainage/Utilities/$idewalk BFP- Backflow Preventer Distance Easement Survey Sight pRMPermanent Ref. Monument Reported PCP -Permanent Control Point ISDRDescriptionFP&L-Florida Power & Light P - plat FFE -Finish Floor Elevation D. B.-Deed Book Water Meter O. R.-Official Records Book m-Water Valve P. B.-Plat Book b'-Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Elev.- Elevation RCD4-Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver 1] -Telephone Box SW - Sidewalk E]-Electric Box FFE- Finished Floor Elevation 0-Utility Pole CI - Curb Inlet Guy Pole GTI- Grate Top Inlet Light Pole P. U.E.-Public Utility Easement E--Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride O-Storm Sewer Manhole NCS- No Comer Set (Falls in Water) G-Sanitary Sewer Manhole. SF - Square Feet Dwo -Electric Handhole D. U.E.-Drainage/Utility Easement Coo -Clean Out FMGD- MAG NAIL & DISK Kalon Nail CVRL4- Irrigation Control Valve P. K.-Parker SIR - Set 1/2" Iron Rod LB7768 r- Sign WDQ- Gate Water Valve SPKD - Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 Existing Grade F1P- Found 1/2" Iron Pipe LB7768 ol-Blow-off Valve FPKD- Found P.K. Nail & Disk LB7768 ----Drainage Flow Direction FCM- Found 4"x4" Concrete 0 0 -Proposed Design Grade Monument PRM LB7778 Note: Some items in above legen d As- Built/Existin Grad may not be appglicable P.C. IOrder No. REVISED AC PAD 1 9/06/17 1 JE I JDL I I Ij 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) LOT AREA CALCULATIONS LOT 4, 400 SQ.FT. LIVING AR EA= 1,002 SQ.FT. GARAGE 411 SQ.FT. PORCH 23 SQ.FT. DRIVEWAY 405 SQ.FT. PATIO 100 SQ.FT. WALKWAY 88 SQ.FT. A/C PAD 9 SQ.FT. IMPERVIOUS= 46. 3 % SOD 1= 2,362 SQ.FT. OFF LOT AREA CALCULATIONS R/W ;= 1,000 SQ.FT. APRON 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD 126 SQ.FT. TOTAL AREA AREA 5, 400 SQ.FT. DRIVEWAY 519 SQ.FT. SIDEWALK 288 SQ.FT. SOD 2, 488 SQ.FT. PREPAI,.ED FOR: ASHTON WOODS The property shown Emergency Monageme Rate Map Panel Numt ZONE: reon is on the Federal Agency's Flood Insurance 12127C-0765H. in Flood x„ DESCRIPTION: PROPOSED LOT 158, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 our Maitland, FL 32751 PI Q` g°°P RONLY Phone: (321) 270-0440 Y) Fax: ( 813) 248-2266 QY) Licensed Business No. LB 7768 sf . 6 GeoPoint Surveying, Inc. Pd mes D. alb4!DA,.. QQ." ORIDA PROFES$' 1QIER NO. LS6915 Drawn: MTP Checked: JDL I P.C.: Data File:BrissonFast-Plat NOT VALID WITMO 'fi r— SIGH RE AND THE ORIGINAL Date: 6/23/17 Dwg: Br=nEast-toti58 Order No.: r-- cn cr: Ai nc A MnDinA ru•cuccn cuRvrYnD Anon uAppm? SEC. 17 - TWN.20 S. - RNG. 31 E. Field Bk: RECORD COPY 1 -2810 P A CELECTRIC l\ LD ING Starlight Homes 2260Magellon, Wyndham Preserve SAN OR D LOAD CALCULATION June 9, 2017 I. HVAC LOADS INEC 2011 - 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.50 TON 6.30 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.97 KVA TOTAL LOAD FOR COMPRESOR @ 100% 6.30 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 11.29 KVA II. GENERAL LOADS tNEC 2011 - 220.82(B)(1) - (4)) LIGHTING 2260 Sq Ft @ 3VA/Sq. Ft 6.78 KVA sty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) 1 1.2 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(1) 0.80 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 12.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 37.28 KVA 1 ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.91 KVA SUB -TOTAL (GENERAL LOADS) {NEC 2011 - 220.82M) 20.91 KVA HVAC LOADS 11.29 KVA GENERAL LOADS 20.91 KVA TOTAL DEMAND LOAD {NEC 2011- 220.82(A)l 32.20 KVA MINIMUM SERVICE SIZE 134.16 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 EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode RECORD COPY 17 -2810 Boise Cascade ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEM', featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM." Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEMO So Simple? 2 Floor and Roof Framing with BCI, Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. Product Profiles, BCI® Architectural Specifications ......... 3 About Floor Performance, BCI® Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 e BC1® Floor Framing Details .......................... 5-6 BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8 - 9 BCI® Floor Load Tables ........................... 10 - 12 BCI® Roof Framing Details ........................ 13 - 14 BC!® Roof Span Tables ........................... 15 - 18 BCI® Roof Load Tables ........................... 19 - 23 BCl® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 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. 2 VFRSA-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. Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM® Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM® Closest Allowable Nail Spacing ............. 31 VERSA -LAM® Design Values ........................... 31 VERSA-LAM®1.8 2750 Columns, VERSA-STUD®1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover 1: VERSA -LAM- VERSA -LAM' VERSA -LAM' BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.8 2753 2.0 3100 1/2"T — 1Y" a 1 ,+, B 1'/"T" T 1%s'I 9'/z' 9'/i' 9'/2" a 3'/z" 9'/" , „ 11%11 , „ 11'/e' ,„ 14" % 14" iI: 3Yi' 3yz' rI, to 14" '1 P/8' / 14" / 14„ 16" 16 fit° to 16' = to 7'/d' t, 24" 16" 14" 16" 16" a I I 7' I-- --I I 1'/4' 2" 26/16' 29/16" 25/16" 3'/2 1W 13/4" 3'/i' 3'/i'to 5'/4' 1'/2', 1'/. Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2', 5'W 32 " and 1 RSA -LAM' prcduots shall be installed in dry -use applizations only, per'heir respect ve 'CC ESP evaluation reports 0 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 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 accordance with ASTM D5055 and listed damaged. 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. 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. lodces: The BCI® Joists shall be evalu- ated by a model code evaluation service. 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. THREE STAR * * * FOUR STAR * * * * MINIMUM STIFFNESSCAUTION CAUTION' ALLOWED BY CODE Live Load deflection limited to L/480: The Live Load deflection limited to L/960+: Live Load deflection limited to L/360: common industry and design community In addition to providing a floor that is 100% Floors that meet the minimum building standard for residential floor joists, 33% stiffer stiffer than the three star floor, field code L/360 criteria are structurally sound to than L/360 code minimum. However, floor experience has been incorporated into the carry the specified loads; however, there is a performance may still be an issue in certain values to provide a floor with a premium much higher risk of floor performance issues. applications, especially with 9'/d' and 1134" performance level for the more discriminating This table should only be used for applications deep joists without a direct -attached ceiling. homeowner. where floor performance is not a concern. Joist BCI® Joist 12" 16" 19 2"' - 24" 32" ' 12" , 16' 1 19 2" i 24' 32" 12" 16" 19.2" 24" 32" Depth Series 0,C. o.c. o.C, o.c. c.c. of O,C. o.c I O.C. j O.C. O.C. O.C. O.C. O.C. O.C. 4500s 1.8 16-117, r> 15'-6" , 14„8' 13 7" 11'_9" 11'-6" 11' 6" _ ( 10'-0" ( 10'-0" i 9•-7" 18'-9" 16'-8" ? 15'-3" j 13'-7" 11'-9" 5000s 1.8 17'-0" 16-0" 15-21.„ tr 14 `1" 12'-5" 11'-0" 11' 6" I 10'4" ' 10'-0' 9'-11" 19'-4" 17'-9 16-4" 14'-7" 12'-5" 9%i' 6000s 1.8 18-2" .``-16'-8" (,'_15-0' :' 14-0'. 13' a* 11'-0" 11' 6" i 10'-0" 10'-0" i 10'-0" 20'-2" 18-5" i 1T-5" 15'-9" 13'-8" 6500s 1.8 18-8" ... 1T-1" 16 1' .. 15'-0" "`,I '13'=8" -" 11'-0" S 11'-6" 3. 10'-0" 1 10-0" ',: 10'-0" 20'-8" 18 11" 17'-10" 16'-7" 14'-3" 4500s 1.8 20-0",- ;: 18'4" ; 17 3 [` 15 5 ' !, 13'=4" ' 15-6" 14'-T' j 13'-5" C 12'-6" 114" 21'-10" 18 11' I 17'-3" 1 15'-5" 13'-4" 5000s 1.8 20-9 -,T 19-:b ' 7 17-11' - 16 ;7 13'"4" 16 6' 14'-9' 13'-11". 12'-11" W-9" 23'-0" 20'-4" 18'-0" 16'-7" 13'-4" 6000s 1.8 21-7' 18 J 18 7 ' 17-4 r 14'-10"& 16-6" 0 15-4" 14'-5" 13'-5" ` 12'-l" 23'-10" 21'-10" 20'-0" 1T-11" 14'-10" 6500s 1.8 22'-2" a'ti 20-3" T 19 2 ?, 17 10"'{ t4-10"," 16-0" a 16-10" 14'-11" F 1T-10" 12'-7" 24'-0" 22 5" 21'-7" 18'-10" 14'-10" 60s 2.0 23 T'.,, : 21' 6" 204 ., 18'-11"`„ 16'=4" 18'-0" 16'-9" 15'-9'' 14'-0" '- 13'-3" 26'-1" 23 10 22'-0" 21'-0" 16-4" 90s 2.0 26-7" ' 24 msi` 22-10' 21w-0" p, 19 ' 19'-0" 18'-10" _ 17'-8" .: 16'-5' ° j14'-10" 29'-5" 26-10" ; 26-3" 23`-6" 191-4" 4500s 1.8 22 9' .20'-7" i' 13=11" ". 17 10" F 16-3" j 15'-4" 14'4" 13'-0" 23'-10" 20'-7" 18'-9" 16'-9" 13'-11" 5000s 1.8 23'4" `(, 21.. 7' `ii 20 21 j 18-0 13-11"" 18 6" 16-10" i W-11""" 14'-9" g 13'-5" 25-7" 22'-1" 20'-2" 18'-0" 1T-11" 6000s 1.8 24 6 '' 22'=5" • 21 2' i 19-0-.'' 15.=5" 19'-2" y 1T-6" 16'-0'' 15'-4" ': 13'-11" 2T-1" 23'-11" 21'-10" 19'-0" 15'-5" 14" 6500S1.8 26-2" ' 23'-0" ` ;= 21-0", k`, 20'-2" rj 15'-5" 19'-8'' 17-11" 16-11" j 15'-0' 14'-3" 27'-9" 25'-2" 22'-11" 20'-0" 15-5" 60s 2.0 a;. , 26 9'.':" 24 5" . It 23'=0" .16'" a _ 20'-11" 19'-0" ( 1T-11" 16'-7.15'-1" 29'-7" 2T-0" 25'-0" 21'-10" 16-4" 90s2.0 i.-30 1"- 27-5'-.:,=25'-101 23'-0" j 21'-4" 20'-0" 18-0' 16'-9' 33'-3" W-4" j 28'-7" 26'-0" 19'-6" 4500s 1.8 25'4" '. , 22'-6" j!. 20--l" •ii 17 11r `14'-1'm 19'-9" , 18'-0" 1T-0"15 10" 14'-1" 25'-5" 22-4- I 20'-l" 17'-11" 14,-1" 6000s 1.8 277.0" ",24-9'. 15'-9",, 21-71 19'-4" 18'-2" 16 11" 16-4" 29'-6" 25'-0" 1 23'-4" 20'-10" 16-9" 16" 6500s 1.8 2T-9" 25-4" 23'-11", 21'-1" 21'-9" 19'-9" 18'-8", 1T" i 15' 8" 30'-8" 26'-11" 24'-0" 21'-1" 15'-9" 60s 2.0 29-7 '", 27'-0" Ir,25'-0" , -"21 10' 16'-4" 23'-Z' "1 21'-l" 19'-10" 16-5" ' 16-4". 32'-8" 29'-10" j 27'-4" 21'-10" 16'-A" 90s 2.0 26-0" '' 23'-7" j 22'-2" 20'-6" 36-10" 3,3'-7- 3t'-8" 26'-2" 19'-7" 18'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action Qoists spaced at 32" o.c. require sheathing rated for such spacing - %" plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) m one _Hour Fare ResistiveAsse.mblr y; h•:. 17- ... .. ICC ESR 1336 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. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add 3%2' glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum %" sheathing STC=61 IIC=50 and 9'/2" glass fiber insulation to fire assembly: WhenNOTE installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated rood, applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only cr)nnectors,, fasteners It is not intended to show an actual house under wall above. that are approved To, use w'th construction. the C"wr'-'sponoin4 "wood tn"atment, NO MIDSPAN BRIDGING IS REQUIRED FOR BCI' JOISTS VERSA-LAMO header or an BCI® header. 11/2" knockout holes at FOR INSTALLATION STABILITY, approximately:L2" o.c. Temporary strut lines (1.x4 min.) 8' on are pre -punched. 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 2_1oo BCI® rim joist. See page 6. r..N, See page 7 for allowable hole sizes and location. BOISE CASCADE' Rimboard. VERSA -LAM® LVL beam. See pages 6 and 25. Endwall blocking as required per governing building code. For load bearing cantilever details, see page 9. BCI® Blocking is required when joists are cantilevered. BCI'Jois*s. VERSA-LA.M' and AL'.JOIST' must be stored icstalled a,,cl used in accordance -,v 'h the Boise Cascade E`A? Installation Gu;ae, budding codes, and to the exten' not inccns.stentwith the Boise Cascade DA9 [,-stallatio- GU de, usual and customary b—lding practices and standarcs. VERSA-L AM", ALLJOIS and BCI' joists must be wrapped, covered, and stored off of t"e around on stickers at all tames prior to installation. 'VERSA -LAW, ALLJOISTa and BCl Joists are intended only to, applications that assure no exoosureto:reacher or the elements and an enwonmetit :rhat s'ree from moistu,e fro any source_ a, any past, organism or substance wn -on degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA: LAMS'_ ALLI.CIS7, and BCF' Joist , accordance wit^ the Boise Cascade EWP linsiallat on Guide 01 4oid the limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCI`-JOISTS UNTIL ALL HANGERS, BCIeRIM JOISTS, RIM BOARDS, BCI;-- BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION, ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x- bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll- over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EVVP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCF° joists in the flat direction. VERSA -LAW" 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. Additional floor framing details available with BC FRAMER° software Dimension lumber is not suitable for Nail Boise 8 use as rimboard Cascade*' with BCI" Joists. Rimboard to BCI® Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim perpendicular to wall, each flange. board with BCI" Joists. consult design professional of record and/or local building official. F02- rr Use of BCI® wall for min is Top Flange or Face V One 8d nail Mount Joist Hanger each side at bearing Solid F.,." all po: from t i IVY minimum bearing to bea length (13/4" required for below 18" and deeper joists) VERSA -LAM" To limit splitting flange, start nails at least 11/2" from end. Nails may need to be driven at an angle to limit splitting of bearing plate. f . For load bearing wall above stacked over wall below). BCI" Joist blocking. t Backer block minimum 12" wide). Nail with Joist 10-10d nails. Hanger t Filler block. Nail with 10 - 10d nails. Backer block required where top flange joist hanger load exceeds 250lbs. Install fight totop flange. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. i Load bearing wall above stacked over wall below) Double BCI® Joist Connection Filler Block see chart below) Nailing 12" on -center Connection valid for all applications. Contact Boise Cascade EWP Engineering for specific conditions. LATERAL SUPPORT BCI® Joists shall be laterally supported at the ends with hangers, rimboard, BCI® rim joist or blocking panels. BCII blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor dia hragm per IRC in high seismic areas, consult local bui din official. MINIMUM BARING LENGTH FOR BCI? JOISTS Minimum end bearing: 11h" for all BCI®Joists. 3W is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report orthe BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. 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 Joist with 2-10d box nails, one each side of flange. BCI® rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI joisttosupport: 2-8d nails, one on each side of the web, laced llsinchesminimumfromtheendoftheBulkJoistto limit splitting. 2x6 Double Squash Block Vertical Load Joist Spacing [in] Size 12 . 16 19.2 24 20 i4463 3347 2789 2231 2x6 '; 7013 1 5259 i4383 3506 1. Squash blocks are to be in full contact with upper floor and lower wall plate. 2. Capacities shown are fora double squash blocks at each joist, SPF or better. Sheathing or rimboard closure BCI" Joist blocking required for cantilever. For load bearing cantilever, see pages 8Iand9. Uplift on backspan shall be considered in all cantilever designs. Sheathing to BCI® 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 forfloor diaphragm nailing specified at closer sppacing than IRC. Maximum bracing spacing forfull lateral stability: 18" for BCI® 4500s & 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into 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 I$enes Backer BlockThlckness; Filler BlockThlckness 4500s or 1/4" Two %" wood panels or 1.8 wood aanels_._____L___ 2 x 5000s 1/4" or 1/8" Two 1/4" wood panels or 1.8 wood panels 2 x 6000s 11/8" or two 1h 2 x +'A6" or wood panels___ 3h" w_ood_panel___ 6500s 11/8" or two 5/s" 2 x + %" or 1.8 wood panels 1/4" wood panel 60s2.0j lwoodr anels 2"wood16ane[ 9052.0 2x lumber Double2x_lumber Cut backer and tiller blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. BOISE CASCADE" Rimboard Note: BCI"floor i joist must be •J. designed to carry wall above when not stacked over 1 wall below. Blocking required underneath braced wall panels and shear walls, consult design professional of record. BCI® Joist Slope Cut Reinforcement Detail below restores original allowable shear/reaction value to cut end of BCI"joist BCI" Joist shall not be used as a collar or rafter tension tie. 2 x 6 :i r rah dar r hall LP Up r P 1 ra as^a or oth..ri71.0 b.ar.g,,a.:port 6 11 1 mitt Max. Ba13 Heel isee able 24" below 2x blocking required at bearing (not shown for clarity). 23/32" min. plywood/OSB rated sheathing as reinforcement Install reinforcement with face grain horizontal. Install on both sides of the joist, tight to bottom flange. Leave minimum V4" gap between reinforcement and bottom of top flange. Apply construction adhesive to contact surfaces and fasten with 3 rows of min.10d box nails at 6" o.c. Alternate nailing from each side and clinch. Minimum Heel Depth End Roof. Pitch Wall Bearin 6/12 7/12 8/12- 9/12 - 10/12 12/12 2 x 4 1 43/e" 2x6 33A" 33/c" 1 2s/+s" 1 2'/." 2'/16" 1 2%" WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI;JOISTS FROM THE WEATHER BCI' Joists are intended only forapolications that provide perntanetrt ptoteE'Bon frofz[ the ueatlter. 8m;1les ct prerfuE Should b2 ocvored and stored on' of t1le ground cn Stickers. BCI!D RIM JOISTS AND BLOCKING erbca oad apaclty• r lPlf) Depth 1, I Series, No W S t11 a W S m 91h„ 14500s 1.8, 5000s 1.8, 2300 N/A6000s1.8 6500s 1.8 4500s 1.8, 5000s 1.8, 2150 N/A 117/8" 6000s 1.8, 6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14" 60005 1.8, 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Location_v_Si.zin.g BCI® Joists are manufactured with 1'/i' round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension D of largest hole (knockouts exempt) D DO NOT • - see table below) 1 ( (see table below) cut or notch , Yf flange N 1®RiRiRiRi4Ri • isiReili i®ii Rir itRRNR• !•MRRR1R11R11RN1 RRR•aRRR. ••RR•,r•R•RRRRR•• rRR RRR•R • 1•N#NN HHfHH rRRRORO RRRR!RRRf RR RRR RfR iRRRRRRRIR•RR 1iR1R/ icwRR.ae:c• ..eee*eaeue+.ceR R. O 41 L— No holes (except knockouts) `— A lie" round hole may be allowed in bearing zones cut anywhere in the web. Imo. Do not cut holes Provide at least 3" of larger than 11/" clearance from other holes. round in cantilevers. Minimum distance from suDDort. listed in table below, is required for all holes greater than 1'/2' a t'° "-` a Round Hole Diameter ]in] 2- 3 i 4 i 5 6 6% 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7 a Any 1'-0" 1 -1" 1 5' 2'-1 " 2'-9" 3'-1" 3,75" 9Yz S[ft]n 12 1 -0" 1 2' L 2 2 3' 2 4'-2" 4'-8" (5 2 Joist 16 1 -0" 1 -7"' 12 11 4'-3 ' S'-7" 6'-3" f 6 -11 ' Round Hole`iDiameter[in], 2` 3 '4 i 5, 6 6'/z '' 7 'E°- 8 8'/a 9 10 11 12 13 Rectangular Hole Side 2 3_ 4 5 7 8 h 8 1 -0" 1 1" 1 5 1'-10 2 4" 2'-7" '2 10 3 4 3'-9" Any i 12 1'-0" 1-4 2 1 ' i2'-10 3' 7" 3'-11" 3 5 0 5' 8" Span 14 11 %" [ft ] i Joist i 16 1 -0" 1'-10" ;2 10 3'-9" 1 4'-9" 5'-3" 5 9 6 9 7'-7" 20 1'-1 2_3" 1 3'-6" 4'-9" 5'-11" i 6'-7" 7 2 8' S" 9'-6" Round Hole Diameter [in]! 2 3 4 5—6. 6'/2 7 8 T8'/a 9, 10 11 12 13 Rectangular Hole Side i Jin 2 3 3 5 6 6 1 8— 9 s 1 -0" 1 1 1 1 2 i. 1'-3 1 8" 10" ! 2 1" 2 6' 2'-10" 2'-11" 3'-4" 3'-8" Any 12 1'-0" 11'-1" 1 3 " 1'-10 1 2'-6" 2'-10" 3"-1" 3'-9" 4'-3" 4'-4" 5'-0" 5-7" Span 14" [i 16 1'-0" 1 1 1 8' 2'-6 3' 4" 3 9" 4'-2" 5 0 5' 8 5 10 6 8" 7 5" Joist 20 1'-0" i 1'-1" 1 2 1" 3' 2 4'-2" 4'-8" 5'-2" 6 3" 7'-2" 7'-3" 8'-4" 9'-4" 24 1'-0'" j 1'-4" 2'-6" 3"-9 5'-0" 5'-8" ! 6'-3" 7' 6'" i 8'-7" 8' 9" 110'-0"' 11 -2" Round Hole Diameter [in] 2 3 4 5 6 I 6'/z 7 8 8% 9 10 11 12 i 13 Rectangular Hole Side 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" ; 2'-5" 2'-9" 3'-2" 3'-7" 12 1'-0" 1'-1" 1'-2" 1"-2" 1'-3" i 1'-6" !,1'-10" 2'-5" 2'-11" i 3'-0" 3'-7" 4'-2" 4' 9" 5_4" Any Span 16 ft] ; 1'-0" 1 -1" 1'-2" 1'-2" 1'-8" 2'-1'" { 2'-6" 3'-3" 3'-11 i 4'-0" 4'-10" 5'-7'" 6'-4" 7'-2" Joist 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3"-1" 4 1 ' 4'-11 5'-1" 6 0" 7'-0" 8'-0" 8'-11" F 24 1"-0" 1'-1" 1'-2" 1"-4" 2'-6' 3'-1"' : 3'-9" 4'-11" 5'-11" 6'-1" 7'-3" 8'-5" 9'-7" !10. 9" y. DO cut in web area as specified Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1%" 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 /z' knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC® software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC® software. Large Rectangula.r.:Holes,in_ BGI°.mJoistsa Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Multiple Span Joist See Max Hole Size on Q hole Chart for Joist Depth 1 hJoistSpan-------Minimum 2xdiameter/ width of largest hole O -hkx Simple Span Joist VV 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 usin BC CALC® sizin software i Maximum Hole Size Joist Simple Multiple Depth Span• Span 9 /: 6" x 14" 6" x 12" 11 Y." i 8" x 16" 8" x 13" 14 10" x 17" 8" x 16" 16" 11 x 18" 12" x 16" 10" x 14" Q hole See Max Hole Size on hole r--rh Joist ---. Chart for Joist Depth—,,16Joist —' Span San ONON Multiple Span Joist 12'-0"Min---- Multiple Span Joist 12'-0"Min I Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. Reinforced._Load-._Bear_ng. Cantilever_ Table. Roof Total Load sf 35 45 55ocwr` C Joist S acin in wo w 16 19.2 24 - 19.2 24 16 19.2 24 24 0 0 O I 0 0 X j 0 X X 26 0 0 T 0 I 0 0 X 0 X X 28 0 0X I0!XIX X X X 30 0 0 X I O I X X X X X y 0 32 0 0 X _I 0 X X X X X_ 34 0- 0 X j 0 X X X X X 36 0 XIXIXIX X X X X 38 O X1X X, IX 40 0 X I X X I X (X X-.-X X -X.- XX X X 42 0 X 1 X i X( X I X 1 X X X 24 00 0 0 0 X 0 X X 26 0 0 0 r 0 j 0 X 0 ^X X 28 0 0[ 1' 0 ( X X X X X 30 0 0 1 0 1 X X X X X 0 X f 0 X X X X' X 0 34 0 0 iX X1X X X I X X 36 38 0 1 0 X X X OX _X XiX X X X 1 X I X X XX 40 0 X'1X- X X-aX X X X 24 0 0 0 0 1 0 0 0 I X` X 26 O 1 0 0 0 0I X 0X X 28 0 0 0 0! 0 0 -_0 0 0 00 X X_ X X_ X X _X_ _X _ 0 32 Z0 0 01X X X,X X co 34 0 0I X 0 (X X X X X_ 36 0 0 j X 1 0 X X X X X 38 0 01X X4X[X XIX X 40 010 1XIXiX1X XIX X 24 0 0( 0; 0 ( 0 0 O I O...-X 26 28 0 0 0 0 0 0 0 0 0 e----. 0 X X 0 X1 X 30 0 0 0' 0 0 0 X 0 1 X X o r32 34 0 0 0 0 1 0 0 00 OX X X 0; X X XIX_ X 36 0 0 X j 0 F X X_ X X X 38 0 0 X 0 [ X X X j X X 40 0 0 X( 0 X 1X X 1 XX 24 26 0 ` 0 i 0 0 0 0 0 0 0 0 WS M I 0 0_ X o 0X 28 0; 0 0 0 0 X 0` WS - X_ 30 0 0 1 0 i 0 j 0 X 0 tWS : X w 32 0' 0 1 WS 0 1 0 X_ O j X :. X 0 v 34 36 0 i 0 1 WS 0 0 0 r OWS '0 WS X X 0_ X X 0 X_ X 0 0 1 X i 0 X X X X X 0 1 0 X j 0 X X X X X_ 0 0 j X j 0 X X X{ X X 28 0 01 0 0 0 WS 0 0 1 0 0 1 0 1. 0 0 WS 0 1 0 1 00 0 0 t 0 WS 0 0 X 30 0 ... 0 1WS!O 0 1 0 t 0-1 X o 0 0 WS1>_0 0 1 0 1 X o 32 34 0 0 !WSJ 0 WS X O I X X 36 0, 0 WS 0 WS X 0 X-X 38 0 0 WS 0 WS X X s X X 40 0 0 1 1 ` 0 1 1 X X X X 24 O' 0 1 0 0 0 0 0 0 WS 26 0 0 0_ 0 0 o00 0_ 0 0 1 28 0 r..0 WS 0 -0- 3 _0 0 0 Po' O 1 0 WS 0 0 X o 32 0 0 0 0 j 0 10 `<WS: X 34 0 0 WS 0 1 0 1 0 1 X 36 38 0 0 ' WS 0 0 0 0 W S 0 0 1 X 0 X X O X X 40 0 0! 1 j 0 WS X i X X X BG10 Joists Roof Total Load [ sf 35 45 55 o ccnF= c Joist S acin in o mX -'1 16 119.2 24 1 16 119.2 24 1 16 119.21 24 24 0Y010 1 010 010101 26 0 0 1 O 1 0' 0 0 1 0' 0 X 28 0! 0 (0 1 0; 0 0 1 0 1 0 X 30 01010i0: 0 1 1 0 0FX o- 32 0 i_00 0 1_0 1 0 O X 34 1 0 010 0 0 X10, 1 X m 36 0, 0- j_0 j 0TO X 0 1 i X 38 0 0LO 00 X 0 1 1X 40 01 0 1 1 0 0 X 0 1 X X 24 0 0 0 0 0 1 0 0 0 1 26 0 0 1 0 0 j 0 0 0 0 1 28_. 0 .:.0 [. 0 O ... 0 WS 0 0 X 0 30 0 j 0 O 1 0 0 1 0 1 0 X a 32 0 0 0 O 0 1 0 1 X coo 34 0 1 0 0 0 0 X X 36 0 1 O WS 0 0 X 0 1 1 1 X 38 Oj0 1 010 X10j1X 40 010i110!1 X111X!X 24 0 1 0 0 0 0 0 0 0 0 26 0 0 j 0 0 0 0 0 0 i 0 28 0 1 0 0 0 0 0 j 0 0 30 0 0_ 0 1 0 0_+ 0 0 0 0 1 0 `0 N 32 0 j 0 0 0_ 0 0 I 0 1 0 rn 34 0 1 0 0 0 0 0 0 0 1 0 0 0, 0 0 O I O j 1 F380' 0 0'" 00 0 0 0 0 i 0 I 0 0 0 0 0 0 0 2 24 0 0, 0 00 0(0 0 WS 26 0 00 0 t 0 WSj 0 0 ,WS 28 30 0 _ 0 0 0 j 0 0' 0 1 0 0- 0 WS , 0 0 1 WS 0, WS X y 32 0 0' 0 i 0 0 WS j 0 TM I X 0 34 0 0 WS, 0 `: 0 1 1 0 WS I X v 36 0 0 WS 1 0 0 X 0 WS 1 X 38 O j 0 IWS 0 IWS X O X I X 40 0 0 WS 0 `WS X WS X! X 42 0 0 WS i 0 WS X; WS X X 24 O WSt 0 0 WS WS 26 00, 0 0 0 WS! 0 0 WS 28 0 0 0 0 1 0 WS1 0 WS[ 1 m 30 0 1. 0 1WS 0 1 0 WS} 0 Ms 1 o°r 32 0 1 0 IWS 0 0 WS; 0 'WS 2 34 0 0 WS O WS 1 i 0 WS X 3638 0 O IWS 0 WS 0 0 WSJ OWS 1 .. 0 WS X 1 (WS' X v 40 1 1 0 WS; 0 MS 2-IWS 1 X 24 0 0 f 0 0' 0 0 f 0 0 iWS 26 O' 0 1 0 0: 0 0 1 0 t 0 WS 28 OIO!0, 0 0 WSJ 0 WS 30 0 0 0 0 0 WS' 0 0 1 0 32 0 0 0 1 0 0 WS 0 WSI 1 0 34 36 0 0 _[ 0 1 0 0 0 1 0 ' WS 0 0 WS E_0 WS 1 W0 WS; 1 S 1 01 2 40 0 0 WS i 0 WS 1 0 1 1 2 24 O i 0' 0 1 0 1 0 0 1 0 0 IWS 26 0 0 L 0 0 0 0 0 0 WS 28 0 0 0 O I 0 WS 0 1 O WS 30 0 0 0 0 ( 0 1 WS 10 1 0 1 0 32 f 0 0' 0100WS=O WS 1 u) 34 0 0 0 1 0 1 0 WSJ 0 WS; 2 0 36 0 0 IWS 0 0 WS1 0'WS 1 2 381.1 0 0 !WSJ0 1 0 1 0 1 2 40 0 0 (WS 0 WSI 1 0 i 1 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/ 24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. N _ Roof Total Load sf oc cn 35 45 55 F`- c 6 ° JoistSacin in 4 0w 16 19. 2 24 16 19.2 24 16 119.2124 r 24 0 OO i 0! O 1 0 0 0 1WS 0 0 0 0 WS 28.......0 0 5.0 _ 0 0 0 WS 0. 30 0 0 11 0 O WS; 0_ 0 1 N32 0 0 1 0 0 1 0 WS 0 0 1 0 34 0 1 0 1 0( 0 ff 0 k WS 0 0 1 36 0 0 1 0 1 0 0 JwS 0 WS 2 41 38 0 0 1 0 1 0 0 1 0 WS, X 40 0 0 1WS 0' 0} 1 0 1 X 24 O 0 1 0 0` 0 0 0 0 0 26 0 0 0 1 0 0 0 0 0 0 t t 28 0 O ro ` 0 1 0 0 0 0 0 0 30 0 1 0' 0 0 0 0 0 0 0 N t-- 32 0 0 , 0 ' 0 0 0 -0 0 0 00 m 1. 34 0 O r0 0 0 0 0 0 WS 36 0 0 1 O 0 i 0 0 0 0 1 38 0 0 01 0 0 0 i 0 0 1 1 40 0 0! 0 1 0 1 0 0 0 1 0 1 1 24 ' 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 `WS 0 0 WS OR 30 ; 0 0 0 0; 0 {{l WS 0 WS WS i w 32 0 0 000 1 WS 0 WS 1 0 34 0 0 WS 0 0WS 0 WS X v 36 0 0 WS 0 0 WS 0 WS X 38 0 0 WS! 0` WS 1 0 WS X 40 0 0 WS 0 IWSi 1 WS WS X 42 ' 0 0 WS 0. WS , X WS 1 X 24 0 0 0 0 k 0 1 0 0 0 ,WS 26 i 0 0 -0 0 0 00 0 WS 28 0 0 0 0_._0 WS 0 0 WS 30 0 00 O01WS-0 0 WS 0 32 , 0 0' 0 0 0 WS 0 WS WS WS 0 34 0 0 0 00WS10360 0 WS 00 WS 0 WS 1111.111 38 i 0 t 0WS 0 1 0 WS 0 WS 2 40' 0 0 WS 0 ¢WSWS. 0 WS 2 241 0 0 0 0 0 0 0 0 WS 26 1 0 0 0 0 '' 0 0 0 0 WS m 28 0 I 0 0 0 0 WS 0 0 WS 30 0 0 0 1 0 1 0; WS 0 0 WS 0 0 W 32 0 0 0 0, 0WS: 0 WS 1 u0i 34. 0 0 0 0 0 1WS0 WS 1 to 36 j 0 0 IWS 0 1 0 WS- 0 WS I 2 38 E 0 , WS WS_0 WS 2 0 40 00 'WS 0 IWSWS 0 WS. 2 24 0 0 0 0 t 0 0 0 0. WS 26 0 0 0 0 0 0 0 0 WS 28 0 0- 0 0 0 0 0 0 WS 0 30 0 0 0 0 0 WS 0 0 WS I. m 32 0 0 0 0 10 , WS 0 0 WS 1' m 34 0 0 0 0 i 0 -WS 0 WS WS 36 j 0 0 0 0 0 i WS 0 WS 1 38 1 0 0 0 0 j 0 WS 0 WS 1 401 0 0 WS 0 0' WS 0 WS 1 24 0 0 0 0 0 0 0 0 0 26 1 0 0 0 0- 0 0 0 0 0 28 0 0 0 0 O 1 0 0 0 0 0 2 30 0 0 0 0 0 00 0 0 c N 32 0 0 0 0 `< 0{ 0 0 0 0 rn 34.,0 0 0 0 i 0 0 1 0 0 WS 36 0 0 0 0 0 0 0 0 WS 38 0 0 0 0 0 0 0 0 1 I 40 ! 0 0 0 0 0 i 0 0 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Veb Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... IJeb Stiffe crs Plus Two Reinforcers X .... Use Deeper Joists cr Closer Spacing um 2'-6- 2'-0- 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 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALCI software. PLYWOOD/ OSS REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood I OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC® software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC® software. 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ Structural Panel reinforcement BCI® Joist blocking required for cantilever block Uplift on back span shall be considered in all cantilever designs Nlon-Loa.d BearingWail _Cantilever__Deta iIs-- - .- SCI" 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 01WoodStructural2x Closure Panel Closure Seepage 6 of Eastern 2x8 minimum Specifier Guide BCI Joist blocking 70 Drywall Ceiling or Section view Wood Structural Back Span Maximum Ipanel Soffit Minimum 1'/z Times j 1/ 3 Back Span Cantilever Length Not to exceed 4'-0" Back Span Maximum 3' h" These details apply to cantilevers with uniform loads only. min. bearing i 1/3 Back Span possible to exceed the limitations of these details ItmaybePb analyzing YY9 not to exceed 4'- 0^ a specific application with the BC CALC® software. We. b.St.iffener_R- equ-i.remenis__ See Web StiffenerSmall Gap: Nailing W min.,- 2" max. Schedue chart Web Stiffener 3 2" min. Width 4" maxim Gap s Clinch Nails2" min. 4" max. TightFit WebStiffener required when concentrated load exceeds 1000 lbs Web stiffeners applied to both sides of theioist:veb Wit, For Lateral BCI® Joist i Capac tyl Restraint Minimum Series (Min. Thick) in Hanger Width 4500s 1. 8 i W, W. 25/16' 5000s 1. 8 i W, 25/16" 6000s 1. 8 25/16' 6500s 1. 8 I 1" or 1'/" 25/16" 60s 2. 0 V 25/16' 90s 2. 0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI® 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI° 6500s, double''%" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC° software. BCI® Joist Bearing Location Joist Series Depth End Intermediate 9'/2" 2-8d J 2-8d 11Ma 14' 2 8d 2-8d 3-8d _.. ... 5-8d 4500s 1. 8 16 2 8d - 6-8d 9'/2 2-8d 2-8d 5000s 1. 8 11'/a 2-8d 3-8d 14" 2- 8d 5-8d 9Y2' 2- 8d 2-8d 6000s 1. 8 11 Va 2 8d 3-8d 14" 2- 8d 5-8d 16 2- 8d 6-8d 9'/2' 2-8d 2-8d 6500s 1. 8 11Ya" 2- 8d 3-8d 14' 2- 8d 16 5- 8d Y 2- 8d 6-8d 11%11 2-8d 3-8d 60s 2. 0 14"2 8d 5-8d 16" 2- 8d 6-8d 11%11 3-16d 3-16d 90s 2. 0 14" 5-16d 5-16d 16" 6- 16d 6-16d - - Floor Load TablesA__ .__. Allowable Uniform Floor Loaf' pounds per •- @ BCI° 4500s 1.8 Series 1%" Flange Width BCI° 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 11'/" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/2' BCI® 5000s 1.8 ll%" 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 i Total Load 11 Load Live Total Load E Load 6 280 300 313 316 280 300 j 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 I 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 j 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 E' 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 j 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. tic's <, _"', Allowable Uniform Floor Load in pounds per lineal foot (PLF]) R 111sn"WRO Mg, t -fo G P 9 WaS 17MR, 9 M sr. 0 V NAfl BCII 6000s 1.8 Series BCIO 6500s 1.8 Series 2'/16" Flange Width 29/16" Flange Width 91/21 11%11 1411 1611 9%" 11%8, 1411 1611 BCI® 6000s BCI® 6000s BCI® 6000s BCI® 6000s BCI® 6500s BCI® 6500s BCI® 6500s BCI® 6500s 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Span Live i Total Live j Total Live Total Live Total Live Total Live Total Live Total Live Total Length Load Load Load Load Load Load Load Load Load Load Load Load Load Load Load Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 1 213 222 231 235 213 222 231 235 10 183 1 192 200 208 212 192 200 208 212 11 141 1 174 181 189 192 153 174 181 189 192 12 112 j 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 977 133 138 141 65 124 106 133 138 141 16 50 L98 81 125 117 130 132 54 109 89 1 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 s 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 1 99 78 109 104 111 20 43 81 62 96 83 106 47 1 89 68 104 90 106 21 1 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 I ew : p,:, rU, Span Lengtl 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI® 60s 2.0 Series 2'/16" Flange Width 117/8, 14" 16" BCI® 60s 2.0 BCI® 60s 2.0 BCI® 60s 2.0 Live Total Live Total Live Total Load Load Load Load Load Load 366 366 366 I 314 314 314 275 275 275 244 244 244 220 220 220 200 200 200 183 183 183 169 169 169 155 157 157 157 128 146 146 146 107 137 137 137 9-01 129 129 129 77 122 110 1 122 122 66 115 95 1 115 115 57 110 82 1 110 109 110 50 100 72 104 95 104 43 r 87 63 100 84 100 55 95 74 95 49 91 65 91 i 43 87 58 88 52 84 47 81 f 42 78 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. BCI® 90s 2.0 Series 3'/2" Flange Width 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. BCI° Rafters i • Structural ridge VERSA -LAM® or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min) 8 ft. on center maximum. Fasten A1, iZ71 Blocking or other lateral at each joist with two 8d nails i support required at end minimum. supports. I Blocking not shown ' i for clarity. WO SAFETY WARNING R01 F17-71R`05J Vl`)en irstailincg Boise Cascade E 'vl,/P products with trea`ed .vood, use only connectors `asterers that a-e approved for use ;kith the. corresponding wood tfeatment. BCI® Rafter Header Multiple BCI® Rafters may be required. DO NOT ALLOW WORKERS ON BCI' JOISTS UNTIL ALL HANGERS, BCI1 SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BC14P BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI'° Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) SCII Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer @ Max. 4'-0" o.c. 2'-6" o.c. or BCI° 4500s) 3'-0" o.c. or BCI° 5000s) Minimum Heel Depth F(See table at right) 12 Min. 6 " Rafter Strut o'r 14 rF "Web: BCI° 4500s/5000s/6000s/6500s Filler Ceiling Joist @ 24" o.c. Maximum 3%" Minimum Bearing 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking , Maximum Span Lengths Without Roof Loads 9'/" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20--0" 11W BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" if roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 s'G" 2'/s' 1W, 11%" 3Y2" 2%" 14" 41/2" 3'/z" 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'II top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 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. Additional roof framing details available with BC FRAMER° software 1 2x beveled plate for slope 1 Rimboard / VERSA -LAM® blocking. V" 1 greater than Ventilation cut: 1/3 of length, of depth* fitFlange VERSA-LAM® blocking. ntilation "V" cut: length, '/2 of depth 2x4 blocking TiFlange of BCI® Joists may for soffit support. 2 6" fobe birdsmouthcut only at sthe low end of the joist. Birdsmouth cut BCI® Joist Simpson VPA or USP TMP connectors or equal can mz Flan a of BCI® Joists ma be birdsmouth cut onl atlange gyyplate, must bear fully on web stiffener beusedinlieuofbeveledlateforslopesfromPthelowendofthejoist. Birdsmouth cut BCI Joistrequired each side. 3/ 12 to 12/1.2. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. Clod 1 Simpson or USP LSTA24 strap, nailing per 1 , Simpson or USP LSTA24 strap where slope 10d nails 2x4 one side for 135 PLF max. exceeds 7/12 (straps maybe required for rower at 6" o.c. 2x6 one side for 240 PLF max, governing building code. ® BCI blocking slopes in high -wind areas). Nailing per governing ghVERSA - LAM® LVL Holes cut building code. support beam. for ventilation. VERSA - LAM® LVL support beam. Backer block.° o Thickness per corresponding BCI® series. 2x block s BCI® blocking Holes cut ouble-beveled Beveled web stiffener 4'- 0" horizfor ventilation. wood plate. on each side. l Blocking on both sides of ridge may be required for 2'-6" horiz shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. L Double joist maybe Backer block L required when L exceeds i minimum 12" wide). 2•-0" rafter spacing. i Joist Nailwith 10-10d nails. max i Hanger Blocking as required. Nail i outrigger i through BCI° web. DO NOT bevelcutjoist filler block. Nail beyond inside face of wall, except with 10 - J.Od nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI® Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM®, BOISE CASCADE® Rimboard or BCI® Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI®Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCIT JOISTS Minimum end bearing: 1%" for all BCI®Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report orthe BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/ 5000s rim joist: 2-10d box nails, one each in the top and bottom flange. 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 joist with 2-10d box nails, one each side of flange. BCI® rim joist, rim board or BCI® blocking panel to support: Min. 8dnails@6" o.c.perlRC. 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 toBCIOjoist: 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/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series ' ac er ock ThicknQs Filler Block Thickness 4500s 1. 8 or 1/4" Two %" wood panels or 2 x wood gelsI - 5000s 1. 8 0% or Y' 4" woodor 2 x wood anelspanels6000s1. 8 11/s" or two %" 12 x +'/16" or S4" wood panel wood panelsI - 650Es2 two 5/ 3" panels 2x_+ 6/ s"or1/4"wood panel 60two'h" 2 anels90s2.0umber Tx +'/16" or K" wood panel j Double 2 x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCfz JOISTS FROM THE WEATHER BCI" Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI' Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI® Joists maybe birdsmouth cut only at the low end support. BCI® Joists with birdsmouth cuts may cantilever up 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. Maximum clear span in feet and inches, based on horizontal spans. BCI® 4500s 1.8 Series BCI® 5000s' 1.8 Series 13/4" Flange Width 2" Flange Width 9'/z" 11'/a' 14" 16" 9'/2" 11'/e' 14" BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 5000s 1.8 BCI65000s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 f 8/12 4/12 1 4/12 8/12 4/12 4/12 8/12 4/12 4/12 1 8/12 Load Load or to to or to to or to to or to I to or to to or to to or to to psf] [psf] Less 8/12 12/12': Less 8/12 +12/12' Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 ;12/12 Less 8/12 12/12 Non- 20 ! 10 23'-10'f 22'-6" 120AT 28 Y 26-9" 24'-10" 32 a 1 3 "i 28-3" 35 9 33-8" 1 31'-3 4 1 Oil 2T-5' 21'-9" 29'-7" 2T-11 25-11' 33-8"13l'-9 129-5" Snowrl 20 15 122 7 ( 21 <" 1 19 26' 11 25 3' 23--4 30 1 i 28 ' 26 6` 33-6 3' -10" 294 23 6 22-1 20 5' 28 0 26'4 24 4" 1 10'29'-11 27 7" 20 21 7 20-2" 3'7" 258` 24-0" 221 2 2'+2T-4" 20-t' 31 4' 30'- 27-1+0' 22-5' 21'-0'119'-4" 26-9' 25-0 23-0" 30-5 28'-5 .26-2" f 25_i 10_ 22-8 121 5" 19_11" 26-11" 25'-0" 23-8" 30 2 L29'-0" 126'-11" 32 3 31'-7' 129 10" 23'-7" 22'-4"'20'-9" 28 1 26'-7 24 9 28'-t" 215 21 7 i 20'4" 18'-10" 25 9 24-2" 22-5" 28 2' 1 2T-5" 25-0' 30 1 29'-4" 26-3' 22 6" 21'-2', 19'-7" 6-10' 26-3 23'-4" t'- 11"130'-2 30'- 3" 28'-8 26'-7" 12" j 30 1-10 21'-8" 20'-0" 19'-l" 26-9" 24'-5" 22'-9" 28'-3" 2T-9"126-11" 30-4- 29'-8" 28'-8" 22'-7" 21'-4" 19'-11' 6'-10" 26-5' 23'-9" 30'-4" 28'-11 `27'-0" O.C. Snow 30 i 15 20-4-1 19'-T' 18 2 24 5 23-0' 21-8 26 7 i25 11 124 T' 28 5 2T 9' 26 10" 21 7 20-5' 18 11' 25 9 24'47 28 6 27-8 25 8' 115% 40 ' e 10 19 8 18 11` 17 10 23 2 22 61+ 21 3' 25 3 24 11 24-2' 2T-0 26 8', 26 1' 20 6 19$' 1IT-7" 24 5 22 23- 5 ' 22 2 27 2 26 25 2', 40 15 50 10 19 5 t84" 1T 1 18 3 17 -0', 16 T 22 1 21 2 21$' 20 4 20 10' 19 9 24 1 23 1 23 T22 22 10' 11" 22 5' 25 8 24 B 25 2" 24 ' 24f 24 - 0 20 2 19 -0 19 1' 17 10' 18 Y 17 3" 23 8 22 -8 22 9 21 3 2l'-9 20 7 5 10 4 10" 264 24 1" 24 -6_+ 23 5 19 Z' ' 50,=, 951T-11 1714'1 16 3 20-0 20-0'- 4" 22 2 21-9''= 21 3' 23 8 23'-3" 22.-9 19 0 u18 1i t16-11' 1-10' 21'"5 120-2' 2T-4 '22'=10' Non- Snow 20 1 10 20 15 21'-7" i 20' 6' 18-11" 20-619 a" 17-9 25-9" 244 24-3" 22'- 6" 22 '1"1 21 1 29 3 27 i 2' 7" 1 26 " 25- 7" 24- 0' 31- 5" 29 C 30'- 7 287' 264' 26 7" 22'- 6" 214 21'- 3" 19'- 8" 20'-0' 18 0" 6'-10' 25 5 25'-4' 23'-6" 23'-10 22 0' 30'-6" 128'-9" 28 11 126-8" 27'-1 25 0" 125%20 20 19- 6 18' 3"fib-10" 23 3 21'-9' 2v'-0 25-4' T 24'-' 22-9` 27-1 26-2" 2-11"'20-4 19'-0",17 6" 24-3' 22'-8 20' 10' 27-2 5'-1Oil 23'-9" 25 10 20-0 (19 5" 18 1' 24-0 23 1" 21-0' 26 1 25-T' 24 5' 2T-11" 2T 4" 26 7" 21 4 20' 2' 18'-10' 25 6 24'-1 22 5' 28 1 2T 4 125 6" 25 j 15 19 7 ; 18 5" 1T 1' 22 4 21 9" 204" 24-4 23 9" f22 11" 26-0 25'-4" 24-5" 20 5 19'-2' 1T-9" 24 0 22-10 , 21 2 26 2 26-6 1 124 " 16" 30 10 19-7 ( 16- 7" 1T-0" 22-5" 22-0" 20'-7-124-5' 24'-0" 123 5' 26-1 26-8' 25-0" 20-5" 4 19'' 16-l" 24-1' 2T-1 ,21-6" 26-3' 25'-9'124'-5" O.C. Snow 30 15 18'-T . 1T-9" 16-6" 21`-1" 20'-T' 19'-7" 23-0" 22'-5" 21'-9" 24'-T' 24'-0" 234' 19'-7" 18'-6" 17'-2" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1"i 23'-3" 115% 40_! 10 40 15 1T-8" 1T- 1" 116- 2" 16'-10 16 -0 `1 15 6 20 1 19 1 19' 41' 19'- 3" 18 8', 18 2" 21 10 20' 10 217' 1 20 5" 21A" 19 10' 234 22 3 23-0" 21 10' 22 7' 21 3 18 7 18 1 17- 10"116- 10' 17 4 ' 16 1" 21'- 7" 20 6 2l'- 3 20- l" 20'- 1' 119 322 23 6' m 4 23'- 2 '22'- 8" 21 111 i 21 50 10 16 2 15 10" 1 15-0 194 18'-1" 1T 9' 19 11 19'-9" 19 5' 21-4 21 1 ` 20 9' 17 2 16 6' 15 8" 19 8' 19'-5 ,18 8" 21 5 21'-2 20-10'. f 50-'k 15 15- 0"I15'-3".; 148 1T,7 1T-3" 1610" t92' 16-10'i18'-5" 205" 29-1"i19.8" 168" 16'-4!'j15'-4 18 10'j18'6 18'-1";207"120-2, 19'-9" Non Snow 20 L 20_-- 1 10 15 2: -4 1 19 2' ( 17 9 19 3 18 1' 1e- 8' 24 2 22 9 22- 10' 21'- 2' 21- 6" 19 10" 26 1v 24 24-0"} 22-7' 125 1' 24'-1 28 B 26 5 28C" 25 B" 26 8' 24-8' 21 2 20 0 19 11 18 6' 18'-10 17-4" 25 2 3-10 23'-9 22 l" 22=5 20-8" 28 8 26 7' 27'-0 25 1" 25'-6 23-6' 22'-3" 125%1 20 1 20 184' 1T-2' ( 15-9" 21220 S— 18 9' 23-1 22'4' 21J' 24-B- 23-10' 22-9` 19-1 1T-10 16,-5" 22%9" 21'-4 .19-7" 4 10 23"-11 25 1 10 19'-3" i 18'-3" 1T-0" 21'-10" 21'-5" 20'-2" 23' 10" 23' 4" 22'-8" 25'-0" 24'-11" 24'-3" 20'-1" 19'-0" 17-4" 23' G" 22'-7" 2l'-l" 25'-7" 25'-1" 23'-11' 25 15 18'-0" 1T4" 16- 0" 29-5" 19'-10" 19A" 22'-3" 21%9' 20A0" 23'-9" 23'-l" 22'4" 19'4" IT-O" 16-8" 21'-11" 21'4"19'-11' 3'-10' 2T-3"+22'-5" 1o.C. Snow 30 10 30 15 18- 0i 11T-5" 1 16- 3" 16' 11 116-T' 15-0' 20 5 19 3 20-1'' 19 5" 18 9" 18 2" 22 3 20 11 21-11' 20 5" 214 19 10" 23 10 22 5 23 5" 21 10' 22 10 21 2 19 2 18 3 18'- 2' 16 11' 17 4 116 l" 224 20-8 21'-7 20 2" 20- 2 +19 2" 23 11 22 6 23'-6"122- 11' 22'- 0121 3" 115% 4010 16 2 15'-11`' 15 22 18 3 18.0" 1T-8" 1911 19 $" 19 3" 214 21-0" 20 7 17 4{ 16 -9 15 10' 19 -8 19'418 10' 21 5 21'4120 -8" 50-' 10 14914'6°r14-01" 168 166'162" 82' 18'-0.' MT195 193' 18ill, 15 0 15'148 17181 1T91175 97 194 1Q" 19 15'-2" 50 1 15 14'-l" [13'-10", lT-7" 16'-0" 15'-9'' 16 4" 1T-5" 1T-2' 1 16-9" 18'-8" 16 " 1T-11" 14'-ll` 14'-4" 1T-2" 16-11"116-6" 18'-9" 18'-5";18'-0"- Non Snow 20 10 20 15 18'-1v 11 G" 16.5" 1 ' 16 9"15 5' 22 0 20 s 21-1" 19 7' 19'-8" 18-4 24 0 22 l 23 '[ 22 21 4 20 r 25 7 23 6 25 0" 2 " 1' 24 3' 22 0' 19 7 18 6 18'- 6 17 2" 17'- 5 16 1" 23- 4 1 10 22'- 0 20 5 20- 19 2' 25 9 23 9 25%0 23-3' 23_121'- 9' 125% 20 20 18 8 tb'- 11"( 1 7" 18'- 11' 18'-3" 17- 5 24 8 19 € 1" 19-0' 22 1 21'-3" 20' 4' 17-8' 16'-7"15' 3" 20 4" 19' 8 18' 2"'22 2' 21'-5 20'-5" 25 1 10 1T-3" 116-10" 1 16-9" 19%6" 19'-2" 1 B'-7" 2T- 3" i 20'-10" 29-3" 22%9" 22'-3" 21'-8" 18'-6" 1 T-7" 164" 21'-0" 20'-7" .19'-6" 2'-10122'-5" 2l'-9" 25 15 16'-1" 16-7" 14'-10" 18'-2" 1T-9" 1T-1" 19'-10" 19'-4" 16-B" 21%3" 20'-8" 19'-11"r16-311 16'-8" 16-5" 19%7" 19'-1" i 18'-4" 21'-4" 20'-9" 1, 20'-0" 24" 30 ! 10 16 1 16-10" 15-1" 18 3 17 11" 1T-0" 19 1t 19- T' 19-l" 21 3 20 11' 20-5" 16'-10116-8" 19 7 19'-3 18 9' 21 5" 2V-O 120-6" Snow 115%I40 10 30 15 15 2 1414 9" 14'' 145 ti 14 2" 1' 3 11" 1T 2 16._ 16 9" 16-3" 16 V' 15-9" 18 9 1T 10 1T-T' 18'- 3" 1T 8" 1T-2" 29- 19- 0 19-6' 16- 9" 18 11'16-11 18 5' 14 11' 15' 14 7" 18 5' 17 7'4640 18'-0+ 17 5" 20 l" 19'-8 ; 19'-0" j15 138 13- 5" 131 15-0 1531410" 1611 16T' 162 18t 1T-9" 173' 14-5 14- 0 168 164'1511'1821710,1711 50, 132 130'129 14;11°14 163 161' 159 1T4 1T211610.142131_1137'160 14 101i57 175i17. 2 16 T 50 ,: 15 12 -T 6 12'-0" 12 -1 14-3" i14- 0 14'-0" 13 9" 15 7" t 5' 4" 14 -11 16 -0" 16'-0'` 15'-3" 13 6" 13' ;13'-0" 1'5 "11 14'-3" 9 6 -2" 15' ;14' 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. RQof -Span- Tables-___ Maximum clear span in feet and inches, based on horizontal spans. BCI® 6000s 1.8 Series 25/16" Flange Width 11%11 14" 16" BC1116000s1.8 RCI@.6000s 1.8 B - CIO 6000s 1.8 -BCIIII-610.00-s-1.8.- Live Dead 4/12 4/12 8/12 4/12 4112 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 26'-0" i 24'-6" 22'-9" 30'-11" 29'-2" 2T-O" I 35-2 33'-2" 30'-9" 38'-10 36' -7 341-T j Snow ZU 1b 24'-T 23'- 1 2 V-4" 29'-Y 27'-6" 1 25'-4* 3T-Y 31'-3' 28-10" 36'-9" 34 '-6" 31 loll 1259X 20 20 23'-__ 6" 22'-0" 20'-2" 2T-11" 26'-1" 1 24-0 31'-9" 29.9" 27'-4" 35'- 1 32-10" 30'-2" 25 10 24'-B" 23'-4" 21 -8" 29'-4" 27'-9" 1 25 10" 33'4" 31'-6" 294 36-10" 3410" 325 25 15 23'- 6" 22'-2" 20'-6" 28'-0" 264" 24'-5" 31'-10" 29Al 27'-9" 34'- 11 33'-l" 30'-8" 12" O.C. 30 10 23'- 7" 22'-4" 20'-10" 28'-0" 26'-7" 24'-9" 31'-11" 30--Z' 28'-2" 35'-l" 33'-5' 31'-2" Snow 30 15 22'-7" 21'4" 19, 4. 26-11 25'4" 23'-6" 30'-7" 28--10" 26'-9" 33'-0" 31'-11" 29'-7" 115%1 40- 1 10 21'-5" 20'-7" 19'-5" 26-6" 24'-6" 1 23'-l" 29-0", 27'-10" 26-3 31'4" 30A" 29'-0" 40 15 21'-1" 2' 6'_ _0" 18'-T' 25--1 23--9" 22'-2" 27'-11'l 27--1 25 '-2" 29'-10" 9- 0 lglolgl—1 8 F T'_ 2 8 21'-6" 26'-9" 25'-9" 1 24'-6" 28' 8" 28'-3" 27'-l" 50 15 ... 10., 17'-B" 19 18 2T_ 7" 2;F 21' -0" 25' 2573','- 23' 8" 2T -5" 27'4' 26'-Y,o- Non- 20 10 23'-6" 22*-2*' 20'- 7" 28'-0" 26'-5" 24'-6" 31'-10" W-O" 27'-10" 35'-2" 33*-2" I 30'-10" Snowl 20 15 22'-3" 20'-11" 19'- 4" 26'-6" 24'-11" j 2T-0' 30'-2" 28'4 26'-2" 33'-4" 31 '4' 28'-11 125' o F 2 20 21--Y 19'- 11" 18'-4" 25-Y 23-8" 21'-9" 28'-9" 26-11" 24'-9" 31 '-5" 29'-9" 27'-5" 25 10 22'-4" 21'-l" 191-81, 26'-7" 25-1' i 23'-5" 30'-3" 28W 26'-7" 32 -5" 31'-7" 29'-5 25 15 20'-l" 18'-7" 25'4' 23'-10" I 22--l" 28'-3" 27'-2" 1 25'- 2" 30'-3" 29'-5" 27'-9"--- 16" 30 10 21'-4" 21'-4" 20'- 3" 18'-10" 26-51 24'-l" 22'-5" 28'4" 27'4" 25'-6" 30'4" 29'-9" 28'-3" O.C. Snow 30 15 20'-T 19' 4" 1 1r-11- 24'4" 23'-0" 21-4" 26'-8" 26'-0" 24'-3" 28'-6" VAT 26 .-loll 115% 40 10 19'-5" 18'-7" 1 T-T 23'-l' 22'-2" 20'-11" 25'-5" 70. 2T-loll Y 27-2" 26'-9" 26'-2" 4015 19'-1" 18'-l" 16-10" 22''Z' l'-6" 20--l" 24'-2" 23'-8" '22'-10" 251-10" 254 24'-8" 501 10 81 l 17 0.1 '-T 16'-4" 21- 3" 20' fillW-6" 23-2" 22'-11," 24'-9" 24'-1 60 15 IT-11" 1T-1" j 16'-0" 20'4" 20'-0" 19'-0" 22*-2" 21'-10" 2 1'4" 23'-9" 23'4" 22'-10" Non . 20 10 22'-l" 20 10" 19'-4" 26'-3" 24--1 0" 23'-0" 29'-11" 28'-3 26-2" 33'-l" 31'-2!' 28'-11" Snow 20 15 20AV 19'-8" 18'-2" 24'- 11" 23'-5" U-7 28'-4" -T M-T 30'-8" 29'-5 27'-2" 125'/0 20 20 25 10 19-11" j 18A" 17'-2" 21'-0" i 19'- 10" 18'-6" 23'-9" 24'- 11 22'.3" 20'-5" 23'-7" 22'-0" 26-10" 254' 23'-3" 27'-8" 1 26-10" 25'- 0" 28'-8" 29'-7' 27'-8" 28'-11" 26-9" 27 25 15 20'-0" 18--1 0" 17'- 5" 23'- 8" 22'-5" 20'-9" 25-9 26-1 23'-7" 2T-T 26-10" 26-11" 19.2" O.C. 30 j 10 20'-l" 19'-0" 17'-9" 23'-9" 22'-T' 21'-l" 26-10" 25'-5" 24'-0" 2r-8"__ 2T-2" 26-6 Snow 115% 30 15 O 1, 107, 19'-3" 18'-2" 16- 10" 317j_-6" 16'-6" 22'- 4" l -3- 21'-7" 201- 01, 20 10 19'- 8" 24- 4 23'- 9" 22'-1 0 23'-2" 2 T i 224 26-0 24'-9" 25- 51, 24'-5" 24'-7" 23- 11" 40 15 1710 1 T- O" i 15-1 oll 20'- 2" 191-10" 181-101, 22'-0"----21'-T' 21'-0" 23'-6" 23--1" 22'-6 16'- 154- 2" 9 -3" 20'71 T R-6 2il- 7 50 1544' 16'-1 15--g- W-T 18'-3" 17'-1 9' 20'-3"' 19'-il"' 197 21'4' 21'-3" 20' -10' Non- 20 10 20'-6" 19'-4" 17'-11" 24'-4" 23'-0" 2 V-4" 2T-9" 26-2" 24'-3 29*-9" 28-11" 26'- 10" Snow 20 15 19'418'-2" 16'- 1 T 23'-U' 21--8" 20'-0" 26-8" 24'-8" 22'-9" 2T-5 26'-7" 26-2" 125% 20 20 18'-6" 1T-3" 15-11" 22'-0" 20'- 7 18'-11' 23'-11" 23-1" 21'-7" 25'-7' 24'-9" 23-7" 25 10 19'-5" 18'4" IT-l" 22'-8" 21'-10" 20-4" 24'-8" I 24-2" 23'-2 26'-5" 2510"25'-2" 25 15 18'-6" IT-5 16 -2' 21-2 20-719'-Y 23'-0" -5 2 V_8" 24'-8" 24'-0" 23'-2" 24" 30 1 10 1 8,-r, 1 r-7" 16'-5" 2 V- 2" 20'-l01. 19'-6" 23--l" 22-8" 22'-2" 24'-9" 24'-3 23'-8" O.C. Snow 30 i 15 1 r-7" 16-9 15'-7' 191- 111, 19'- 6" 18'-T' 21'-9" 21'-3" i 20'-6" 23'-3" 22'-8" 21!-11" 115% 40 l 16-9- 16'-2"---T 16-3- --19—'-0'—'-- 1-8' 8" 20'-8"' 20'-0" 26, 22'-l" 21A" 214" 40 j 15 15' 11" 15 7 j 14'-8" 18'-0" 1 T- 8" i r-2" 19'-8" 19'-3" 18l-9" 21'-0" 20'-7" 19'-8" 0 56'1 16-3 14'- 11 14' 3' 17'4" 17"A" 16- 10" 18'-1011 18'-8" 19-10" 19'-5" r-8— 1 15 14'-7" - 4"!' 14'4'l', 'l Till" 17'1__ 1W 3- 1 16'-lT' ad, '.Jlda • 0`3Jje Maximum clear span in feet and inches, based on horizontal spans. wil AM: BCl _,6500s -1:8 Series 29/16" Flange Width 9%" BCI® 6500s 1.8 11 V." BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to psf] [psf] Less ( 8112 12/12 Less i 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 1 20 10 26 -10" 25 3" 23'-6" 31'-10" 30'-0" 27'-10" 36 2" 34'-1" I 31'-8" 40'-0 37'-8" 35--0" Snow 2Q 25 -5" 1 23'-10" 22'-0" 30'-2" 28'-4" 26-1" 34 -3" 32'-2" 29"-8" 37'-10 35' 7" 1 32'-10" 1251/.2O 20 24'-3" 22'4' 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-T' 28'-2" 36'-1" 33'-10" 31'-1" 25 j 10 255" 24 1 22 -5" 30'-3" 28'-7" 26'-7" 34 4 30'-3" 37'-11 35'-10 ' 1 33'_5_ 25 15 24 3' i 22 10 21 2" 28'-10 27'-2 25 1 32'- 6" 32 9" 30-10" 28 7" 36'-2 34 1" 1 31 7' 30 10 24 4 t 23 0 21 612"" 28.11 27 -4" 25 6 32 10" 31 1" 29 0" 36'-3' ' 34 4" 32 1" O. C. 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% i 40 i 10 22 2 2 21 3 20 0 ' 26 -a 25'-3 23 10 29 11 28 8 (_ 1 ' 33 0 31 8 29 11" 40 15 21 9 ;, ; 20 7 19 3 25'-11 24 -6 22 10" 2. 7 27 10 '`r 25 11 31 ' S 30 9 28 8 '..- 50 > >' 10 20 6 ' `1 19 8 '! 18 8"' 24 4 23 4 ff22 2 27 8 ' 26 7"" I 25 2'' 30'-2 29 4 27 10 50 , f, 15 20'-6" t 19 -6" 18 -37 24'-4' 23'-2" 21 -8 27 0" '.;: 26 -4" 24 -8" f .. 28'- 11" 28 5" fj _27 3" ; Nor.- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25-3'" 32'-10" 30'-11" i 28'-8" 36'-3 34'-2" 1 31'-9" Snow 20 15 23'-0" ; 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26'-11" 34'-4' 32'-3" 29'-9" 1251/ 620 20 21'-11" I 20' 6" 18'-11" 26' 1" 24' S" 22' S" 29' 8" 27'-9" i 25'-6" 32'-9" 30'-8" 28'-2" 25 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' oc 25 15 30 0 r 10 22 0 20 8 19 2" 22 0' ` 20 10' 19-6" 26' 1 26'-2 24'-7 24'-9' 22 9 23 1" 29 -8" 27 11 25 11' 29 9 28 2" 26 4 31'-10 30' 11 28 7 31'-11 1 31 2 29 1'- Snow 30 15 21 -1" 19 -111, ' 18 -6" 25'-1 ' 23'-8" 22 -0" 28 -1 ' _ 26 -11" 25'-0.1 30'-0 ' 29'-4" 27 -7" 115% i 40-1 10 20 0" I' 19 3 ' ' 18'-2"' 23'-10" 22'-10" 21 7" 26 9 ' 26-0" , 24 6'' 28 -7 i 28 2 ' 27 1" 4015 19 9 18 8 ' 17 5 23 4" 22'-2 20 8 ' 5 24 11 'A 23 6" 27 22 26 8 25 11 50 -,,i ` 10 • 18 6 ;°'x 1T-9' 16 11 22' 1 ' 21'-2 20 1 ` 25 24 5 G24 1 22 10` , 26111 50 4, " 15 18'-6" E 17 8" i 16'-67 21'-5" 21'-0" 19'4" 23 -F' 23'-0"' , 22'-4" 25';0 ` -24 7 1' -24 -0" -> Nan- . 20 ! 10 22 10" ` 21 6 _ 20 0" 27'-1 25-7 23 9 30 -10" i 29'-1" 27 -0"' 34'-0 32 1 ( 29 10" Snow 20 15 21 7 j18 9" 25' 8 24'-1" 22 3 29 2" 27'-5" 25'-4" 32'-3 30 3 27 11 o " -- 125 to - - - 20j20 20'-3" 20'- 7" 19'- 3" 17"-9" 24'-6" 22'-11" 21'-1" 27 -10" 26'-1" 24'-0" 30'-2 28'-9" ( 26'-6" 25 10 4- 21 8 ' 1 20'-6" 19 1" 25'-9" 24'-4" 22'-8" 29 1 ' 27'-8" 25 -9" 31'-1 30'-6" 1 28 5" i..._. 25 15 20'- 8" 1 19'-5" 18' 4" 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 10 E 18 9" ; 17 5" 23 6 22 -3 20 8 25 7 25 0 23 6 27 -5 26 9" 25 11" 115% 40 ( 10 18 10' 18 1 17-1"' 22 4 21 5 20 3 24 4 24 0 23 0' 26'-1 25' 8 25 2' 40 15 18 6 i 17 6 16 -4" 2 21 3 20 - 10 19 5 23 2 22 9 22 1" 24'-9_ 24' 4 23 8 _{ 502' 10 17 5 16 8 § 15 10 20'-5 19 -10 18 10 y22 3 22 0 21 5 23 ,9 23' 6 j 23 1 5015 17 -3 ' ;' 16 7 • ° 15'-6'j 19'=7' ' 19'-3 1,8 -5 '21'-4" 1 21 -0 '-; P 20 6'- 22'-10 ' 22. 2 , ,,. 1 -2 Non- . 20 i 10 Snow. 20 15 21'-1" 1 19' 11" 18 6" 20 0 18 9" 17 4' 25-1" 23'- 9 23'- 8" 22'- 4 22'- 0" 20 7" 28 fi 26'- 11" 25-0" 27 0 25' 5" 23 5" 31'-4 29'- 9" i 27'-7 28 11 28' 0" fi 25 11" 125°lo t 20 i 20 19 -1' 1 17 -10" 16 -5" 22'-8" 21'-3"' 19 -6" 25 3 24'-2" 22'-2" 26 -11 26-0" 24 -6" 25 10 20'- 0" I 18'-11" .' 17 8" 23'10' 22'-6" 21 0 26 0" 25'-6" 23'-10" 27'-10 27'-Y 26'-4" 25 ; 15 19'- 1" i 18 0" 16 8" 22'-3 21'-5 19 10 24 3' 23'-7" 22'-6" 25'-11 25'-3" 24'-4" 24" 30 ' 10 19'- 2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" ; 22'-11" 26' 0" 25' 7" 24'-11" O.C. Snow 30 ! 15 18 4 17 4 ' 16 1 21'-0 20'-6 ' 19 1 22 10 22 4" 21 7 ' 24 -5 23' 11 23 1 ' 115%° 40 ', 10 17 5 : 16 8 ` 15 9 u 20'-0 19'-8 1;8 9 21 9 21 5"' 1 21 0' 23'-3 22' 11 r 22 3" 40 15 16 9_16 2 15 1" 19 0 18 '7 18 0 20 8 20 4 19 3 21'-7 20 9 19 8 50 210 16 1 15 5 14 8" 18 3 18.0 17 5 19 6 19 0 ; 18 5 ' 19'-10 19 5 i 18 9 50r 15 15 5 2 14 4 a 3 1615 A1 ", 17111 '", 17 4" + 16 6`1, 18,`.-3, 1.7.r 8 15 <", , 17a 78' , C 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'/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Maximum clear span in feet and inches, based on horizontal spans. Is' IWO BCI® 60s 2.0 Series7I1'1."RCCIO6Os2.0 BCI® 90s 2.'0 Series 21/16" Flange Width 31/2"_Flafnge Width 14" BCI® 60s 2.0 16" BCII 60s 2.0 11Y." BCIII 90s 2.0 14" BCI® 90s 2.0 16" BCII 90s 2.0 Live Dead 4112 4112 8/12 4/12 4/12 8/12 12 4/12 8/ 24/12 U 8/12 4/1-2-1 4/12 8/12 4/1 1 8/124/12T Load Load or to t 0 or to to or to to or I to to or to to r to to psf] [psf] Less 8/12 .12/12 Less 8/12 s 12/12 Less 1 8/12 12/12 Less 1 8/12 112/12 Less 8/12 12/12 Less 8/12 112/12 Non- 20 10 34'-1" 32'-2" 29--iol, 38'-9" 36'J" 3T-11" 4Z-11" 40'-6" 37'-7" 39'-0"'36--10- 34'-2" 44'-Y 4V-9" 138'-9" 49'-0' 46'-3'' 142'-1 1" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38--3" 35'-3" 4" 1 X-C 125% 20 20 30'-10" 281-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 351-3 i 33'-0" 30'-4" 39'-11", 37'-5"I 34'-5" 44'-3" 1 41'-5'! 38'-1 25 10 32'-5" 30'-7" 28'-6" 36A 0" 34A 0" 32'-5" 40A0' 38'-7" 35-11" 37'-1 " 135'-0" 32'-7" 42'-0' -39'-8"!136'-11" 46'-6" 44'-0"140'-11" 25 15 30'-11" 29'-V 26AV 35'-2" 33'-l" 30'-7'* 38AV 36'-8" 33'-11" 354" 33--Y. 30A 0" 40'-1" 3T-9" 34'-11" 44'4" 41'-9" 38'-8" 12" 30 10 31'-0" 29'-4" 27'-4" 35' 3" 33'-4" 31'-l" 39'-0 36'-111 T-T'E 31'-4" 38' " 35'-6" 40'-2 -0 44' -6 42--l" 39'-4" O.C. Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3-1 32'-9" 34'-0"j'32'-1"129'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3"137'-4" 115% k-40 40 10 28'-2" 2T-0" 25'-6" 32--1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3 j30'-11"'I 29*-2" 36'-6" 35'-0" 33'-l" 40'-6" 39'-10" 38'-10" 37'-9" 36'-8" 35'-2" j 15 50 10 27'-9" 26'-1" 26'-3 25'-0" 24'-6" 2T-9" 31'-7" 29'-8" 29'-10" 28'-6" 27'-10" 27'4' 34 -11" 32'-11" 33'-1 31'-6" 30'-10' 29'-1 V 31 -9" 30'-0" 28!-0" 29'-10"128' -8";27'-2" 36'-0" 34'-0" 31-9" 33'-10" 32 '-5"1'30'-10" i- 37' 6" 35- 11" 34'-2" 50 If 15 26'-1 24'-10" 23'-3" 29'-8" 28'-3" 26'-5" 32'--11"131-4- 29'-Y 29'-1 2i 7 26'-7" 0"! 33'-10' 32'-T i, 30--l" 3T-6' 35'-8" 33'-5" Non- 20 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35-4" 33'-4" 31'-0" 40'-1 " 13T-1 01 35'-1 " 44'-5" 141'-1 1"j'38'-11 Snow 15 29 '-3" 27'-6" 25'-5" 33'-4'* 31'-Y 28'-10" 36'-11" 34'-8" 32'-0" 33'-6"' 31'-6"' 29--V 37--11`135'-8"!32 -11' 42 -0;- F9'-6'j X-6` 20 11 20 27'-11" 26'-2" 24--1" 3V-9" 29'-9" 2T-4" 35--2" 32--11" 30t-4" 27'-6" 36'-2" 133'-111, 1 31'-2" 40-1-1 1 3T-7" 1 34'-7" 25 10 152515 29 28 '- 4" 0" 27'-9" 26'-4" 25'-10" 24'-5" 33'-5" 31'-10" 31'-7" 30'-0" 29'-5" 27'-9" 37--0" 35'-3 34'-11" 33'-2" 32'-7" 30 9" 33'-T 31'-9" 29'-7" 32'-0" 30'-2" 127-1 1 38'-1 36'-u. 33'-6" 36'-3 34-2"1318" 42,- 2" 402 39'-10" 1 37'-10" 37--l" 1 35'- l" 16" O. C. 30 1 10 28'-l" 26'-7" 24'-10" 31' -11" 30' -Y 28'-2" 35'-4" 33'-6" 31'-Y 32'-l" 30'-5". 28'-4" 36'-4" 34'-5" 32'-2" 40'-Y' 38'-2 35'-8" Snow 30 i 15 26'-11" 25'-5" 23'-7" 30'-7" 28'- 26'-10" 33'-11" 32'-0" 8" 30'-9" 29--0ll. 27'-0" 34'-10 32'-11 30'-7" 38'-7" 36'-5" 33'-10" 115% 40 10 25'-6" 24*-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10" 29'-2" 29.-2" 28'-0" 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2" 3T-Y 40 15 25'-1" 23'-9" 22'-2" 28'-7" 27--1" 25'-3" 31'-8" 30'-0" 27'-11" 28-4-127'-2"! 25'-4" 32'-7' 30 10' 28'-9" 36--l" 34'-2" 31'-10" 75-6 10 123'J" 22'-8" 21'-6" 26-10" 5,_g" 25'-9", 24, 6,, 6'. 291, 28"-7" 2TAV, 27'-0" 25'-11 "1'24!-7' 30'-P',I' 'T-5'1 -27'-11" 33'-'11" 32'4 T' 30' 5O—1 5 23'--7" 22'--6" 21'0" 26'-10"-25=-7jT3 11-1--28'7" 2T-8" 26' 5" 27259" i 24'-1 " 0" 30'-7"j —29-2- 127 -3' 33'-11"j 32'-4", 30'-3" No n- 10 29'- l" 27'-5" 25'-5" 33'-0" 31'-2" 2 28'-11" 36'-7" 34'-6" 32'-0" 3T-Y 31'-4"'! 29'-V 37'-8" 35'-6" 41'-8" 1_39_'_-_4" it 36'-7" Sn Snow No 15 31'-3" 29'-5" 27'-1 " 34*-8" 32'-7" 30'-1 31'-5" 29'-7" 2T-Y 35-8" 33.6" 30' 11 3T-6-1 37--l" fj3-4V--3-' 125% 2 0 J- - 2-0- 122'-7" 29'-10 L27'-1 1 25'-8" 33'-0" 30'-11" 28'-6" 30'-0"1 28'-V i25'-10" 34'-Tti1-16 2 9'-- 3 37'-8" 1 35'-3" 32'-5'? 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8_" 27'-7" 34'-9" 30'-7" 31'-6" 129'-10", 27'-9" 35'-9' L3 -10"1 3 9'-7" 37'-5" 34'-11 3-2'- 25 15 26'-Y24'-9" 22'-11 29'-11" 28'-2" 26'-1" 33'-1" 32'-10" 31'-2" 28--11.- 1 3071`;-j- 3 28'-4" 26' 4 -'- -1 -" 32--129'-9" 3-7'--9--"- 19.2" 30 10 26'- 4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6"133'-2" 31'-5" 29'-4" 30'-1"j28'-7"ji26'-8" 34'-2"132'-4" 30'-2" 37'-10" 35'-10" 33'-6" O.C. Snow 30 1525'-3' 23'-10" 22'-2" 28'-9" 27--1" 25'-2" 31-10" 30'-0" 27--11" 28%10"27'-3 ' 25'-4" 32'-9" 30-11", 28'-8" 36'-3 34'-3" 31'-10" 115%- 46--'-F 1-0 72470--- 23-10-1' 21.-9" 27-3" 26'-2" 24'-8" 30'- 2" 29'-0" 27'-4" 27'-5" _26-4'124'10" 31'-0" '-1 28'-2" 34'-5" 33'-0" 31'-2" Oi" 15 0 io 23' 7" i r-;22'- 22' 4" 2i'T20'- 10 26'- 10" i57: F 25'-5" 24'-- 2-'-'_-23'- O" 23'- 8" 28'-1 " 25AT 27'-0" 26-Y 25'- 7" 24'- 5" 26'- 11"125- 6' -10' 123' 11 25' 4"' 24'-4" 23'-1" 30'-7" 28,11"127'- 0" 28'-E 26'-2" 33'- 10" 3T —10"--3 32'-l" OW" 29'-11" 29'-l" 15 2'-2" 21'-2" 19'-9"' 23' 9" 23'-0" 21'-11" P 23-'-9", 2i;-V21'-11" 25-74" 24'-2" 122'-7" 28'--8" 27'-5"1,25'-7" 29'-8" 28-8 27'-5" No 20 10 26!-11 25'-5" 2T-7" 30'-7" 28'-10" 26'-10" 33'-11'' 32'-0" 29,-B" 30'-9" 2GT-O"I 27'-0!' 34-1 0" 32' -111 30--7- 38'-7"t 36-5" 0-1 Snow 20 15 2-0- 25'- 6" 2-4'- 3", 2T- 11" 22'- 1-.28'-I- r'j27'-2- 20'-1'1' _ 25--2" 32'- 1" 30'-7-"- 30'-2" 28'-8" 2T-10'! 2?'-I j 27'- 4"i 25'-Y 33'-D" 31'-0" 28'-8" W-7" 34'-4 319 125% 20 2-2-'-T' 127 26'- 4" 27'-9" Ii 26'-0" 23'-11" 31'-5" 29'-6" 27'-1" 34'-10"1 321-8 ' 30A" 25 I 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 1271-71, 25'-9" 33'-1" 31'-4" 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21-- 3 27'-8" 26--1" 24'-2" 30-4- 28'-11 26'-9" 27'-10"' 26'-3"' 24'-4" 31'-6" 29 9 '27'-6" 34'-11" 32'-11" 30'-6" 24" 30 10 24'-5" 23A" 21'- 7" 2T-9" 6 3" 24'-6" 30'-9.1 29'-1" 27'-2" 27--11 26'-5" 24'-8" 31'-7" 29'-11"128-4. 36-0" 33'-2" 31 -0" O.C. Snow 11 30 15 23-4" 22'-1 20'-" 76iO 26'-7" 1- 23'-4" 27'-4" 26'-l" 2471',' 24'-5 26' 9" 25'-Y' 23'-5" 30'- 3" 28'J"I 26'-7" 33'-7". 31'-B" 29'-5"- 5% 40 21'-3 24_9F 24--1" 22'- 10" 21'-1" 24-9" 23 1" 25'-4"I 24'-4"! 23'-0" 28'-8" 27-7- 26*-1*' 30'-11" 30'-0" 28'-101" 40 1 15 21'-10" 20'-8", 19'-Y 22'-5" 21'-6" 2Z-5" 21'-6" 20'-5" 24'-11 -23'-7" 22'-0' 27-9" 26' 8"125'-0" 28'-0" 26'-11" 25'-6" 50 10 IFY-F W, F ji, 9" 20- 8 OT 8, 6 5" 22'-6" 21'-5" 25'-T 24'-11 24' 1 25' 9"' 25*-2" 24 - C 50 15 171`6 f 4. 1, 1 8-'#' IT-6" 23'-,4" -22'4' 120',, f,[' 22- -9"!,2 %8", 23 21'-10" Roof L_o_ad_ Tables_4 -_ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) t Use of these tables should be limited to roof slopes of T/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 4500s 1.8 Series 13/" Flange Width 9'/2' BCI® 4500s 1.8 11 %8" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- I Non- i Non- Non - Span Snow Snow Snow 1 Snow Snow Snow Snow Snow Length 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 6 315 i 343 338 j 367 353 383 356 387 7 270 294 289 i 315 302 329 305 332 8 236 257 253 275 264 287 267 290 9 21A 228 225 245 235 1 255 237 258 10 189 205 202 I 220 211 230 214 232 11 172.. j 187 184 200 192- 209 g 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 j 169 162 i 177 164 179 14 108'. 118 107' 139 151 151, 164 152 166 15 94` 102 88 121 131 141 153 142 155 16 83 T 90 73 106 115 126 137 133 145 17 73 - I 80 61 . -- 94-- 102 111 121 125 136 18 65' 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 f 97 102 111 20 49 i 49 38 68 74 63 80 87 92 100 21 43 43 33 61 54 73 79 83 90 22 56 67 61 47 66 i 72 76 82 23 j 51 54 42 61 i 66 69 75 24 47 48 37 56 60 r_ 54 ` 64 69 25 43 43 32 51 1 56 48 59 64 26 47 L 42 54 59 F__.___ 1.______.- 51 27 E 44-' j 48 38 50 54 28 41 44 34 47 51 46 29 -- i 43 47 41 30 40 44 37 Total Load values are limited by shear, moment, or deflection equal to L1180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. G:" .'As...Fle..' - 5 r )V,rl, ,`2Jio Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 91/2" BCI® 5000s 1.8 11M8" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Snow Non -Snow , Snow Non -Snow Snow Non -Snow Length 115%) 125%) U240 115%) (125%) L/240 115%) 125%) L/240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 202 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 . . ... . .. ... ......... . ..... ..... . .. 162 177 I .......... .. 14 125 136 120 144 157 1 151 164 15 109 118 98 135 147 141 t 153 16 95 104 81 122 133 132 143 i 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 1 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 47 50 38 Allowable Uniform Roof Loa pounds per •• Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 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 Deflect. Non- Non- f Non- Non- I Span Snow 1 Snow Snow i Snow Snow Snow $ Snow Snow Length 115% 1( 25%) L/240 1150/6i 125% L/240 115% 125% L/240 115% 125% L/240 6 360 i 392 375 ; 408 390 424 398 432 - 7 309 336 322 i 350 334 364 341 371 8 270 j 294 306 293 318 298 324 - 9 240 261 281 250 272 260 283 265 288 - 10 216 j 235 225 j 245 234 254 238 259 - 11 196 + 213 204 ; 222 213 231 j - 217 236 12 180 { 196 187 204 195 212 199 216 - 13 166 180 173 I 188 180 183 199 - 14 145 j 158 135 161 175 167 196 182 170 185 - 173 15126j137111150163156' j 169 159 16 111 I 121 92 140 I 153 146 i 159 149 162 - 17 98 j 101— 78- 126---- 137 137 i 149 140 152 - 18 86 i 86 66 112 i 122 108 130 141 132 144 - 19 74' 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 108 I 117 119 129 - 21 55 55., 42 83 90 69 98 107 112 122 - 22 48-48 36 75 I 79 60 89 97 88 102 111 - 23 42 42 I. 32 69 i 70 53 82 I 89 78 93 101 - 24-- 61 61 47 75-- 81 68 86 93 - 25 54 54 42 69, i 75 61 79 86 - 26 49 j 49 37 64 j 69 54 73 79 - 27 43 43 33 59 I 63 I48 67 73 28 i 55 57 44 63 65._._.._. 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 I oists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) I Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 11%" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non-Non- SpanSnow Snow Snow 1 Snow i Snow Snow Snow Snow Length (1150/0) (11250%) L/240 (11115%) (1125%) L/240 _11159%/. 12roll L/240 (115%) (125%) L/240 6 360 392 375 1 408 390 424 398 432 7 350336322 334 364 341 371 4- 8 270 294 281 306 293 318 298 3 - 24 9 24-0-1 25 272 260 283 265 288 10 216235 225 234 254 238 259 11 196 1 213 204 1 222 213 231 217, --- - ---- 236 12 180 I 196 187 1 204 195 212 199 216 13 166 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 i 121 150 163 156 -.15-9 - - ---- - - ---- .. ..... . .... . 16 123 132 101 140 153 146 159 149 162 17 --1-091 111 85 132 144 137 149 140 152 18 94 1 94 72 125 135 i 118 130 141 132 144 19 80 80 61 1122101 123 134 125 136 20 69 69 53 101 1 110 87 117 127 119 129 21 60 60 1 46 91 99 76 108 118 113 123 22 52 1 52 40 83 87 1 66 99 107 96 108 118 23 46 i 46 35 76 76 58 90 98 84 103 112 24 41 1 41 67 51 83 316790 74 95 103 25 60 60 45 76 83 66 87 95 26 53 I 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 I 56 56 43 65 70 57 51 51 39 60 66 52 31 46 46 35 57 62 47 42 32 53 56 324243 33 50 51 39 34 47 47 36 35 43 I 43 33 Span Lengtl 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 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 BCI® 90s 2.0 Series 25/16" Flange Width 3'/i' Flange Width 1'/" BCI® 60s 2.01 14" BCI® 60s 2.0 16" BCI® 60s 2.0 I117/8' BCI® 90s 2.01 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Non- Non- I Non - Snow Snow Snow Snow Snow Snow 0 1 0 0 0( o 0 413 449 413 449 413 449 354 385 354 385 354 385 309 336 309 336 309:I 336 275 299 I - 275 299 275 299 247 269 247 269 247_ 269 225 245 225 245 225 245 206 224 j - 206 224 206 224 190 207 190 207 190 207 177 192 177 192 177 ( 192 165- 179- 165 179 165 179 154 168 i - 154 168 154 1168 145 158 145 158 145 158 137 149 137 149 137"1 149 130 141 123 130 141 130 141 123 134 106 123 134 123 , 134 118' 121 92 118: 128 118 i' 128 106 106 81 112 12.2 112 i 122 93 93 71 107 117 103 107 11 117 82 82 63 103 112 91 103 112 73 73 56 99 106 81 99- 107 65 65 50 94 94 72 95 ! 103 58 58 44 85 . 8565 91 99 52 52 40 76 76 58 88 96_ 47 47 36 69 69 52 85 ! 92 43 4343 32 62- 62 47 82 _I - 84 56 ' 56 43 76 76 51 51 39 69 47 47 36 69 63 j 63 43 43 33 588 58 53 53 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. Non - Snow Snow o o 507__ 5_51 434 472 380 ' 413 338 367 304 330 276 300 - 253 ,' 275 234 ! 254 217E 236 202 ' 220 190 , 206 178 194 k 169 €' 183 160 174 152 165 J 144 ' 157 138 1 150 132 136 120 120 107 k 107 96 --96 87 86 86 78 77 77 ; 71 70 ' 70 64 63 63 58 57 ° 57 , 53 52 52 48 48 8 44 44 1 44 41 40 40 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. Non - Snow Snow' o [ o12-40- 510 555 437 ( 476 1 383 416 340 306 ! 370 333 278 302 255 277 235 ! 256 218 238 204 1222 208191 180 ! 196 170 i 185 161 175 153 166 134 145 1158 118 139 151 104 133 1 144 92 127 138 82 122 1 133 73 117 128 65 113 123 59 109 "--1610 ' 53 100 { 1 100 48 91 91 44 82 82 40 75 ! 75 36 69 69 33 63 63 31 1 58 58 Non - Snow : Snow 514 559 441 ' 479 385 i 419 343 372 308 ' 335 280 305 257 2279 237 ' 258 220 1239 2055 223 192 1209 181 197 171`, 186 162 176 154 167 147 - 159 140 152 134 145 1_ 28 139 117 123 134 104 118 129 94 114 124 84 110 1 '119 76 106 1 115 69 102 . 111 63 99 ; 108 57 96 101 52 92 ' 92 48 85 ` 85 44 1 78 i 78 102 93 85 77__ 71 65 59 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. BCI°_ Desig n _P.ro.Pe0i BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 106 lb-in2][Ibs] K x 106 Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1':' Bearing No WSI'I WSizi 3'/ Bearing No WSI'I i WSIzI 3'/ Bearing 5%' Bearing No WSi'I WSi2i No WSI'I WSIzI 9'/ z 2.1 2360 155 5 1475 950 1125 1125 11275 2100 2350 2525 2750 4500s 1. 8 11% 14 2. 4 2. 7 3025 3585 260 380 6 8 1625 1825 950 i 950 1425 1525 1425 1450 1475 1 1725 2250 2850 2525 3000 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 5000s 9'/ 2 11% 2. 3 2. 6 2725 3485 175 295 5 6 1475 1625 950 i 950 1125 1425 1125 1425 1275 1475 2100 2350 2525 2750 m_ . - 2250 2850 2525 3000 1. 8 14 16 2. 9 3. 1 4130 4715 430 580 8 9 1825 1975 950 _ 950 1525 1625 1475 1500 j 1725_ 1975 2350 3050 2525 3200 2400 3200 2525 3350 9'/ z 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 i 2700 2750 6000s 11'/e 2_8 4060 335 6 1675 1175 1425 1425 i 1475 2500 2850 2900 3000 1. 8 14 3.1 4815 490 8 1925 1175 1525 1525 j 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350, 2950 3350 6500s 9'/ z 11Y8 2. 7 3. 0 3505 4495 220 36_ 5 5 7 1575 1675 1175 1175 1375 1425_ 1375 1425 1425 14_ 75_ 2400 2650 2700 2750 25_ 00 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 11Y8 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 i 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 90S- 117/ 8 14 4. 3 4. 6 9550 11390 675 980 7 - 8 2150 2350 1425 1450 1850 1950 1800 1850 1950 _. 2150 3375 3700 4000 4350 3400 3850 4100 4450 2. 0 16 4.9 13050 1330 9 2550 1475 2150 1900 1 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel 1._0 Glue Lines Narrow Face), ' 384 EI + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb-in2] K = shear deformation coefficient [lb] Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wde Face Nailing Parallel to Glue Line ( Narrow Face) O.C. Spacing inches End of Joist inches O. C. Spacine End of Joist inches inches 8d Box ( 0.113"o x 2.5") 2 11/2 4 1'/2 8d Common ( 0131"o x 2.5") 10d & 12d Box (0.128"o x 3", 3.25") 2 2 1'/ 2 1'/2 4 3 4 16d Box 0.135"0 x 3.5" 2 1'/2 4 3 10d & 12d Common & 16d Sinker ( 0.148"o x 3", 3.25") 3 2 6 4 16d Common 0.162"0 x 3.5" 3 2 6 4 Rriev nianhranm Tahla (t) Diaphragm Capacity ( 2) I3 [lb%ft] BCI®Series Unblocked Blocked' 4500s, 5000s As permitted for 2x framing in building code i 320 Ib/ft for 6" o.c. nailing @ panel edges 1425 Ib/ ft for 4" o.c. nailing, staggered, @ panel edges_ 6000s, 6500s As permitted for 3x framing in building code 1360 Ib/ ft for 6" o.c. nailing @ panel edges i480 Ib/ ft for 4" o.c. nailing, staggered @ panel edges 60s, 90s As permitted for 3x framing in building code As permitted for 3x framing in building code with nail spacing no closer than 3" o.c. If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong - Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong - Tie; do not attach connectors on both sides of a flange at the same location. NOTES: 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3. 1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade Rimboard Product Profiles i.t n9 /z I l b 1 V/8" 1411 ll I 16" rr BC RIM BC RIM VERSA —LAM® VERSA —LAM® BOARD® OSB BOARD®fit- 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. 14 Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Fp7, — See chart for vertical load capacity. h" dia through bolts (AST. A307 Grades A&B, SAE Exterior Wall Sheathing 1429 Grades 1 or 2, or higher with washers and nuts) Max. r5/32" thickness or %" dia lag screws (full penetration), staggered BCI"/A15°0 Joists Min. connection for 40/10 psf deck loading: Perpendicular or Deck Joist Length Connection parallel to rim 12'-0" & less 2 rows W bott or lag screw, o_c. (300 plf max.)____.. 12'-1"-18'-0" ` 2 rows %" bolt or lag screw, 16" o.c. (450 ph max.) Note: For snow bads greater than 40 psf, and/or dead loads greater 4 o than 10 psf, size connection per max plf values shown above. Treat flLea 1secniyfastenerst?atareapprm d:or%se im correspd%ny cvnna rreafrre±;t. BOISE CASCADE® Rimboard Notes: --' Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptive record' s specification for shear transfer. Residential Wood Deck Construction Guide. Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal I Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product If[lb] Ib/ft Ib/in lb/in lb/in' lb/in 1" BC RIM BOARD" (2) 3300 3500 180 Limited span capabilities, see note 2 1" BC RIM BOARD® OSB (2) i 1'/ 8" BC RIM BOARD® OSB (2) 4400 3500 180 Limited span capabilities, see note 2 15/, e" VERSA -LAM' 1.4 1800 (1) 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 525 2" thick framing floor diaphragms 1W 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 Product Closest Allowable Nail Spacing - V BC RIM BOARD® (2) 1'/" BC RIM 15/16" VERSA -LAM® 1W VERSA -LAM® NarrowFace [in] 1" BC RIM BOARD" OSB (2) BOARD® OSB (2) 1.418000) 2.031000) 8d Box a;(0.113"oz2.5") 3 3 3 3 8d Common (0.131"o x 2.5") 3 3 3 3 10d & 12d Box (0.128"o x 3", 3.25") 3 3 16d Box `. (0.135"o, 3'.Y) See publication in note 2 for further nailing information. 3 3 10d & 12d Common & 4 4 16d inker (0.148"0 x 3", 3.25") 16d Common (0.162"o x 35") 6 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. An Introduction to VERSA-LAMO 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. h VERSA-.L.A,IV w° B_ea,m-Arc.h_itect.u.ral_TS-pecificat.i.ons -- x Scope: This work includes the complete furnishing and installation of all VERSA - LAW beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/i' 3/4 7'/4" 1" 9'/:' and greater 2" End Bearing 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. r- Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint 1/2" air space Strap per code if top plate is not continuous over header. Verify hanger capacity with hanger ti Aatbearing. required between- manufacturer VERSA -LAM® f a concrete Fcolumn u and wood. Column connector per design f i Trimmers 1 professional t of record Slope seat cuts Bevel cut Beam to concrete/masonry walls Bearing framing into wall i Wood top plate must be flush 1 with inside of wall Strap per code if Sloped seat cut. a I t Hanger `1" top plate is not Not to exceed 1 continuous inside face l Of bearing. DO NOT bevel cut VERSA-LAMB beyond inside face of wall f Blocking not without approval from Boise Cascade EWP Engineering f Moisture barrier between f ' concrete and wood t shown for clarity. or BC CALCe software analysis. VERSA -LAM' Installation Notes Minimum of %" 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. y < a.. Maximum uniform Side Load [plf] Nailed "' Dia. Through Bolt I" Dia. Through Bolt(') Number 2 rows 16d f Sinkers @ Members 12" o.c. 3 rows 16d Sinkers @ 12" o.c. 2 rows @ 24" o.c. sta eyed 2 rows @ 12" o.c. sta eyed 2 rows @ 6" o.c. sta ered 2 rows @ 24" o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. staggered 1%" VERSA -LAM® (Depths of 18" and less) 2 1 470 705 505 1010 2020 I 560 11_20 2245 31 1 350 5257 375 755 1 1515 ' 420 840 168,5 413j use bolt scheduled 335 670 1345 j 370 745 1"., 3'/2" VERSA -LAM® 213I use bolt schedule 855 1 1715 N/A I 1125 2250 1 N/A 1%" VERSA -LAM® (Depths of 24") Number Nailed 12 Dia. Through Bolt11 Dia. Through Bolt(l) of 3 rows 16d Members Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 3 rows @ 24" o.c. 8" 18" o.c. 6" sta ered sta ered 3 rows @ 12" o.c. 4" staggered 3 rows @ 3 rows @ 24" o.c. 8" 18" o.c. 6" staggered staggered 3 rows @ 12" o.c. 4" j!jqqered 2 705 940 755 1010 1515 1 840 1120 1685 31 1 525 705 i 565_ 755 1135 630 840 1260_ 4 i41 use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common The distance from the edge of the 3. 16d box nails = 0.135" diameter x bolts that conform to ANSI/ASME beam to the bolt holes must be at 3.5" length, 16d sinker nails = 0.148' standard 618.21- T (ASTM A307 least 2' for %" bolts and 2%" for %" diameter x 3.25" length. Grades A&B, SAE J42 Grades 1 bolts. Bolt holes shall be the same 4. 7' wide beams must be top -loaded or 2, or higher). A_ washer not less diameter as the bolt. or loaded from both sides lesser than a standard cut washer shall be 2. The nail schedules shown apply to side shall be no less than 5 % of between the wood and the bolt head both sides of a 3-member beam. opposite side). and between the wood and the nut. r;:- f e D! e• i •-k For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing 1 1 ,- Maximum Uniform; Load From One Side Depths 111/6" & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1'/4" plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf Depths 11'7e' & less 2 rows 16d box/sinker nails @ 12" o.c. 300 plf;, 3) 11K plies (1) Depths,14" -18" 3 rows 16d box/sinker nails @ 12' o.c. 450 plf Depth = 24" 4 rows 16d box/sinker nails ,@ 12' o.ci'- 600 pit Depths 18" & less 2 rows I/T bolts @ 24" o.c., staggered 335 plf 4) 1'/4" plies Depth = 24" 3 rows %2" bolts @ 24" o.c., staggered every 8" 505 pit Depths 18" & less 2 rows ;2" bolts @ 24" o.c., staggered 855 plf 2) 31/2" plies Depth 20" - 24" 3 rows W bolts C 24" o.c., staggered every 8" 1285 plf 1. The nail 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 box nails = 0.135' diameter x 5. Use allowable load tables or BC 8. FastenMaster TrussLok, Simpson 3.5" length, i6d sinker nails = 0A48" CALC° software to size beams. Strong -Tie SDW or SDS, and USP diameter x 3.25' length. 6. An equivalent specific gravity of INS screws mayalso be usedto connect multiple member VERSA - 3. Beams wider than 7" must be designed by the engineer of record. 0.5 may be usedwhen designing specific connections with LAW beams contact Boise scaeMW En for 4. All values in these tables may be VERSA -LAMS. nineering furtherPincreased by 15%for snow -bad roofs Designing Connections Multiple VERSA -LAM I Meme When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA - LAM® floor beam. iven : seam, shown b icw is pourt ng res Jamie floor i40 os` Ilve load, 10 psf dead oad) and is spann4=na 1&' Bean: depth is !hutted to 14' 14' 18, Hangers not shown for clarity Find. A muhiple 11/i" ply VERSA -LAM`" that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' 12+18'12=16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC® to size beam. A Triple VERSA -LAMS 2.0 3100 °, l" x 14" is fc€red to adequately support she design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load - i ,g ; 2) x 140 + 10 ps`ti = 450 p;f 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1%" VERSA -LAM®, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rovrs 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Brits: 2` diameter 2 routs Co, 12' staggered: 755 plf is greater than 450 pit OK a ! 10% LoadDuration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Fiqures - Minimum Required Bearing Length at End / Intermediate Su000rts finchesl Span 1'/." VERSA -LAM® 2.0 3100 Double Ply 1 %" VERSA-LAM12.0 3100 or Triple Ply 1%" VERSA -LAM' 2.0 3100 or Quadruple Ply 1%" VERSA -LAM® 2.0 3100 or 3%" VERSA -LAM 2.0 3100 5%" VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 7'/.' 9'/;* 11%" 14" 7'/," 9%i' [ 11%" 14" 16" 18" 24" 9Yz" 111%' m14"16" 18' 20" 24" 11%" 14' 16" 18" '.. 20 1 24" 763 , 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 1 4273 5384 6580 7848 7845 7838 5697 7179 ; 8773 10463 10459 10451 6 762 1525 1 1.8/4.412.4/6.1`33/8.2!4.1/10. 1.814.42.416.1'3.3/8.24.1110.35/12.6i 6115 6115 2.4/6.113.3/8.24.1/10.35/12.6; 6/15 6/15 6/15 3.318.24.1/10.35/12,61 6/15 6115 6/15 479 i 746 979 ' 1207. 957 1492 1 1957 : 2414 2886 3402 ( 3913 2237 € 2936 1 3622 4328 5103 i 5876 j 5870 3914 4829 1 5771 1 6803 ( 7834 ' 7826 8 322 724 t .f _- 643 1447 { _.i.__ - 2171 L..._ .._'__ 1.5/3.7,2.3/5.71 3/7.5 13.7/9.3 1.5/3.7 2 3/5.71 317.5 13.7/9.3 4.4/11.11 5.2113 ! 6/15 2.3/5.7 317.5 !3.719.3 4.4/11.1j 5.2113 6/15 6/15 317.5 3.7/9.3,4.4/11.11 5.2/1-3 6115 1 6115 243 551 745 i 909 487 1102 1489 1817 2148 2502 3126 1653 1 2234 2726 3222 ; 3753 4322 4688 2978 3635 ` 4296 5003 5763 6251 10 165 370 r 724 329 741 1447- 1111 2171 - _ 2894 1.5/3,2.1/5.3 2.9/7.113.5/8.7 1.513 i2.1/5.312.9/7.1 3.5/8.74.1/10.34.8/12' 6/15 2.115.312.9/7.1 3.518.74.1/10.34.8/125.5/13.8, 6/15 29/7.1 3.5/8.74.1/10.34.8/125.5113.8 6/15 182 ( 413 665 808 364 825 , 1330 1617 1904 2209 2839 1238 1995 ` 2425 2856 3313 1 3800 f 4259 2659 3233 3807 ( 4417 5067 5679 11 124 278 544 247 557 1087 - 1 - 835 1631 _ 2175- 1.5/3 1.714.4 2.8/7 3.4/8.5 1-5/3 1.7/4.4j 2.8/7'3.4/8.5' 4110114.7/11.71' 6/15 1.7/4.412.8/7 13.418.5 4110.1'4.7/11.715.4/13.4 6/15 2.8/7 : 3.4/8.514/10.1 4.7/11.75.4/43.4 6/15 139 317 5-- 728 279 634 1170 1456 1709 1 1977 2601 950 j 1755 1 2184 2%4 2965 3390 3901 2340 2912 1 3418 3953 4519 1 5201 12 95 214 419 € 686 191 429 837 1372 643 1 1256 ; 2058 1675 2745 1._ ...._ 1. 513 1.5/3.7':2.716.813.418.4 1.513 1.5/3.712.716.8'3,418.4 3.919.9;4.6/11.4, 6/15 15/3.7,2.716.8,3.4/8.4 3.919.94.6/11.45.2113; 6/15 2.7/6.8 3.418.4 3.919.94.6/11.4 5.2113j 6/15 109 248 ' 488 1 662 217 496p 976 ( 1324 1550 , 1789 2399 744 i 1464 1986 2326 1 2683 3059 3598 m- 1952 , 2647 3101 1 3577 4078E 4797 13 75 169 329 540 150 337 € 659 j 1079 # 506 988 i619 - 1317 2159 s 1. 513 1.513.1,2.4/6.113.3/8.3 1.5/3 1.5/3.112.416.1=3.318.3 3.9/9.7,4.5/11.21 6115 1.513.112.416.1;3.3/8.3i3.9/9.74.5/11.25.1112.T 6/15 2.4/8.1d3.318.3 3.919.74.5/11.25.1112.7 6/15 86 198 i 390 585 173 € 395 779 1171 1418 ' 1633 ` 2226 593 ` 1169 1 1756 2128 ` 2449 2786 ' 3338 1558 i 2342 2837 ! 3265 3715 ] 4451 14 60 135 264 432 120 270 527 [ 864 1290 - 1 - 405 791 11296 1935 j - 1055 1728 2580 ` - 1. 5/3 1 1.5/3=2.1/5.313.217.9 1.5/3 1.5/3 12.115.3,3.217.9,3.8/9.61 4.4111 6115 1.5/3 32.1/5.3 3.2/7.9.3.819.6€ 4.4/11 5/12.51 6/15 2.1/5.313.2/7.913.819.61 4.4/11 5/12.5 6115 70 160 316 ? 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2032 2484 ¢ 3184 19 1 54 105 r 173 48 108 i 2 516 1 735 i - 162 } 316 519 774 [ 1102 1 1512 ; - 422 `- 691 1032 1470 2016- 1. 5/3 1.513 11.914.7 1.513 ; 1.5/3 1.513 1.9/4.7 2.8/7 13.719.4 5.8/14. 1.5/3 1.5/3 1.9/4.7 2.8/7 13.7/9.4'4.6/11.45.8/14. 1.5/3 'l.9/4.71 2.817 j3.7/9.4 4.6/11.45,8/14. 165 130 215 54 129 1 259 430 647 i 915 1496 194 389 646 971 ,:. 1373 : 1678 1 2243 519 861 1295 1830 2237 2991 20 46 '':. 90 148 41 93 j 181 296 442 j 630 ' 1493 139 271 445 664 945 '.: 1296 1 2240 362 '':. 593 1 885 - 1260 1728 1 2987 1. 5/3 1.5/3 11.7/4.2 1.5/3 1.5/3 1.5/30.7/4.2':2.5/6.3 3.6/8.95.8/14. 1.5/3 1.5/3'1.7/4.22.5/6.3 3.6/8.94.3/10.85.8/14. 1.5/3 ,1.714.2 2.5/6.3 3.6/8.94.3/10.8,5.8/14. 96 ? 160 95 192 320 482 692 1304 142 288 ( 480 ( 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 1 111 f 70 136 t 223 332 i 473 1 1122 104 1 204 334 499 i 710 974 1683 44 2724451865947 ' 1299 1 2244 1. 513 j1.5/3.5 1.5/3 : 1.5/3 11.5/3.5 2.1/5.2€ 3/74 5.6/13. 1.5/3 1.513 1.5/3.5 2.1/5.21 3/7.4 3.9/9.9;5.6/13. 1.5/3 1.5/3.5i,2.1/5.2 317.4 3.9/995.6/13. 72 122 71 € 145 € 243 368 ' 529 i 1092 106 1217 365 552 j 793 1095 1638 290 486 736 1057 1460 1 2184 24 52 86 54 105 172 256 1 365 864 80 1 157 i 257 384 547 750 1296 209 343 512 ( 729 1000 1728 1.5/ 3 1.513 1.5/3 1.5/3 1.5/3 1.8/4.4 2.5/6.3 5.1/12. j 1.5/3 1.5/3 1.5/3 1.8/4.4 2.5/6.3 3.4/8.6 5.1/12. 1.5/3 1.5/3 1.6/4.4iI2.5/6.3 3.4/8.6 6.1112. 56 94 54 { 111 ( 188 1 286 l 412 927 80 f 167 I 282 ' 429 618 855 1390 223 376 572 P 824 1139 1853 26 1 67 42 82 =` 135 201 287 1 680 63 1 124 202 , 302 430 590 t 1020 165 270 403 574 787 j 1359 1.513 1.5/3 1.5/3 " 1.5/3 1.5/3'1.5/3X2.1/5.34.7/11. 1.5/3 1.5/3 € 1.5/3'1.5/3.712.1/5.3,2.9/7.314.7/11. 1.513 1.5/3 i1.513 9/7.3,4.7/11. 74 i 87 1 148 226 326 ' 792 61 130 222 : 338 1 489 678 ' 1188 174 ! 296 [ 451 j 652 1 904 ( 1584 28 54 j 66 108 161 ': 230 j 544 51 ; 99 162 242 344 472 816 132 216 322 459 _ 630 j 1088 1.513 1.5/3 1.513i1.513.21.8/4.614.4/10. 1.5/3 1.5/311.5/3 1.5/3.2i1.8/4.6'2.5/6.34.4/10. 1.513' 1.5/3,11 5/3.2j1.8/4.6i2.5/6.34.4/10. 59 68 ' 118 180 262 ( 639 102 176 271 1 393 546 1 959 137 235 € 523 728 1279 30 44 54 88 131 ( 187 442 80 132 197 280 384 664 361 107 176 262 1 373 ' 512 885 1 ' 1. 5/3 1 1.5/3 1.5/3 1.5/3 1.614 13.819.5 t 1 1. 513 s 1.5/3 1.5/3 1.6/4 .2.215.513.8/9.5 1.5/3 1.5/3 i 1.5/3 1.614 2.215513.819.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2- ply, 3-ply or 4-ply beams, double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. VERSA-LAM"2.0 3100 5% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Fiqures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Double Ply 1W VERSA-LAMa 2.0 3100 or Triple Ply 1W VERSA -LAM® 2.0 3100 or Quadruple Ply 1%" VERSA-LAM®2.0 3100 or Span 1'/:' VERSA-LAMx 2.0 3100 3%:" VERSA -LAM 2.0 3100 51/." VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 ft] 7'/." ! 9%" 11V." i 14" 711." 9%" 11Y." . 14" _ 16" 18' 24" 1 91/2" j 11% 141, 16" 18" 20" 24" 11Y." 14" 16' 18" 20" 24" 878 1223 1639 2065 1755 2446 3278 i 4130 5047 5232 ! 5226 3669 4917 r 6195 7570 7848 j 7845 7838 6556 '. 8260 10094 10463 10459 10451 6 1 2/5 28/7 3.8/9.44.7/11. 2/5 2.817 3.8/ 944.7/11.858/14.5. 6/15 ; 6/15 2.817 3.6/9.4;4.7/11.85.6/14.5 6/15 6/15, 6115 3.6/9.44.7/11.85.8/14.5, 6115 6/15 6/15 598 858 =. 1126 1389 1197 1717 2252 1 2779 ' 3321 ].3915 i 3913 2575 - 3379 4168 4981 = 5872 5876 5870 4505 1 5558 6642 f 7829 ? 7834 7826 8 482 965 f 1.614.6s2.616.6 3.5/8.6 4.3/10. 1.8/4.6,2.616.6 3.5/8 6 4.3/10.65.1/12.7 8/15 - 6/15 2.616.E 3.5/8 6;4.3/10.65.1I12.7 6115 6I15 6115 3.518.614.3/10.65.1112.7 6115 6/15 6115 326 ; 637 857 ! 1046 651 j 1274- 1714 1 2092 2472 2880 i 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 to 247 556 494 1111 V 1667 1.5/3.1 2.4/6.1 3.318.2 4/__ 10 r1.5/3.1,2.4/6.1.3.3/8Y 4110 4.7/11.95.5113.6, 6/15 2 4/6.1 3.3/8.2; 4/10 4.7/11.95.5113.8 6115 6115 3.318.21 4/10 4 7111 ,,5.5/13.8 6/15 6/15 244 526 } 765 931 487 1. 1062 1531 1861 z 2192 2543 1 2839. 1577 - 2296 2792 3288 3814 14265 4259 3062 i 3723 4383 5085 3 5687 5679 11 186 4_4 1.513 f2.2/5.6 3.2/8.1 3.919.8 371 835 - < - 1.513 2.2/5.6,3.2/81 3.919.84.6/1L6'5.4/134;, 6/15 1253 - 2215.6 3.2/8.113.9/9.64.6/11.65.4/13.4 6115 6/15 3.2/81,3.9/9.846/11.65;4113.4 61f5 ; 6115 187 ( 424 674 838 374 848 1347 , 1676 3 1968 2276 2601 1272 2021 2514 1 2952 3414 i 3903 3901 2694 ] 3353 3936 1 4552 5203 5201 12 143 , 322 628 286 643 125E ( - 965 1884 } - 2512 j 1.5/31 214.9 131/7.8 3.919.7 1.513' 2/4.9 3.117.8 3.9/9.74.5/11.35.2/13.1 6/15 2/4.9 3.1/7 8 3.9/9.7 4.5/11.35.2/13.1 6/15 6/15 3.1/7.8'3.9/9.7 4.5/11.35.2/13.1 6/15 6/15 146 332 1 573 762 292 665 114E 1 1524 6 1785 2060 } 2399 997 1719 2287 2678 3089 1 3522 j 3598 2292 3049 3571 1 4119 ` 4696 4797 13 112 253 494 ° - 225 j 506 988 - l- 759 1482 - ` [ g - 1976 a -' 1.513 1.7/4.212.9/7.23.819.5 1.5/3 11.7/4.2,2.9/7.2 3.8/9.54.5/11.25.1112.9: 6/15 1.7/4.2 29/7.2:3.B/9.54.5/11.25.1/12.95.9/14:7) 6 115 2.9/7.213.8/9.54.5/11.25.1/12.95.9/14.7 6/15 116 265 l 493 674 233 530 987 1349 1634 1880 , 2226 796 1480 ' 2023 1 2450 2821 ' 3208 3338 1973 2697 3267 3761 4278 4451 14 90 j 203 1 396 648 180 1 405 791 t` 1296 j - 608 1187 j 1944 - 1582 1 2593 1.5/3 E1.5/3.6,2.7/6.7I3.6/9.1 1.5/3 1t5/3.6 2.7/6.7 3.6/9.1a4.4111 5.1/12.71 6115 1.513.6 2.716.713.6/9.1 4.4111 5.1/12.75.8/14.41 6/15 2.7/6.7,,3.6/9.1 4.4/1115.1/12.75.8114.41 6115 94,215 423 586 188 I 429 846 1173 1505 1730 1,2076 644 1268 1759 2258 2595 1 2946 ' 3113 1691 1 2346 3011 3459 3928 4151 73 165 3527 3-_ 146 i 329 _ 494 965 _. 128210815 2. 1. 51_3-13_10951251 615 1.5/3.1 2.5/6113.418.54. 534.3110.95112.5`57/142 6115 i 711_4- 2. 5/6.13.4/8.543110..9I 5112.55l 2 6/151. 77 176 i 347 515 153 352 695 1029 1327 1601 1944 528 1042 1544 ! 1990 2402 2723 12917 1389 2058 2653 1 3202 13630 3889 16 60 136 265 434 121 271 530 [ 868 129E 407 795 1303 ; 1944 1060 ? 1737 2593 1 1.5/3 E 1.5/3_22/54 3.2/7.9 1.5/3 1.513 2.2/5.4'3.2/7.94.1/10.24.9112.3 6/15 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9/12.35.6/141 6115 2.215.4i3.2/7.941/10.24.9/1235.6114 6/15 63 146 289 455 127 1 292 577 '' 910 1173 1468 11829 438 866 1 1365 1 1760 s 2201 2531 2743 1154 1820- 234E 22935 ! 3374 3657 17 50 113 , 221 362 101 226 442 724 1 1081 j y - 339 663 108E 1621 884 144E 2161 , = 1.5/3 11. 513 1.9/4.8 3/7.5 1.513 1 1 5/3 <1.91:4.8 3/7.5 3.9/9.6 4.8'/12 6/15 1 5/3 <1.914.8i 3/7.5 13 919.6, 4.8112 5.5/13.& 6115 1.914.8 3/7.5 3.9/9.6i 4 8/12 €5.5/13 B 6/15 53 122 , 242 399 106 244 484 1 799 ; 1045 1307 1726 367 726 1198 1567 1961 2364 1 2588 968 i 1598 2089 ' 2614 3151 3451 1g 42 95 186 305 85 I 191 372 610 910 129E 286 558 1 915 136E 1944 744 1220 1821 2593 1.5/31 1. 51311.714.3 2.817 1.5/3 1S/3 13A_3 2.8/7 13.6/9.14.5/11.4 6/15 1.513 1.....3 2.8/7 3.6/9.14.5/1145.5/13.7' 6115 1.7/43, 2.817 36/9.1`4.5/11.45.5/137 6/15 i 103 1 2051" 339 89 (' 206 410 [ 677 936 '1171 1634 310 1615 1'1018 11404 4757 1 2147_> 2450 820 1354 1872 2342 2862 / 3267 19 81 1158 , 259 72,' 162 316 ] 519 r 774 1102 } 243 475 778" 1161 1653E - ` - 633 1 1037 1548 122044 - - 1.5/3 I' 1.5/3.8°2.5/6.3 1.5/3 1.513 1.5/3.8]2.5/6.3r3.4/8.64.3110.8 6/15 1.5/3 1.5/3.812.5/6.334/8.64.3/10.85.3/13.1 6 151151 1.513.812.5/6.3 34/8.64.3/10.8a5.3/13.1, 6/15. 88 175 1 289 75 1 176 350 I 579 843 1055 1 1551 263 525 1 868 11265 j 1583 1934 1 2326 699 j 1157 1686 : 2110 2579 3101 20 69 136 222 62 139 271 445 ' 664 945 - 208 407 667 1 996 1418 - - 543 889 < 1327 1890 - 1.5/3 1. 5/3.4I2.3/5.6 1.5/3 j 1.5 33 1.5/3.4,2.3/5.6,i3.318.24.1110.21 6/15 1.513 1.5/3.4 2.3/5.6`3.3/8.24.1110.2115112.51 6/15 1.5/3.412.3/5.613.3/8.24.1/10.2j5/12.5 T6/i5 65 130 216 54 130 260 431 1! 649 d 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 I>1738 2124 2815 22 52 '.: 102 167 46 t 164 204 334 1 499 710 - _ 157 306 501 { 748 1065 1461 408 6681i 997 1420 1 1948 ] - 1.914.7 1 , 15/3 1.131947287- 1.513 1.9/4.7 2.8/7 3.7/9.3i4.5/11.31 6/15 1.5/3 1.5/3 11.914.7 2.8/7 3.7/9.3 4.5/11.3 6115 99 164 98 197 [ 329 496 711 1259 146 296 493 744 1066 1334 1889 395 . 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 ( 121 236 4 386 576 820 1125 i 314 L 515 ` 768 1 1094 1500 1.5/3 1.6/ 3.9 j 1.5/3 1.51311.6/3.9 2.3/5.9 3.3/8.35.9/14. E 1.5/3 1. 513 i1.6/3.9123159.3.3/83T4.2/10.4,59/14. 1.513 11.613.9 2.3/5.9,3.3/834.2/10.45.9/14. 76 128 75 153 256 , 387 555 1061 112 229 383 , 580 € 833 1 1132 1604 305 ; 511 773 1110 (1510 2139 26 I 62 € 101 63 1 124 i 202 i 302 430 1020 95 185 304 1 453 , 645 ' 885 1529 247 € 405, ' 604 I 860 1180 2039' 1.513 1.513.3 1.5/3 1.513 1.513.31 2/5 :2.8/7.1,,5.4/13. 1.513 1.513 1.513.3, 2/5 2.817.1.3.8/9.6 5.4/13. 1.5/3 ' 1.5/3.3° 215 12.8/7.113.8/9.6 5.4/13. 60 101 58 120 202 j 306 ; 441 919 87 180 303 ' 459 661 j 914 11378 240 404 612 882 1219 1837 28 49 81 51 99 162 242 1 344 j 816 76 148 243 363 , 517 1 709 1 1224 198 1 324 484 689 , 94 5 1 1633 1.5131.513 1. 5/3 ;- 1.513 1 1.5/3 { 1.714.3 2.4/6.1 `; 5/12.6 1.513 1.5/3 '-: 1.513 1.7/4.3,2.4/6.1 i3.418.4; 5112.6 1.513 1.5/3 1.714.312.416.13.4/8.4 i 5112.6 81 95 ( 161 246 .355 1 797=1 68 a -143 1 242 369 533 l 738 1196 190 323 492 } 710 1 984 1594 30 66 80 ] 132 ,197 280 664 62 121 198 295 . 420 576 } 996 i61 263 393 ] 560 j 768, f 1327 513 , 1.5/3 1. 5/3.7 2.f15.3 4.7/11.7 1.513 . 1.5/3 1.5/3 1.5/3.7`2.1/Sl3€2.9/7.3 4.7/11. 1.513 1.5/3 1.5/3.7 f2.i/5.3"2.917.3 4.7/11; Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 11% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. A ! 3100Load Duration) I Top Figure KEY TO TABLE Middle Figure Bottom Figures Allowable Total Load [plf] Allowable Live Load [plf] Minimum Required Bearing Length at End / Intermediate Supports [inches] Span 1%" VERSA•LAM®2.0 3100 Double Ply 1'%" VERSA-LAM®2.0 3100 or Triple Ply l%" VERSA -LAM® 2.0 3100 or Quadruple Ply 1%" VERSA -LAM® 2.0 3100 or ft] 3%" VERSA -LAM 2.0 3100 T 5W VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 9%" 1 11%" j 14" 7'/." 91/2" 1 11%" i 14" 16" 1 18" 24" 9%" 1 11%" ] 14" 16" l 18" 20" 1 24" 1176" 14" . 16" 18" 20" E 24" 954 1330 1782 [ 2245 1908 : 2660 i 3564 [ 4491 5234 5232 5226 3990 ] 5346 ] 6736 € 7851 7848 1 7845 j 7838 7128 1 8981 1 10467 t 10463 10459 110451 6 2.215.5'3.1/7.64.1/10.25.1/12. 2.2/5.5 3.1/7.64.1/10.25.1/12.91 6/15 ! 6/15 6/15 3.1/7.64.1/10.25.1112.9! 6/15 1 6115 6/15 1 6115 1/10.25.1/12.4, 6115 6/15 6115 j 6/15 640 933 1225 j 1511 1279 1867 i 2449 r 3022 3611.`== 3919 - 391.3 2800 1 3674 4532 l 5417 1 5879 5876 15870 4899 6043 7222 ? 7838 7134 7826 8 482 F- 965 [ I 2/4 9 2.9/7.113.8/9.4'4.6/11. 2/4.9 2.9/7.13.8/9.4 4.6/11.65.5/13.8,' 6/15 6/15 2.9/7.113.8/9.4 4.6/11.65.5/131 6/15 6115 1 6115 3.8/9.4 4.6/11.65.5/13.8, 6/15 ; 6115 6115 326 693 932 1 1138 651 1386 1864 2275 2689E 3132 3126 2079 2797 3413 4033 1 4698 4695 4688 3729 4550 5378 1 6263 6259 6251 10 247 556 - E - 494 1111 1667-- 1.5/3.i,2.7/6.6 3.6/8.94.4/10. 1.5/3.1 2.7/6.6 3.6/894.4/10.95.2/12.9 6115 6115 2.7/6.613.6/894.4/10.95.2/12.9 6/15 6/15 € 6/15 36/894.4/10.9,5.2/12.9 6115 6/15 ( 6115 244 1 552 833 1 1012 487 1104 1665 2024 2384 2765 ( 2839 1656 2498 1 3037 3576 4148 4265 4259 3330 1 4049 ; 4767 3 5531 5687 1 5679 11 188 418 1 815 - 371 835 ] - 1631 - - 1253E 2446- --3262 1.513 i2.3/5.8`3.5/8.8',4.3/10. 1.5/3i2.3/5.813.5/8.8'4.3/10.75/12.65.8/14.6 6/15 2.315.8;3.5/8.84.3/.10.75/12.6(5.8/14.fi 6115 1 6115 3.5/8.64.3/10.75112.6,5.8/14.6 6115 ( 6/15 187 424 733 I 912 374 848 1465 ' 1823 2141 1 2475 2601 1272 J 2198 2735 3211 j 3713 3907 1 3901 2931 3647 4281 4951 5209E 5201 12 143 628 286 643 j 1256 3 965 1884 - r - 2512 __--- --------- 1. 513 , 2/4.9 ]3,418.4*2110. 1.5/3 2/4.9 '3.4/llli,.2110.54.9112.35.7114.3 6/15 214.9 13.418.4i4.2110 54.9112-35.7114.3 6115 j 6115 3.4/8.4 4.2/10 54.9112.5.7/14.3 6115 "i 6115 146 332 623 i 829 292 665 1 1247 , 1658 1942 2240 2399 997 i 1870 2487 2913 1 3360 3604 3598 2494 3316 3884 € 4480 4806 4797 13 112 253 494 810 225 506 988 1619 - 759 1482 1 2429 1976 3236 - 1. 5/3 ,1.7/4.2 3. 117.84.1/ 00.4 1.5/3 17/4.2j3.1/784.1/10.448/12.1 5.6/14 6115 17/41,3.1/7.8,4.1/1044.8/12.1 5.6/14, 6/15 6/15 8.1/7.84.1/10.4 8/8/12.115.6/14 6/15 16115 116 265 521 1 734 233 530 1 1043 1 1467 1777 2046 2226 796 1564 3 2201 2666 € 3068 1 3345 j 3338 2085 ! 2934 € 3554 S 4091 i 4459 4451 14 90 ' 203 ': 396 648 180 405 791 ! 1296 i - - 608 ] 1187 1944 - 1 - ] - 1582 2593 - 1 - 1. 5/3 1.5/3.62.8/7 € 4/9.9 1.513 1.5/3.6' 2.8/7 419.9 4.8/12 5.5/13.8' 6/15 1.5/3.6' 2.8/7 ` 4/9.9 4.8112 5.5113.8i 6/15 6/15 2.8/7 4/9.9 4.8/1215.5/13.8' 6115 6/15 94 215 1, 423 [ 638 188 429 846 1276 y 1638 1882 2076 644 1 1268 1914 2456 1 2823 3120 t 3113 1691 2552 3275 ( 3763 4159 4151 15 73 165 _ 322 527 146 329 1.643 1054 1573 i 494 965 1581 i 2360 - - ,.- 1286 2108 3146 I - - 1.5/ 3 1.5/31i2.516.13.7/9.2 1.5/3 '1.5/3.12.5/6 1 3.7/9.2 4 7/11.85.4/13.6. 6/15 1.5/3.1 2.5/6.113.7/9.2r4.7/11.8%.4113.6 6/15 (. 6/1.5 2.516.1`3.7/9.2i4.7/11.85 4/13.6 6/15 ` 6/15 77 € 176 347 560 153 352 ` 695 1120 1443 1742 1944 528 1042 1680 2165 l 2613 2923 1 2917 1389 2240 12867 3484 3897 1 3889 16 60 € 136 265 1 434 1.5/ 3 i -1.5/3 2.2/5.4 3.5/8.6 121 271 E 530 868 1296 1.5/ 3 1.5/3 2.2/5.4'3.5/8.64.4111.115.4113.4, 6115 407 795 E 1303 1944 1 1.5/ 3 2.2/5.4i3.5/8.64.4/11.15.4/13.4 6/15 6115 1060 1737 2593 j - I - - 2. 215. 4'3.5/8.64.4/11.1,5.4/13.4 6115 6115 63 146 289 1 476 127 i 292 577 951 1277 € 1597 l 1829 438 E 866 E 1427 c 1915 1 2395 2749 1 2743 1154 1902 2553 ( 3193 3665 i 3657 17 50 113 221 j 362 T 101 226442P724_r 1081 1539 339 663 1086 1621 2308 _. - 884 ; 1448 2161 3078 1.5/ 3 (1.5/3 71.9/4.8i3.1/7.8 1.573 ? 1.513 11.9/48,3.1/7.842/10.55.2/13.1 6/15 1.513 1'.914.613.1/7.842110.55.2/13.1 6115 1 6/15 1.9/4.8 3.1/7.84.2/10.55.2/13.11 6/15 6/15 53 122 242 399 106 244 484 799 1137 1422 1726 367 1 726 1198 1705 , 2133 2572 1 2588 968 1598 2274 ' 2845 3429 3451 18 42 1 95 186 305 85 191 1 372 610 910 1296 286 558 I 915 1366 1944 ( 744 1220 1821 2593 1.5/ 3 1.5/3 ii 7/4.31 2.817 1.5/3 1.513 11.7/4.3 2.817 4/9.9 4.9/12.3 6115 1.5/3 1.714.31 2.817 4/9.9 4.9112.35.9/14.9E 6/15 1.7/4.3 2.817 ; 419.9 4.9/12.35.9I14.91 6/15 103 205 339 89 206 1 410 677 1016 j 1275 1634 310 1 615 1 1016 1 1524 1 1912 2336 2450 820 1354 2032 2549 ! 3115 3267 19 81 158 259 72 162 316 519 774 1 1102 1 - 243 , 475 778 , 1161 ;, 1653 ; 2268 ; - 633 1037 1548 i 2204 '3024 ` - 1.5/ 3 'l.513.812.5/6.3 1.5/3 1.5/3 11.5/3.8 2.5/6.3,3.7/9.3 4.7/11.7 6/15 1.513 11.5/3.82.5/6.3r3.7/9.34.7/11.75.7/14.3 6115 1.5/3.8 2.5/6.3;3.7/9.3'4.7111.75.7/14.3 6/15 j 88 175 i 289 75 176 1 350 579 869 1 1149 1 1551 E 2631 525 866 1303 1 1723 1 2105 2326 699 1 1157 1737 2297 2807 ' 3101 20 1 69 136 ' 222 62 139 i 271 j 445 664 945 - 208 ` 407 667 996 1 1418 1944 1 - 543 889 1327 1890 2593 - j 1. 513 '1.513.4 2.315.6 1.5/3 1.5/3 1.513.4 2.3/5.6 3.4/8.44.4/11.11 6/15 1.5/3 1.5/3.4,2.315.6 3.4/8.4`4.4/11.115.4/13.6' 6/15 1.5/3.4:2.3/5.613.4/8.44.4111.15.4113.6 6/15 65 130 216 54 130 E 260 431 649 928 1407 E 194 390 647 973' ["1393 1 1735 1 2111 l 520 862 i 1297 ( 1857 2313 2815 22 52 1 102 167 46 104 204 334 499 -[ 710 - 157 306 501 748 1065 1461 408 668 997 1420 1948 ] - 3TL513 j1. 9/4.7 1.5/3 1.513 1.5/3 €1.9/4.7 2.8/7 419.9 1 6115 1.513 1 1.513 €1.9/4.7, 2.817 419.9 '4.9/12 3E 6/15 1.5/3 11.914.71 2.8/7 1 419.9 4.9/12.8 6/15 99 1 164 98 [ 197 329 ` 496 711 1288 146 € 296 493 744 1066 1453 1932 395 658 ! 992 1 1422 1937 2576 24 i 79 129 80 1 157 257 384 [ 547 1 - 121 236 386 576 820 1125 314 515 768 1 1094 1500 1.513 11.6/3.9 1.5/3 1.5/3 11.6/3.9 2.3/5.913.3/8.3 6115 1.513 1.513 11.6/3.9 2.3/5.913.3/8.34.5/11.31 6/15 1.5/3 1.6/3.9 2.3/5.913.3/8.34.5/11.3 6/15 76 j 128 75 =` 153 256 1 387 1 555 1164 112 { 229 s 383 i 580 . 833 ; 1150 1 1747 305 511 ( 773 1110 1533 1 2329 26 62 1 101 63 124 ! 202 1 302 430 1020 95 185 I 304 ` 453 645 ` 885 . 1529 247 ] 405 604 860 1180 2039 1.5/ 3 11.5/3.3 1.5/3 1 1.5/3 1.5/3.31 2/5 12.817.15.9/14: 1.5/3 € 1.5/3 11.513.31 2/5 2.8/7.1.3.9/9.75.9/14. 1.513 1.5/3.31 215 I2.817.1 3.9/9.75.9/14. 60 i lot 58 120 202 306 441 ! 1001 87 180 303 459 661 914 1501 240 404 1 612 882 1219 1 2001 28 0 81 51 99 162 242 1 344 816 76 E 14 243 363 517 _ 709 1224 198 _ 324 484 669 : 945 1633 1.5/ 3 4/3 1.5/3 € 1.5/3 1 1.5/3 1.7/4.3;2.4/6.15.5/13. 1 1.518 1.5/3 3 1.513 1.7/4.3 2.4/6.1 3.4/8.45.5/13. 1.5/3 1.5/3 17/4.3i2.4/6.1';3.4/8.45.5/13. 61 95 1 161 246 ' 355 i 861 68 143 242 ` 369 1 533 738 1291 190 323 1 492 710 984 1721 30 66' T - - 80 . 1323 197 i 280 1 664 62 i 121 198 1 295 420 576 1 996 161 263 393 1 560 a 768 1327 1.5/ 3 1.5/3 1.5/3 1.5/3.712.1/5.35.1/12. 1513 1 1.5/3 1 1.5/3 ;1.5/3.712.1/5.3 2.9/7.35.1/12. 1.5/3 1.5/3 11.5/3.7'2.1/5.3 2.9/735.1112. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1240. 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 CALCI software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the lop edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2- ply, 3-ply or 4-ply beams: double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALL® software. e Nailing . arallelNPtoGLlnesr(Narrq Face) Perpendicular to Glue Lines VE t/-RIi/i` sZ fi Wide Face) t tLlctSVERSA -LAM ® 1. 4 1800 Rimboard VERSA -LAM® VERSA -LAM® lshs" 1'/." 3%" & Wider All Products Nail Size O.0 End O.C. End O C 1 End O.C. End In] in] in] in] In] [in] in] in] 8d Box (0.113"o x 2.5") 3 1'/2 2 1 2 /2 2 2 8d Common (0.131 "o x 2.5") 3 2 3 2 2 1 2 1 10d & 12d' Box ,- (0.128"o x Y, 3.25") 3 2 3 2 2 j_ 1 2 1 16d Box (0.135"e x 3.5") 3 2 3 2 2 j 1 2 1 10d & 12d Common & 4 3 4 3 2 2 2 2 16d Sinker 0.148"o x 3" 3.25" 16d Common 0.162"o x 3.5" 6 4 6 3 2 ', 2 2 2 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- LAMofVERSA- RIMO. Use nails as specified by Simpson Strong -Tie. k Glue Lines Narrow Face) fX r9 Nailing Perpendicular to Glue Lines ( Wide Face) Nailing Notes 1) For 1W thickness and greater, 2 rows of nails ( such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Grade f Allowable Width ! ` Shear- Depth WeightIn] [in] (: [ Ib/ft] ' [lb] Allowable Moment ft- lb] Moment of Inertia in°] Grade Width nL, Depth n Weight Ib/ ft[ lb] Allowable Shear Allowable Moment ft- lb] in" Moment of Inertia 0 0 N U)' 3'/ 2 1.5 i 998 1'/2 5'/2 2.4 1568 7% 3. 2 1 2066 776 5. 4 5'/a 8.0 5237 6830 63.3 1821 20. 8 5% 8. 4 5486 7457 72.8 7'/4 11.0 7232 12586 166.7' 3069P47.69'/. 14.1 9227 19908 346.3 31/2 1.8 1164 2.8 1829 10585'/2 14.5 9476 20937 375.1 24869'/ 418911'% 17.1 11222 28814 622.9 7'/< 3.7 2411 5Y< 6636 115. 4 11'/e 18.1 11845 ` 31913 732.6 9'/. 4.7 3076 o o Q to w 9'/ 2 4.8 3159 11% 5. 7 3741 11% 6. 0 3948 14 7. 1 4655 16 8. 1 5320 18 9. 1 5985 24 12. 2 7980 0 0. Q J w 6979 125. 0 14 21.3 13965 43552 12' ` 9605 207. 6 16 24. 4 15960 56046 1792:0 10638 244. 2 14517 400. 2 18 27.4 17955' 70011 2551.5 18682 597. 3 20 30.4 19950 _ 85428 3500.0 23337 850. 5 24 36.5 23940 120549 6048.0 40183 2016. 0 9 /< ' 16. 6 12303 26544 461.7 5% 5. 6 1 3658 7Y< 7. 4 4821 9'/ 9 ! 61514971 48. 5 9 17. 1 12635 27916 500.1 8377 111. 1 13272 230. 8 11% 20.2 14963 38419 830.6 13958 250. 1 11% 21.4 15794 42550 976.8 i 9'/2 9.6 6318 3'/z 11% 11. 4 1 7481 7 19210 415.3 14 25.2 18620 58069 1600.7 21275 488. 4 16 28.8 21280 74728 2389.3 117/ 12.1 i 7897 29035 800. 3 14 14.2 1 9310 18 32. 4 23940 93348 3402.0 37364 1194. 7 16 16.2 10640 20 36. 0 26600 113904 4666.7 18 18. 3 11970 46674 1701.0 20 j 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Equivalent Tension Compression Specific Gravity' Modulus of Horizontal Parallel'to i Compression, Perpendicular to for Fastener - Elasticity Bending I Shear Grain Parallel to Grain Grain Desi n E(x 106 psi)t'I Fo (psi)(2)(3)' F (psi)12x41 Ft (psi)(2)(5) l Fin (psi)IZI F,1(psi)(')(6) SG) Design Propert . Grade VERSA -LAM" Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM® Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM® Columns 1.82750 1.8 2750 1 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. b. lension value snail be multiplied by a length factor, (4fL)"-where L = 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [fq. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)"' where d = member 6. Stress applied parallel to the gluelines. depth [in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16°%. Allo aablef zial -Load .(Ib)` 3%' x 3%' 3%' x 4%" 3%' x 5'/4' 31/2' x 51/2' 31/2' x 7" o 100% 115% j 125% 100% 115% 125% 100% 1115% 125% 100% 115% 1125% 100% 115% 125% 4 15,265 I 16,750 17,650 19,100 20,950 % 22,070 22,920 25.150 26,500 24,020 r 26,350 y 27,770 30,570 33,545 1 35,345 5 12,830 13,770 14,320 16,050 L 17,220 17,910 19.260 [ 20,670 121,505 20,185 1 21,660 j 22,530 25,690 27,580 28,680 6 10580 11,19 7 8,745 9,160 9400 10,940 11,460 11,760 13,130 13,760 114,120 13,755 14,410 t 14,795 17,510 18,350 18835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 j 11,660 11,475 ' 11,945 t 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 I 5,415 _ 5,510 6 570 6,770 6,890 7,885 8,135 8,280 L 8,260 i 8,525 8,675 10,520 10,850 i 11,040 11 4 525 l 4,655 4,730 5 660 5,820 5 910 6,795 6.990 r 7,100 7,120 i 7,325 7,4,40 9,065 9 325 ! 9 475 12 3 935 4,040 4 095 4,920 5,050 5,120 5 910 ? 6,065 1 6,150 6,195 1 6,355 6,445 7,885 8,090 8,210 13 111.11111..._.. 3 455 3,535 3 580 3,155 l . _ _ 4,320 l 4,420 4,480 5,185 5.310 1 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3050 3,120 3,820 3,900 3,950 4,585 4,685 1 4,740 4,805 4,905 E 4,965 6,115 6,250 6,325 3'/z'' x 71/." 5'/4" x 5'/4" 51/4" x 5'/2" 51/4" x 7" 51/4" x 71/4" 100% 115% 125% 100% 115% 125% 100% 115% E 125% 100% 115% 125% 100% 115% 125% 4 5 31,670 34,750 36,625 26,615 28,560 29,705 i 6 21,950 23,215 23,950 34,355_i 37,695 39,715 36,010 i 39,495 E 41,610 7 18,140 19,005 19,505 30,700 ' 33,170 34,625 32,165 34,750 ,2803631,405815,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 1 36,160 38,590 1 40,000 39,960 ! 41,420 9 12,770 13,225 1 13,490 23,815 25,180 25,980 24,950 ; 26,385 1 27,220 31,770 i 33,600 34,670 37,450 32,910 34,800 35,910 10 10,895 11,240 1 11.440 20,950 22,005 22,620 21,950 i 23,060 23,700 27,950 29,360 j 30,190 28,960 30,420 31,260 11 9,390 9,660 ' - 9,810 18,500 6 19,340 19,820 19,385 l 20.260 ' 20,770 24,690 25,810 126,450 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 y 7,430 14 640 15,185 15 5- 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 i 14,490 17,510 18,110 18,460 18,140 18,760 ! 19,110 15 1 11 820 12,195 12,405 12,385 112,775 1 13,000 15 770 16 270 16 560 16,330 16,850 J 17 150 16 3 10 690 11,005 i 11,185 11,200 11,530 11,720 14,270 14 690 14 930 14,780 115,210 j 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 1 „8,705 8,825 10,820 11,090 11,240 11,210 11,480 F 11,640 20 21 1 7,455 1 7,625 7,720 6,870- 7,020 7,105 7,810 , 7,990 8,090 7,195 J 7355 7,445 9,950 10,170 10,300 9,170- 9480 10,300 10,540 ! 10670 9,490 9,700 9,820 mm 1 9370 22 Allowable Design,Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective Modulus of Elasticity: E = 1.8 x 101 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)1' psi in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. Perp to Gluelines (Plank): Fb = 2500`(12/d)1' psi 3) Allowable loads are based on an eccentricity value equal to 0.167 Compression Parallel to Grain: Fcii = 3000 psi multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design Compression Perpendicular to Grain: provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial Parallel to Gluelines (Beam): F jj = 750 psi loads, see provisions of NDS, 2005,edition. 5) Load values are not shown for short lengths due to loads exceeding Perp to Gluelines (Plank): F_ L = 450 psi common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). Tension Parallel to Grain: Ft = 1650 psi 6) Lateral loads (wind loading) are not considered in this table. R ) r, 0 Allowable Design Compression Modulus of Horizontal Bending Parallel to Grain Elasticity Shear Product Fb [Psi]- Fb [Psi] E [psi] a Fv [Psi] VERSA -STUD' 1.7 2650 2650 3000 1,700,000 265 Spruce Pine Fir (Northam 1 / 2 Grade__ 875 1150 1,400,000 _ 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. xb= J 14 A . tw{ryfrtrwiw.t a.# ..m. lip New BC FRAMER® represents a huge technological leap L 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 BC 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 BC 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® 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. It- 5Y \YMy'f}l i i:f Ay.t•v V RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. l Give Us !, z y Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com. To Download BC CALC US, https:Hwww,bcconnect.com,bcdeployer;`inJex.htm 3r r MMti{va s:E.*Q+w dlM /ilvinjla, si, 1+af' {ItYi 11 ',4 i S tLr. 4N a+.. r.S' Yal M aGx iwa a..a.ery C "'xi"'.'.vatitsu i+'rca. ky»' s §{ dY1t 9'1.:3G:bd"""""'" 4 €# "ii33Gaa j GMnM'F iawx i! M "'•F Ce It n QY•da PNb 4iTK'Y VI WY iL2 "k '4 iiSYT. of p &. q#.SZ W ' '. t IE.!9. 14 rf? iJ-FY F iK t • a -a saMd+et r. EA&.lim C41. ("R - Y4 apt t ix,.lg.}i •ram€E mre.,ti t. irda44cx.iq,rc'm lr 4•+a,'i.. 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IUS2.56/9.5 950 8-10d 7 45005l SUR11_1.81/9 1081 12-16d 2-10dxll/2" 5000s1 ITS2.06/9.5 993 6-10d I 950 8-10d 000§ q 2: 1 1/91 il2l7 11-11d 2-10d,,11/2 6 6 6 6 S 3 3 i4-16d 2-10dxl'/2" 600051 ITS2.37/9.5 Od 950 8-10d 6500s! ITS2.56/9.5 1M t_l Oa 8-10d 16500si SUR/ 2.56/ 1343 14-16d 2-10dxl'/2" 14" 16500s 15000s 16" 1 4500s ITS1.81/11.88 1068 § 14500s IUS1.81/11.88 I 50_0_0_s_ IUS2.06/11.88 ll,/,, 16000s IUS2.37/11.88 500siIUS2.56/11.88 60s IUS2.37111.88 90s :IUS3.56/11.88 4500s IUS1.81/14 L5000s; ILJS 06/14 6000s IUS2.37/14 14 6500s: IUS2.56/14- 60.s_-__IUS2.37/l4 90s IUS3.56/14 14500s. IUS1.81/16 O -1 U-S-2-.6-6016- 160OOs! IUS2.37/16 16" 16500s, IUS2.56/16 1 60s IUS2.37116 90s IUS3.56/16 9.50 1185 10-10d 117/,, 9 16" R/L1.81/11 ljo lg_ 00S S 16d 2-10dxll/z" nnku, 5000s dTS2.06/11.88 106§ 6_16d 1185 10AOd 16d 2-10dxl'/2" 6000s LI TS2.37/1 1. 88 500s ITS2.56/11.88 1237 6-10d 1237 6-166 1185 1185 10-10d 10-16d 6000siSU 1385 16-16d 2-10dxl'/2" 6500s 1 SURIL2.56/11 _Ll 385 16-16d 2-l0dxl%T 60s -16d -10dxl'/ R/L2.37/11 1385 16 2 V60sCITS2.37/11.88 1237 6-10d I 1185 10-10d 90s iITS3.56/11.88 4500s I ITS1.81/14 1518- 1075 6-10d I 1420 1420 12-1 Od 12-10d gos I SUR,1410 1 1906 1 14-16d 2-10dOl/T 4500ss SUR/1-1.81/14 1 1675 1 20-16d 2-10dx1l/2" SD00s I ITS2.06/14 1081 6-10d 1420 1420 1420 1420 1420 1660 12-1 Od 12-1 Od 12-10d 12-1 Od. 12-10d 50OOsLSUR/L2.06/11 1693 18-16d 2-l0c1xl'/T 6000s I SUR/1-2.37/14F-f6U 1 1--8-1-6- d -2 _- 1-0 d-x _1% _" 6500s 1 SURI/L2 56,1,1,4 1 1613 1 18-16d 2-10dxl'/i' 60s 1 SUR 1 1693 ! 18-16d 2-l0dxl'/V 90s SUR/ 414 I 2050 1 1:16ff 2-10dxl%" 141 0_14500SSuRzLl.;Rf 1887 12 0-16d 2-10dx1%" F2 d 6000s'; ITS2.37/14 1262 6 -10 d ITS2.56/14 1262 6-10d 60s ITS2.37/14 1262 6-10d 90s ITS3.56/14 4500s. ITS1.81/16 1520 6-10d 1081 6-10d IITS2.06/16 60005. ITS2.37116 1087 16-10d 1268 6_-10_d_--L 1660 14-10d 14-1 Od 5000s SURIL2,061411 1920 Tl 8-1 dd 2-10dxl%" 1660 14-1 Od 6000s S U R/L 2, 2 7/14 1920 i 18-16d 2-10WI/T ii-5ooi 18SUR1,12,56,441 1920 -16d 2-10dxl%" 1660 14-10dSi6500ITS2.56!llS 1 ITS2. 37/16 16 _ 268 -10d1 j_ 11268 6-10d520 1 62SS Si RIL2 37114 1 1920 18-16d 2 -10dxl%" 1660 14-10d90sITS3.56/ 16_T_ 6-10d !I 1425 14-10d I 90S UR,11414 1 2250 18-16d I 2-10dx1l/2" 9W Nam,- Z ga MIT VB IVIII- 1 MUM L 174T> 4 LSSU Joist De th i gCl® Hanger CapacityNailina lbsl Header I joist Joist BC10 1 Hanger Depth fibsl NailinHeader joist Joist De th p_ BC111 HangerCapacity fI Ibs Nailing Headerl Joist 91W 4500S. M IT49. 5 2305 8-16d 2-10dxl1%" 4500s1 WU15619 5000s1 VIU4 1219 6000s I TWU4, 7519 0 P§"V 12/9 2305 16-16d 2-10dxl'/V 91/2 4500s LSSU125 995 9-10d 7-10dx1'/2" 5000s Af i T4A 2 /S. 5 2 19 8-16d 2305 2305 2305 16- 16d 2- 10dxl'h" 16-16d 6d 2-10dxl'/ 2" 5000s S 600- 0 6500sLSSU2.06 LSSU135 LSSUH310 995 995 1425 9- 10d 1 9Od 14- 1Od 7-10WI/T 7 V -10dxl'/ 7-10dxl'/24500s450 6000s MIT359 5- 2 2 05 0 2-10021 ;2 6500s! MIT39,5- 2 2305 8-16d MIT411.88 2305 8-16d INOs F41 VT 5 5 / 11 5000s NVU4.12/11 6000s MIU47 5/11 6500s, VV5,12,111 2880 20-16d 2- 10dxlYi' 4500s LSSW25 29AL9-10d 7-10dxll/2" 50005YVIIT4_12111 88 2305 8-16d 2-10dxl%" 2880 20-16d 1 2-10dxll/2" 5000s LSSU2.06 995 1 9-10d 7-10dx11/7 2880 2016d 2-10dxl 6000sMI73511. 88- 2305 8 6500s1MIT311_88-2 2305 8-16d 2-10dxll/2" 2880 20-16d 2-10dx1%" 6000s LSSU/35 995 9-10d 7-10dxll/2" 60s JJVIT3511.88-2 2305 8-16d 2-10dxl%2" 60s MIU4.75/11 2600 20-16d 2-10c1xl'/V 6500s LSSUH310 1475 14-10d 7-10dx11/2" 90s B7,12/11,38 3800 14-16d 2-1 Odxl W' 2-10dxll/2" 60S LSSU135 995 9-10d 7-10dxl'/2 4500 1500s' MIU3,56/14 3170 22-16d 22-16d 1 2-10dxl%" 90s LSSU410 1625 14-1 Od 12-10WI/V SOOOs1 MI T4.12114 2305 8-16d i 2-10dx11/2"_ 5000S MIWA2114 3170 22-16d 2-10dxl%" 4500s LSSU125 995 9-10d 7-10dxl'/2" 14 6000s MIT3514-2 2305 8-16d 2-10dX11/V 1 6000 MIU4.75/1 4 14 " 3170 22-16d 2- 10dxl'/ 2" 5000S LSSU2.06 995 9-10d 7 -l0dxl'/V 6500s MIT314-2 2305 8- 16d 2-10dx1l/2" 6500sVI , U5,1244 3170 22-16d 2-10 xl 2 6000s LSSUQ5 995 9-10d 7-10dx1'/2" 60s I MIT3514-2 2305 8- 16d 2- Odx '/2" 1 60s MIU4.75114 2700 22-16d 2-10dx1 14 65 S LSSU,14310 1600 1 14-10d 7-10dx1l/2" 90S ST12114 3800 14-16d 2-10dx11/2" 90s 11114114-2 3870 26-16d 2-10dX162" 4500s! MIT416 2305 i 8-16d 2- 10cix'11/2" 4500s OUS.56!16 3455 24 A 6A 0cl3x11W' Ous LON 995 9-10d 7-10c1xl'/T 90s LSWOIO 1625 14-10d 12-10dxl'/ 2" 5 10dxl'A" 5000s MIU4.12116 3455210dxl'/" 24_-16d 2-10dxl'/2" 6000sl MIT475/15 2305 8-16d 2-1 OdxV/2" rEi 00s MX14. 75116 16 -d 16,521s Ll [161 5 Itl 1 61 i M 43455 3455 2725 24-16d 2-10WI/ V 24- 16d 2-lOdXl'/2" 24-16d IT 77 "01, For more information. strong -Tieat or visit thcIr website at General Notes Baid ltaiic hangera requ' i ( a Wao St1;11fene,,tii. Capacities will vary with different nailing criteria and/or support conditions contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger BgCeracJaOpacity values see support requirements below) orst end reaction capacities -whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds W'per foot. Leave 11,6" clearance (Y," maximum) between the end of the SUP St ported joi and the head of thehanger. At max design capacity shown, hangers may exceed standard W deflection by %2". For proper installation of the VPA, the 2-10dx1Y2" joist nails through the bend tabs must be installed at approximately a 45-degree angle. Support Requirements Support material assumed to be Boise Cascade structural composite/umber lumber or sawn lumber (Douglas fir orsouthern pinespecies). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with 10d and 16d nails is 1W and 2", respectively. OIJLI 71 2116 2305 8-16d 2-10dx11/ 2" L16" 16,599sl 60s M T4 5116 23T58-16dI 90s 87.12/16 3800 14-16d 2-l0dxl1/Y' I 90s HU4f4-2 1 3780 i 26-16d A,, Pv A VPA Joist Joist De th 8CI- 4500s Hanger THAII 8V22Capacity lbs 118 L_____ Najhng I Header l 6- 10d Joist 2-10611/ 2" 01 pBCI Hanger 0. LSSU125 Capacity jibs 995 Ffastener Too Plate Rafter 9- 10d 7- 10dxl' A" 5000s_ THAl2-06/ 22 6-10d 2-10dxl'/ 2" 91/2 5- s LSSU2.06 6000s LSSU135 995 995 9-10d 7-10dxl'/ 2" 9- 10d 7- 10dxl'/2" 9 9, 6 6 000s THA13522 1181 1393 6-10d 2-10dxl%" 6500s 6 THA1322 1393 6-10d 2-10dxl' S' 6500s LSSUH310 1425 14-1 Od 7-10c1xii/V Odx 4-50s THAI -1.8 112-2 14436-10d 2-10dxl'/2" 14500s: LSSU125 995 9-10d 7-1 1 1/V 5000s THAl2.06,22 1443 6-10d 2- 10dx11/2" i 5000s. LSSU2.06 995 9-10d 1 7-10dx1l/V 6000s THA13522 1443 6-10d 2-10dxV/2" 16000si LSSU135 995 9-10d 7-10dxl'/2" 6500s THA1322 1443 6-10d 2-10dx/2 1" 1 16500s. LSSUH310 1475 14-10d 7-10dxll/2" 60s THA13522 1443 6-1 Od 2-10dxl'/ 2" 60s LSSU135 9_95 9-10d 7-10dxl'/2" 90s THA1422 1715 6-10d 2-10dx1'/2" 90s LSSU410 1625 14-10d 12-10dx1'/2" 4500s THA11,01/22 1600 6-1 Od 2-10dxll/2"' 4500s. LSSU125 995 9-10d 7-10dxl'/2" 5000s THAl2.06,Q2 1600 6-10d 2- 10dx11/2" 5000s LSSU2.06 1 995 9-10d 7-10dxl%" 6000s 35221600 6-10d 2-10dxl'/2" 1 4 r 6000s. LSSU135 6500s, LSSUH310 995 1600 14- 10d 7-10dxl%" 14" 6500s THA 13 2 1600 6-10dxl60sT),,AI3522 1600 6-1 Od 2- 10dx11,2' 60s a 90s THA1422 1-715 F6_-10d1_TY-1Gd:xl1 LSSU410 1625 14-10d 12-10dxl%" Fr minCo r ctor IJP Structuralornctrs fir i 1 b THO TFL i SP THE v a Mii SKH Joist gCl® HangerDeth Capacity Ibs NailingJoist Header Joist gCl® '" De th Hanger Capacity fibs Nailin Header Joist Joist De th gCl® Hanger Capacity Ibs Nailin Header Joist 4500s1 TH017950 SOOOs' TFL2095 9h 6000s, TFL2395 6500s TFL2595 993 6 10d 2 10dx1Yz' 6 10d ? 2 10dx1Y" 6 10d 2 10dx1%" 6 10d 2 tOdx1/z" 4500s 15000sI: 9Yz 16000s1. 6500si THF17925 THF20925 THF23925 THF26925 910 910 1275 1275 8 10d 2 tOdxt%:" 8 10d tOdx11/z" 2 12 10d 2 1Odxl1/z" 12 10d 2 10dx1Y" 9/z 4500s SKH1720LIR 1153 14 10d 10 10dx1%" 993 5000sl SKH202OLIR 1153 14 10d 1010 dx11/z" 1225 6000s SKH232OLIR 1384 AIql0d 10 10dx1'/" 1225 6500s SKH252OLIR 1384 14 10d 10 10dx1%" 4500s' TH017118 1068 6 10d 2 '1061%" 14500s':: THF17112 910 6 10d 2 10dxl%V 4500s SKH1720LIR SOOOs TFL20118 1068 (6) 10d 2 10dx11/' SOOOs THF20112 910 8 10d 2 10dx11/2" SOOOs SKN2020UR 6000s TFL23118 1237 (6) tOd (2)tOdxlYz' 6000s THF23118_ 1300 I(A_10d1-(2)1Odx1'/z" 60.00sl SKH2320LtR 11%'— - — — 11/ F - 11 /0 L6500s TFL25118 1237 (6)tOd 2)10dx1F' 6500s THF26112 1300 i(14110d_(2)10dx1Yz' 6500sl SKH252OLIR 60s 1 TFL23118 - 1237 (6) 1Od (2)l0dx11/ _ I 60s -- THF23118 1300 (14 10dI)10dx1/z"- 60s SKH2320L1R 1 90s TH035118 1589 (10) tOd 210dx11/z_I 90s THF351121612 (16) d1_(2)10dx11/2" 90s_ SKH41OLIR i 4500s TFL1714_ 1325 . (6) 10d (2 10dx11/" 14500s THF17140 1075(12) 10d 1(2)10dx1 /" 4500s SKH1724LIR SODOs TFL2014 1081 =(6 10d 2 10dx1%z' SOOOs: THF20140,- 1061- (12) 10d1(2)10dx1f" 5000s SKN2024UR 14 6000s TFL2314_ 1262 6 10d 210dx1Yz,_ 14„ 16000s: THF23140__ 1350 18 10d (2)10dx1h" 14„ 6000s SKH2324LlR 650051 TFL2514 1262 6O10d 2)lOd_xl/z 6500s:_THF26140 1350i(18 lOdi(2)10dx1%". 6500s SKX2524UR 60s TFL2314 1262 6,10d {2)10dx1f" 60s-_THF23140 1350 (18Z10d1-(2)10dx1" _60s SKX2324LtR 90_ s TH035140 1625 (1J 10d (211061Y" F-90s • THF35140_ 1650 20 1) OdI(2)10dx1/z_ _ _ 90s I SKH414L1R_ 4500s TFL1716 1081 (6L1 d (21110dx11h" 4500s THF17157 1475 24)10d((2)10dxt/z" 4500s SKH17T4LIR SOOOs TFL2016 1087 6) 190 tOdx11 V 15000s, THF20157 1465 _T(24L10d1(2)10dx1% 5000s' SKH2024LIR 600- TFL2316 - 1268 (6) 10d (2)1_Odx1%_ r6000s THF23160 1362 22) 1OdI (J10__ W 60_OOs SKH2324LlR 16 5500s TFL251.6_ 1268 6 i0d f 2)10dx1%' 16 16500sTHF26160 1362 (22) 10dr12)l0(w%. t6 6500sl SKH2524LIR 60s _ TFL2316 _ 1268 6 10d 12Lodxl 60s THF23160 1362 2J 10d _(2_)_t0dxlW 60s SKH2324LlR 90s TH035160 1660 12 1Od1 2 10dx1F" 90s THF35157 1687 22 10d 2 10dx1%' 90s SKH414LIR 519 THO Double BPH THE Double HD 1434 16 10d 110tOdx1111" 1434 16 10d 10 10dx11f" 1434 1434 1434 1900 1562 1562 1562 1562 1562 1. 6) tOd 18)_ 10d 16) tOd 16 16) 1 Od 16) tOd 16)tOd 16)t0d H6)tOd 10dx11f" 10) 10dx1/ z" 10)10dx1Yz" 10)16d _ 10)10dxl / z_ 10)_l0dx11/" 10).1Mot1 ' 10)lOdxl/ z'"_, 10)10dx11/:" 2050 1690 16d 16110d L0 16d__ 10 10dxth" 1562 1( 6) 1Od 10)10dx11/" 1690 11. 6) 10d10 10dx11/2' 1690 16) 10d IO)1Odx11/2'. 1690 16) 10d 10)10dx1%:" 2250 22 16d 10 116d LSSH Joist ® BCI Hanger Depth iCapacitybs Nailin Header oist Joist ® BCI De thHangerCapacity Ibs Nailin Header Joist Joist De th BCI ® Hanger _ Capacity Nailing Ibs Header Joist 4500s TH035950 5000s TH020950- 2 9'/z" 60005 TH----- - 2050 2330 2825 10 lOd 10 16d 10 16d 2 10dx1% z" 6 10d 6 10d 4500s THF35925 5000s THF20925- 2 9Y" 6000s TNF2392S-2 6500s TNF25925. 2 1370 1390 1625 _ 1( 14LOd 1390 12) 10d 12 10dx1%" j12)10d ( 6)10d 6Z10d__ 12) 10d 6 1) Od 4500s 5000s LSSH179 LSSH2O 114 10) t -d 1140 10 10d 7 10dx1Y'_ 1 10dx11/ T 9'/z" 6000s LSSN23 1140 10 10d 7 tOdx1/z' 6500s LSSH25 1412 i 10 10d 7 tOdx11/'_ 6500s TH025950- 2 2825 10)16d 6 tOd 4500s LSSHi79 1140 10 10d 7 10dx1%" 4500s TH035118 2050 L 10d 2)_tOdxl1h- 4500s i THF35112 1825 r 16LOd l (2110dx11f" 50.00s LSSH2O 1140 ! 10 10d 7 l0dxlYz'_ 5000s TH02D118- 2 2330 10 16d 6)10d SOOOs THF20112-1 1855 L 10d (6)10d _ 6000s LSSH23 1140 10 10d' 7.10dx11/:' 6000s TH023118- 2 6500s TH425118- 2 60s TH023N8- 2 9Os SFN71118 2925 2925 3212 3455 10) 16d 10 16d 1J16d 10 16d 6 10d 6 10d 16 10d 6 10d _ 6000s THF23118- 2 1855 16)1.Od 6)1Od_. 11/' 6500s LSSH23 1140_ -10 10d 7 10dxlh" 11%" 6500s THF25118- 1 60s THF23118- 2 90s H07120 1855 1855 2255 16) 10d 6 1Od 16L10d _-{_6)- 10d 16 16d ( 6110d 60s LS N23 1140 14 16d 12 10dx1 z' 9.0- s_ LSSH35 1920 14 16d 12_1.Odx1f' 4500s LSSH179 1140 110 10d 7 10dx1C_ 5000s LSSH2O 1140 10 10d 7 10dx1 z 4500s; TH035140 2315 12 10d 2 10dx1%' 4500s; THF35140 2320 _ 1_6) 10d l0dx11/z'_ 6000s LSSH23 1140 10 tOd 7 10dx1%" SOOOs-TH020140- 2 14 6000s TN023140-2 6500s TH0 55140-2 2330 3350 3350 10 16d 12 16d 12 16d 6) 10d 6)10d 6 0d_ _ 5000s: TXF20140- 2 14„ 6000s. TNF23144-2 6500s. THF25140- 2 2320 2540 2500 20 10d 10d - 20)10d1 ( 6)10d _ 20 10d' ( 6)10d 14 6500s LSSH23 1675 10 10d 7 10dx1%' 60s LSSH23 1140 14 16d 12 tOdx11/" 90S LSSH35 1920 14 16d 12 10dxl%" 4500s L N1P9 1140 10 10d 7 10dx1%" 60s THF23140-2 2540_-_ 20Z10d (6 1) od _ C60s_ TH023140-2 3535 12 16d 6 10d SOOOs LSSH2D 1140 10 10d 7 10dx11/" 90s HD71402820PO16d810dL—( 90sBPH7114L__ 345510 16d L 610d 6000s LSSH23 1140 10 lOd 7 10dx11i' 4500s TH035160 2359 12 10d 210dx1%" 4500s T_HF17157-2 2425 22 10d1(2ZOdxl%" 16" 6000s LSSH23 1825 10 10d 7)10dx1%z" 15000S. TH020i60- 2 16' 6000s TH023180-2 6500s TH025160- 2 60s 1 TH023160-2 2330 3137 3137 3535 10 16d 12 16d 112 16d 12 16d 6 1) Od5000s 6110d_. 6) 10d 6)10d 16„ 6000s THF23160-2 6500s HF25160.2 3050 3000 24 10d ( 6)_lOd 1l0d 60s LSSN23 1140_ 14 16d 12_ 10dx1Y.z_' 90s L SH35 9 0 r 6d t Od 11 " u S P For more information, STRUCTURAL contact CONNECTORS* U SP Structural Connectors at 1-800- 328-8934 or General Notes www. uspconnectors.com Bold italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI® Joist end reaction capacities—whicheverisless. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds W per foot. Leave IN" clearance ( 11e"maximum) between the end of the supported joist and the head of the hanger. For BCI® Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structure) composite lumber or sawn lumber Douglas firorsouthern pinespecies). Minimum support width for single- and double -joist top mount hangers is 3" 1Y' for THO hangers). 9 ( 9 ) Minimumsupportwidth for face mount hangers with 10d and 16d nails is 1'/. and 2", respectively. 60s THF23160.2 3050 24 10d 6 tOd 90s BPH7118 1 3455 10 16d 6)10d I 90s H07160 3365 24 16d 8 tOd 1 .e: ,. .. ti. MSH r, TMP Joist ®; Depth BCI Hanger Capacity Ibs Nailin Header Joist Joist ® De th BCI Hanger 1 Capacity Fastener Ibs To Plate Rafter 4500s: 4500s TMP175 1125 16 10d 4 1Odx1%" SOOOs 5000s• TMP21 1125 6 10d1410dx1%z' 9,. 6000s_ 6 OOs -_ 9,„ 6000s TMP23 1375( 6 10d._;_(4 10dx1 /' dx1f' 6500s 1375 ( 6] 10d(410 4500s TMP25 4500s TMP175 1150 ( 6)10d_ (4)10dx1 /' 5000S - 5000s 1 _ TMP21 6000s TMP23 11/ B 6500s TMP25 1290_. (6)tOd.( 4)10dx1/' 1425(6 tOd ( 4)10dx1/'- 1425 6 10d 4 10dx1'/" 6000s- At/SH2322 11 6500s MSH322 14.31 1431 6110d 6 10d 41) Odx1Yz' 4 10dx1%' 60s ! MSH2322 1431 6 10d 4 10dx11/z" 60s TMP23 90s ! TMP4 1425 16 10d 4 10dx11/z' 1800 6 10d 4 1Odx1%' 90s MSH422 1862aJ0110d610d4500sMSH17221560__ 10d 4) 0dx1/z" 4500s TMP175 SOOOsTMP21 1150 _I ( 6) 10d i (4)tOdx1/z' 1290 (6) 10d_A- 1Odxl/' 5000s 14 6000s MSH23226500s MSH322 60s _ MSH2322 1550 1550 1550 _ 6) 10dT( 4) tOdx1/ z' 6)-10d 6Z10 1 4)10dx1 / z' OdxV/ 2 14„ 6000s,__ TMP23 1525 _ 1 6) 10d L(4,tOdx1/z; 76500s TMP25 1525> 1 ( 6j 10d L(4j tOdx1 /z _ 60s -. TMP23 1525(6) 10d.-(4)10dx1%d'- 90S 4500s I MSH1722 1668 6 10d 4 10dx1%z" 90s TMP4 4500s TMP175 1850 6) 10d! 410dxl%" 1150 6 10d 4 tOdxlYz" u SOOOs ---- SOOOs TMP21 12906 10d 410dx1%" 6000s MSH2322 6110d 4) 10d_x1h" - 16„ 6000s __ TMP23 1550 AS 10d _ 4)10dx11/„ 16 650_Os MSH322 116686 10d 4)10dx1%z' 6500s. TMP25__,_ 60s -__ TMP.23 1550 6) 1Od _(4) 1Odxt /z 1550-_f 6 10d_-( 4)10d__ s_ MSH2322 6) 10d4)10dx11/z" 90s 90S TMP4 1900 6 10d 410dx1%d' A top 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./wN w.bc,Cnm./ sustainnability.%certification-waits/ or view our green brochure at w ww.bc. om/ins-'1, Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEED® points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFC® Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI1 Joist, VERSA-LAW',and ALLJOISV products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! sf For the closest = Boise Cascade EWP distributor/support center, call 30-3- 1 8 BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Seise Cascade Engif eerea Wood Products, hick]" n1 s t rnis a^d co "ditions, wain '4.nt. anc, isdavnlers. visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 Lumber design values are, in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: 1113182 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: " TTa a, FL 3361 -4115 Customer Info: Starlight Project Name: Lot 158 Wyndham Preserve Model: 2260 age1lan Lot/Block: 158 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. Seal# Truss Name I Date No. Seal# Truss Name Date 1 T11478098 1 Al G 6/28/17 118 1 T11478115 1 EN2 6/28/17 12 1 T11478099 1 A2 1 6/28/17 119 1 T11478116 1 HJ7 1 6/28/17 1 13 1 T11478100 1 A3 1 6/28/17 120 1 T11478117 1 V3 1 6/28/17 1 14 1 T11478101 1 A4 1 6/28/17 121 1 T11478118 1 V5 1 6/28/17 15 1 T11478102 1 A5 1 6/28/17 7 16 I T11478103 1 A6 1 6/28/17 17 1 T11478104 1 A7G 1 6/28/17 18 1T11478105 1 B1GE 1 6/28/17 19 1 T11478106 1 B2 1 6/28/17 110 T11478107 B3 1 6/28/17 11 T11478108 134 J 6/28/17 112 T11478109 1 CJ 1 1 6/28/17 113 T11478110 1 CJ3 1 6/28/17 114 1 T11478111 1 CJ5 1 6/28/17 115 T11478112 1 EJ7 6/28/17 116 T11478113 1 EJ7G 6/28/17 117 1 T11478114 1 EN1 GE 1 6/28/17 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. UD1N0 SANFORD 2810 ENs' • q2'% 39380 41J O•'•. TAT E OF . 411 II11111 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 28,2017 Albani, Thomas l of 1 Job Truss TruSS Type Qty Ply T11478098 1113182 Al G Hip Girder 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 1.b4o s Apr i v 2oi o Mi r ex mousmes, me vied dun 28 un:vzcu 20 i7 Faqe I D:75SJeCQByQW 2itGVr5nBLly96Pw-3burxdeP EpLZ29QbR2M HvxLESBB4zS96o5kSpOz1 pl H 1-0-0 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 ,29-0-01 1 0-0 3-9-14 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 3-9-14 1-0-0 Scale = 1:50.1 5x8 = 2x4 II 3x8 = 5.00 12 4 24 25 5 26 27 28 6 29 30 4x6 = 7 rn 0 a- 17 16 31 32 1b 33 14 34 1d 35 36 11 4x6 - 2x4 11 3x4 = 3x8 = 4x10 MT20HS = 2x4 11 3x8 = 2x4 11 4x6 = 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 3-9-14 3-2-2 4.8-9 4.6-13 4-8-9 3-2-2 3-9-14 Plate Offsets (X,Y)-- 14 0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 1871143 BCLL 0.0 * Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 141 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz2=78(LC 8) Max Uplift2=-899(LC 8), 9=-899(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3910/1813, 3-4=-3937/1853, 4-24= 4676/2246, 24-25=-4676/2246, 5-25=-4676/2246, 5-26=-4676/2246, 26-27=-4676/2246, 27-28=-4676/2246, 6-28=-4676/2246, 6-29= 3676/1762, 29-30=-3676/1762, 7-30= 3676/1762, 7-8= 3937/1852, 8-9= 3908/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31=-1649/3644, 31-32= 1649/3644, 15-32= 1649/3644, 15-33=-2128/4676, 14-33=-2128/4676, 14-34— 2128/4676, 13-34=-2128/4676, 13-35=-2128/4676, 35-36=-2128/4676, 12-36=-2128/4676, 11-12=-1589/3544, 9-11=-1589/3544 WEBS 3-16=-204/280, 4-16=-99/500, 4-15=-602/1264, 5-15=-472/411, 6-13=0/332, 6-12=-1236/593, 7-12=-379/1093, 8-12=-205/285 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., 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=899, 9=899. 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) 174 lb down and 214 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 121 lb up at 13-0-12, 87 lb down and 121 lb up at 14-11-4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 18-11-4, and 174 lb down and 214 lb up at 21-0-0 on top chord, and 306 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 14-11-4, 65 lb down at 16-11-4, and 65 lb down at 18-11-4, and 306 Ito down and 137 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building desuner must verify the applicability of design parameters and properly incogwraie this design into the overall individual truss chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing indicated is to prevent buckling of web and/or Is always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabi lcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type city Ply 1113182 Al G Hip Girder 1 1 Tl1478098 Job Reference o tional builder's Hrst Source, urovelana. FL. 34/3b I D:75SJ eCQByQW 2itGVr5nBLlyg6Pw-3burxdeP EpLZ2gQbR2MHvxLESBB4zSg6o5kSpOZ1 plH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7= 54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-127(F) 7=-127(F)16= 306(F)12=-306(F) 24=-87(F) 25=-87(F)26=-87(F)28=-87(F)29= 87(F) 30=-87(F) 31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F) 35= 41(F) 36=-41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual trlilding component, not a inrss system. Before use, the building designer must verify the applicatAlity of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11478099 1113182 A2 Hip 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 Miiek Industries, Inc. wed Jun 28 08:42:21 2017 Page 1 I D:75SJeCQ8yQW 2itGVr5nB Lly96Pw-XoRD9zf 1 ?6TQfJ?o?mtW R8uW ebZui0LF1 IUOMSz 1 plG 1-0-09-0-0 14-0-0 19-0-0 23-2-2 28-0-0 ,29-0-Oi 1-0-0 4-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 3x6 = 4x6 = 3x4 - 5 4x6 = 12 lu 3x8 = 3x4 = 3x8 = Scale = 1:50.1 3x6 = 9-0-0 19-0-0 28-0-0 9-0-0 10-0-0 9-0-0 Plate Oftsets (X Y)-- 2.0-3-0 Edqe] [8:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.19 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-12 >609 180 BCLL 0.0 Rep Stress Incr YES WEI 0.25 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 131 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz2=98(LC 10) Max Uplift2=-455(LC 10), 8= 455(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-1812/707, 7-8=-2081/876 BOT CHORD 2-12= 817/1877, 11-12=-697/1837, 10-11=-697/1837, 8-10=-721/1877 WEBS 3-12=-275/291, 4-12=-114/442, 5-12=-338/250, 5-10— 338/250, 6-1 0=-1 14/442, 7-10=-275/293 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., 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=455, 8=455. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - V nfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITekC connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify file applicability of design parameters and properly incorporate this design into file overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stalAilty and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insti lute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Truss Truss Type Qty Ply T114781007ob82A3Hip2i Job Reference o tional A 016 M T k I d t Inc Wed Jun 28 08:42:22 2017 Page 1 Builder's First Source, Groveland. FL. 34736 1 — s pr 19 2 i e n us .. s I D:75SJ eCQByQ W 2itGV r5nBLly96Pw-?_?bMJff mQbH HTa_YTOI_MQdz_zYRSoPGP DZuvz 1 pl F Ft 0 0 5 9 14 11-0-0 17-0-0 22-2-2 28-0-0 ,29-0-Oi 1-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 1 0 0 1 0 5x8 = 20 4x6 = 13 C v 2x4 I 3x4 3x8 = 3x4 = 3x4 = 2x4 11 Scale = 1:50.1 3x4 = 5-9-14 11-0-0 5-9-14 5-2-2 7 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y) [2 0 1 10 0 0 Ol [4:0-5-12 0-2-8] 17 0-1-10 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0,26 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 136 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz2=-118(LC 11) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615, 4-20=-1464/615, 5-20=-1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT CHORD 2-13= 743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7-9— 628/1863 WEBS 3-12=-459/308, 4-12= 76/364, 5-10=-66/365, 6-10=-459/311 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., 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=452, 7=452. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with Milekb connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component, notatllrsssystem. Before use, the building designer must verify the applicability of design parameters and propotly incorporate this design into the overall q building design. &acing indicated Is to prevent txickling of individual buss web and/or chord members only. Additional temporary and permanent bracing M ITek` Is always required for stability and to prevent collapse with possible personal injury and property damage. rot general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI1711 Quality Criteria, DSB-89 and BCSI Building Component Blvd. Tampa, 6904 Parke East East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11478101 1113182 A4 Hip 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 1e 20i6 Mi ex rnausuies, Inc. Wed dun 28 08.42.22 cv r Paq, 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-?_?bMJffmQb H HTa_YTOI_MQe3_z7R N G PG P DZuvz 1 pl F 1 0 0 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 129-0-Or 1-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 1-0-0 1 0 3x4 46 = 46 = 4 20 5 13 11 IU 2x4 11 3x4 = 3x4 = 3x4 = 2x4 11 3x4 Scale = 1:50.1 I 0 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6.9-14 Plate Offsets (X Y)-- 2:0-3-0 0-1-8] 17 0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 11-13 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz2=137(LC 10) Max Uplift2=-449(1_C 10), 7= 449(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2034/759, 3-4=-1453/540, 4-20= 1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7— 2034/761 BOT CHORD 2-13=-728/1820, 12-13=-728/1820, 11-12=-728/1820, 10-11=-352/1284, 9-10=-593/1820, 7-9_ 593/1820 WEBS 3-13=0/253, 3-11= 645/414, 4-11— 103/336, 5-1 0=-1 03/336, 6-10=-645/416, 6-9=0/253 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., 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=449, 7=449. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekG connectors. This design is based only upon parameters shown, and Is for an Individual building component not - a truss sysiemp Beforeuse, the building designer must verify the alVllcatAlity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlllonal temlwrai y and lx.fmarteni bracing MiTek' is always required for stability and to prevent collapse with posslble personal Injury and property drrnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quailly Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type -at. y PN T11478102 1113182 A5 Common 10 1 Job Reference o tional Builder's First Source, Groveland, FL. 34736 r - Ap. ' w 40' , u-ros. TC.•• 6 ""^` "' "" ' " I D:75SJeCQ8yQ W 2itGV r5nBLly96Pw-TAZzaeg I Xkj Bvc8A6Bv_W ZzoiOFgAv FY V3z7QLz 1 plE 1 0 0 7 3 14 14-0-0 20-8-2 28-0-0 ,29-0-0 1-0-o ' 7-3-14 6-8-2 6-8-2 7-3-14 1-0-0 4x6 = 5.00 12 Scale = 1:49.3 3x4 = 3x4 = 3x4 = 3x6 = 3x6 = IQ0 9-6-10 18-5-6 28-0-0 9-6-10 8-10-13 9-6-10 Plate Offsets (X,Y) 12:0 0 10 Edge], (8 0-0-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.50 10-12 >675 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 122 lb FT =0l LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz2=147(LC 10) Max Uplift2=-448(LC 10), 8=-448(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1967/764, 3-4=-1737/669, 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/670, 7-8=-1967/765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, 10-20=-340/1176, 8-10— 592/1755 WEBS 5-10=-273/607, 7-10=-380/384, 5-12=-273/607, 3-12= 380/384 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., GCpi=0.18; MW FRS (envelope) automatic zone and C-C (nterior(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 3) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=448, 8=448. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 01-7473 rev. 1070"015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporale this design into the overall i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11478103 1113182 A6 Root Special 1 i Job Reference(option)al Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MITPek Industries, Inc. Wed Jun 28 08.42.24 2017 age 1 I D:75SJeCQByQ W 2itGVr5nBLly96Pw-xN7M n_hwl1 r?Xmj Mg uQD3n W tKocnvKFijjigynz 1 plD 14 F 10- 4-0 11-8-0 19-0-0 23-2-2 28-0-0 _ ,29-0-01 1- 0-0 5-5-14 4-10-2 1-4-0 7-4-0 4-2-2 4-9-14 1-0-0 4x6 = 5x12 = 4x6 = Scale = 1:51.0 IQ 011 3x4 - 3x6 _, 3x4 = 3x8 = 3x6 = 3x4 6- 1-14 11-8-0 19-0-0 28-0-0 6- 1-14 5-6-2 7-4-0 9-0-0 Plate Offsets (X Y) 2:0 3-0 0-1-8] (8:0-3-0 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) 0.15 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.33 10-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FB02014fTP12007 Matrix-M) Weight: 136 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1089/0-3-8, 8=1091/0-3-8 Max Horz 2=111(LC 10) Max Uplift2= 406(LC 10), 8=-489(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/729, 3-4=-2003/763, 4-5=-2042/904, 5-6=-1646/774, 6-7=-1808/786, 7- 8=-2055/954 BOT CHORD 2-13= 655/1871, 12-13= 409/1497, 11-12=-552/1827, 10-11— 552/1827, 8-10=-790/1852 WEBS 3-13=-248/264, 4-13= 268/467, 4-12= 565/1134, 5-12=-942/592, 6-1 0=-35/41 1, 7- 10= 246/262 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., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; and 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=406, 8= 489. 7) " Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Nil" atrusssystem. Before use, the building designer must verity the applicability of design paromeleis and properly incorporate this design into the overall wilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stabllity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11478104 1113182 A7G Roof Special Girder 1 TiJob Reference o tional Builder's First Source, Groveland, FL. 34736 7.640 s np1 i e 2016 1-1— muw lip— — .. a Un aeo ' I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-PZhk?KIY3L_SBwIZEcxSb_25RCw W ehzryMS DV Ez 1 pIC 1 0 0 5-5-14 10-4-0 13-8-0 17-4-0 21-0-0 24-2-2 28-0-0 1-0-0 5-5-14 4-10-2 3-4-0 3-8-0 3-8-0 3-2-2 3-9-14 1-0-0 Scale = 1:51.0 4x6 = 0- 0 I In 14 — •c '• 4x6 = 2x4 11 5x8 = 6x8 = 2x4 11 3x8 = 10x12 = 2x4 11 Sx8 = 5-5-14 10-4-0 13-8-0 17-4-0 21-0-0 24-2-2 28-0-0 5-5-14 4-10-2 3-4-0 3-8-0 3-8-0 3-2-2 3-9-14 Plate Offsets (X Y)-- 15:0-5-4 0-2-8j (7 0-5-4 0-2-4j (9 0-4-0 Edge) j12:0-3-8 0-5-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(ILL) 0.35 13-14 >949 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.65 13-14 >519 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 165 lb FT = 0 t LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc puffins. BOT CHORD 2x6 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. 9-15: 2x6 SP M 26 WEBS 1 Row at midpt 5-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1565/0-3-8, 9=2478/0-3-8 Max Horz 2=111(LC 8) Max Uplift2= 631(LC 8), 9=-1131(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3516/1351, 3-4=-3040/1279, 4-5= 3005/1265, 5-6=-5199/2342, 6-7=-5199/2342, 7-8=-5692/2579, 8-9=-5868/2640 BOT CHORD 2-17=-1264/3219, 16-17=-1264/3219, 15-16=-1889/4732, 14-15— 188914732, 13-14=- 1887/4733, 12-13=-2277/5334, 11-12=-2360/5395, 9-11= 2360/5395 WEBS 3- 16=-520/344, 4-16=-837/2059, 5-16=-2608/1240, 5-13=-449/712, 7-13=-503/598, 7-12=- 903/2065 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., 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) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=631, 9=1131. 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 92 lb up at 21-0-0 on top chord, and 1558 lb down and 714 lb up at 20-9-8, and 265 lb down and 144 lb up at 21-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and poperly incorporate this design into the overall ot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary aid permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T11478104 1113182 A7G Roof Special Girder t 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7= 40(B) 12=-1823(B) r.ovv snpi is cv iv -, - muu.m-m- oeo I D:75SJeCQByQW 2itGVr5nBLly96Pw-PZhk?KiY3L_s8wlZEcxSb_25RCwW ehzryMSDVEzl pIC WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. _ Design valid for use only with MiTekr9 connectors. This design is based only upon parameters shown, and is for an Individual Wilding component, not a Inrss system. Before use, the Wilding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual IFUSS web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slahll ly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPi I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty T11478105 1173182 B7GE Common Supported Gable 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 20 o mi i ek ind—Ties, inc. v a 5 ZU, i r a ye I D:75SJeCQByQ W 2itGVr5nBLly96Pw-PZhk?KiY3L_s8wlZEcxSb_2EtC7teteryMSDVEz1 pIC 1-0-0 10-4-0 20-8-0 1-0-0 10-4-0 10-4-0 Scale = 1:37.0 4x6 = 3x4 = 22 2120 19 18 17 16 15 14 13 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vett(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 96 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. lb) - Max Horz2=120(LC 10) Max Uplift All uplift 100lb or less at joint(s) 12, 2, 18, 19, 21, 22, 16, 15, 14 except 13=-115(LC 11) Max Grav All reactions 250 lb or less at joint(s) 12, 2, 17, 18, 19, 21, 22, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 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., 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the Mane of the truss only. For sods exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 2, 18, 19, 21, 22, 16, 15, 14 except Qt=lb) 13=115. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 2. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 10/03P2015 BEFORE USE. Design valid for use only with Milek@D connectors. Ibis design is based only upon paramelers shown, and Is for an Individual Irtilding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Qty Pry' 1113182 B2 Tuss— Tp—e— mon 1 1 Job Reference o tional Builder's First Source. Groveland, FL. 34736 7.640 s Ap.. a 2016 M, i c, h,6USM66, iF.C. .. 6U . qG . I D:75SJeCQ8yQ W 2itGV r5nBLl y96Pw-tIF6CgiAgf6j m4tlnJTh8CbMZcMhN I u_BOBn 1 gz 1 plB 1- 0-0 5-5-14 10-4-0 15-2-2 20-8-0 1- 0-0 5-5-14 4-10-2 4-10-2 5-5-14 Scale = 1:35.6 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 — 7- 1-4- 7- 1-4 Plate Offsets (X Y) j2 0-1-6 Edqej (6:0-1-6 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.17 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1420/551, 3-4=-1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9= 255/861, 7-8=-255/861, 6-7=-439/1270 WEBS 4-7=-198/437, 5-7= 273/278, 4-9= 195/434, 3-9=-272/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCD1_=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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2= 341. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. _ Deslgn valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual txrilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11478107 1113182 B3 Common 1 Job erence o tional Builder's First Source, Groveland, FL. 34736 7,640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 28 08:42:27 2017 Page 1 I D:75SJeCQByQ W 2itGVr5nBLlyg6Pw-MypU POjobyEaO ESxLO_whP8XJ?iw6188PgxKZ6z 1 plA 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 Scale = 1:35.6 4x6 = a6 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-1 Plate Offsets (X Y)-- 2:0-1-6 Edqe) (6 0-1-6 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OA5 Vert(TL) 0.17 7-9 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 89 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1420/551, 3-4=-12581499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8= 255/861, 6-7=-439/1270 WEBS 4-7=-198/437, 5-7=-273/278, 4-9=-195/434, 3-9=-272/276 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2=341. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not a trrrss system. Before use, the building designer must vedry the applicability of design parameters and properly Incorporate ibis design Into the ove DraI building design. Bracing indicated is to prevent txrckiing of individual miss wet> and/or chord memix:rs only. Addllional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11478106 1113182 B4 Common 1 7Job rence (optional) Builder's First Source. Groveland, FL. 34736 7.640 s Apr i 9 2016 mi ex inausni-, nnu. Wed jut, < < 27 201 i age I D:75SJeCQ8yQ W 2itGVr5nB Lly96Pw-MypU POj obyEaOESxLo_whP8XJ?iw6188Pg xKZ6z 1 pIA 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 Scale = 1:35.6 4x6 = G 4 o 3x4 = 3x4 3x4 3x4 = 3x4 = 7-1-4 13-6-12 20-8-0 7-1-4 6-5.7 7-1-4 Plate Offsets (X Y)-- f2:0-1-6 Edgej (6 0-1-6 Edqe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.17 7-9 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 89 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1420/551, 3-4=-1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/86116-7= 439/1270 WEBS 4-7=-198/437, 5-7= 273/278, 4-9=-195/434, 3-9=-272/276 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2= 341. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEX REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. This design is based only upon parameters shown, and is for an individual building component, not Nil' DesignvalidforuseonlywithMiTektOconnectors. a truss system. Before use, the br8lding designer must verify tine applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Truss Type Qty PNT114781093182rJoTrussCJ1Jack -Open 6 1 Job Reference o tional R r.ATe4 In rincfrioc i.,,- w„d.i o a na-aria 2017 Pa e 1 Builder's First Source, Groveland, FL. 34736 I D:75SJ eCQByQW 2itGVr5nBLlyg6Pw-g8MsdMkQMGM R?018v kV9Ddgl4Pg2rD_H eKgt5Yz 1 pig 1_0_0 1-u-u 1-0-0 1-0-0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Horz2=42(LC 10) Max Uplift3=-9(LC 10), 2= 74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual Icailding component. notatrusssystem. Before use, the building designer must verify the applicability of design Ixrrameters and prol edy incogwrate this design into the overall building design. Bracing indicated is to {xevent (.cackling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1 iTek" is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the f Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systerns, seeANSI/7P6904 Parke East 1TQualityCriteria, DSB-89 and BCSI Building Component Tampa. Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sul 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T17478110 1113182 CJ3 Jack -Open 6 1 Job Reference (optional) usnes, Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 e Ind I D:75SJeCQByQ W 21tGVr5nB Llyg6Pw-g8MsdMkQ MG MR?018vkV9 Ddg 14P9 NrD_HeKgt5Yz 1 pl9 1-0-0 3-u-u 1-0-0 3-0-0 Scale = 1:10.9 2x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a ri/a BCDL 10.0 Cade FBC2014/TP12007 Matrix-M) Weight: 11 Ib FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz2=86(LC 10) Max Uplift3=-56(LC 10), 2= 89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mlt-7473 rev. 1010312016 BEFORE USE. e Design valid for use only with MITek09 connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and p fopedy incorporate this design into the overallAdditionaltemporaryandbracing WOWbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. permanent to with personal injury and property damage. For general guidance regarding theisalwaysrequiredforstabilityandpreventcollapsepossible storage. delivery, erection and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component East Blvd. 6904 Parke East Tampa, Parke Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T1 14781 1 1113182 CJ5 Jack -Open 6 1 Job Reference (optional) Builder's First Source, Groveland. FL. 34736 640' w " """'"" `" "'" " "" - I D:75SJeCQ8yQW 2itGV r5nBLly96Pw-I KwFq il37aU IdXcKTROOmq DudpSoag E Rt_QRe?z1 pl8 1-0-0 5-0-0 1- 0 5-0-0 Scale = 1:15.1 2x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.17 Vert(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 FBC2014/fP12007 Matrix-M) Weight: 17lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz2=131(LC 10) Max Uplift3=-98(LC 10), 2= 125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=125. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. s Design valid for use only with MITek® connectors. This design is based only upon parameters shown- and Is for an Individual building component. not a truss sysiern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memo eis only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Wexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11478112 1113182 EJ7 Jack -Open 8 1 Job Re nc tional Pane 1 Builder's First Source, Groveland, FL. 34736 ' " r" " """'"" " " "" "" " ` " I D:75SJeCQ8yQW 2itGV r5nBLly96Pw-I KwFq il37aU IdXcKTROOmq DggpPvag ERtQ Re?z 1 pl8 7-0-0 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Veri(TL) 0.16 4-7 537 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=366/0-3-8, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplift3=-123(LC 10), 2= 164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc pudins. 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. Il; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall. by 2-0-0 wide will. fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=tb) 3=123, 2=164. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. sq® Design valid for use only with MiTeke connectors. This design Is based only upon parameters shown, and is for an Individual Lxtilding component, not E7 a tam system. Before use, the building designer must verify the applicability of design parameters and properly incogxxate this design Into the overall p i building design. Bracing indicated is to prevent t:wckling of individual truss web and/or chord members only. Additional temrxxary and permanent bracing IYI iTek" IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss system6904 Parke East s, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T1Y478113 1113182 EJ7G Jack -Open Girder 1 2 Job Reference o tional Builder's First Source, Groveland, FL. 34736 7.640 s vpr i a zu i o mi i sk sdusuros, inc. su uun co v — —1 r age I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-mXU d22mhutc9 FhBW 09Xdl2m?3Dj GJ 79a6e9_ARz 1 p17 3-8-2 7-0-0 3-8-2 3-3-14 2x4 11 2z4 I 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC OA9 Vert(LL) 0.15 3-5 539 240 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.28 3-5 298 180 BCLL 0.0 ' Rep Stress Inc r NO W B 0.02 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1163/0-3-8, 3=1578/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-474(LC 8), 3=-694(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=474, 3=694. 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) 744 lb down and 322 lb up at 2-0-12, and 744 lb down and 322 lb up at 4-0-12, and 746 lb down and 320 lb up at 6-0-12 on bottom chord. The desigrt/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: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-744(F) 8=-744(F) 9=-746(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO conneclors. This design is based only upon parameters shown, and is for an Individual lAillding component, not a truss system. Before use, the building designer rnust verify the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing pWelk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavallablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11478114 1113182 EN1GE Monopitch Supported Gable 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 i 1-0- 7.640 s Apr 19 2016 MITek Industries, Inc. Wed Jun 28 08:42:30 2017 Page 1 ID:dZtYQHLaatAtc 8cUS?Fa5z4Ssg-mXUd22mhutc9FhBWOgXdl2mxRDhZJ7Ua6eg_ARz1p17 6-10-0 Scale: 3/4"=1' 2x4 11 3 2X4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.03 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.02 1 n/r 90 BCLL 0.0 * Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 4=243/6-10-0, 2=305/6-10-0 Max Horz2=123(LC 9) Max Uplift4= 125(LC 10), 2=-182(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=O.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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 cc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=125, 2=182. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. pp Design valld for use only with MiTelkD connectors. This design is based only upon parameters shown. and is for an Individual building component not - p• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to ixeveni collapse with posslUle personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty T6115 1113182 EN2 Monopitch 10 1 J.bR.f.renc..oral Builder' s First Source, Groveland, FL. 34736 r.o40 . Api 19 201 G - ' ; s9" " ""'' " ` ' a ' I D:dZtYQHLaatAtc_8cUS? Fa5z4S-Ej2? FN mJfBkOsrmj as2srFl B 1 d5v2akkK IvYitz 1 pl6 1- 0-0 6-6-8 0-10-9 r1- 0_0 8.6.8 '0-3-8 Scale = 1:16.6 2x4 11 3x4 = 2x4 11 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.06 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.13 4-7 598 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n/a Na BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 4=197/Mechanical, 2=352/0-8-0 Max Horz2=123(LC 9) Max Uplift4=-100(LC 10), 2=-205(LC 6) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 25 lb FT = 0% Structural wood sheathing directly applied or 5-11-7 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=100, 2= 205. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev. 1010312016 BEFORE USE. Nil DesignvalidforuseonlywithMITekGconnectors. this design Is based only upon parameters shown, and is for an Individual building component, not d a truss system. Before ruse, the building designer must verify the applicability of design parameters and propetly incorporate this design into the overall iii building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11478116 1113182 HJ7 Diagonal Hip Girder 3 J.b ference o tional Builder's First Source, Groveland, FL. 34736 1-5-0 I f.o4 s MPI I tl GV I O ry l ert IIIUUJII Itls, I ". vv vu uu c g6 , I D:75SJ eCQByQ W 2itGVr5nBLly96Pw-Ej2?FNmJfBkOsrmjas2srFICCd3D2 W RkKlvYitz 1 p16 5-2.9 9-10-1 5-2-9 4-7-8 2x4 = u 9-9-7 Scale = 1:21.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 0.10 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) Weight: 401b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=116/Mechanical, 2=481/0-4-9, 5=293/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-782/303,11-12=-753/306, 3-12=-722/312 BOT CHORD 2-15=-402/723, 15-16=-402/723, 7-16=-402/723, 7-17= 402/723, 6-17=-402/723 WEBS 3-7=0/264, 3-6= 773/430 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=267 5=116. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 lb up at 7-0-14 on top chord, and 8 lb down and 1 lb Lip at 1-4-15, 8 lb down and 1 lb up at 1-4-15, 9 lb down and 0 lb up at 4-2-15, 9 lb down and 0 lb up at 4-2-15, and 24 Ib down at 7-0-14, and 24 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13= 48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B=-17) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a Buss system. Before use, the building designer must verify the applicability of design pxlrameters and properly Incorporate this design into llne overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11476117 1113182 V3 Valley 1 1 Job Reference (optional) Builder's First Source. Groveland, FL. 34736 cs0 2x4 3-1-8 7.b SApr tv20i6Mi .ki,HdU ui8 ,u . We Jw 28vo.42.3220i, raVc I D:75SJeCQByQ W 2itGVrSnBLly96Pw-ivcNTj nxQVstU?KVSaZ5OTfRBO W Knt _tZye5EKz 1 p15 2X4 11 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 9lb FT =0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=82/3-0-14, 3=82/3-0-14 Max Horz 1=55(LC 9) Max Upliftl=-34(LC 10), 3= 45(LC 10) 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=S.Opsf; h=15ft; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not - a tn.lss system. Before use, the building designer must verify the applicability of design I>araneters and properly incorporate this design into tine overall Abuildingdesign. Bracing Indicated is to prevent buckling of individual h'uss web and/or chord members only. Additionat temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/711 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plole Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11476116 1113182 V5 Valley 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 v0 0 2x4 5-1-8 7.640 s Apr i920 i 6 MileK Munn—IIIc. v c N i i gel I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-ivcNTjnxQVstU?KV8aZ5OTrOtOTnnl _tZye5EKz 1 p15 2x4 11 2x4 it Scale = 1:14.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Veri(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 17 lb FT = 0%6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=156/5-0-14, 3=156/5-0-14 Max Horz 1=103(LC 7) Max Upliftl=-66(LC 10), 3= 86(LC 10) 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; MWFRS (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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekV connectors. This design is based only urxon parameters shown, and Is for an individual building component, not a buss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temr)orary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth, 0-1/ 1 dr For 4 x 2 orientation, locate plates 0-111a' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS Q ry O S U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O U a_ O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Note: Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1 . 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20 Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. THA218 To I joist Connection IW 11ZW IIIIIIW riearavr U U U w w' Ica Ica w w w' w U U U 1 3 0 0 IV V 0 ZV N 7 0 N 0 N V 0 N 0 N 0 tV 0 V 0 V 0 N O V O N B O i 0 A Civti E la la a 20' 8" T 4^ 1. Client to review overall placement plan including dimensions, roof and ceiling conditions, top chord size, overhang / cantilever lengths,heel heights, bearing & non -bearing wall locations and heights. 2. Client to review entry and / or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3. Client to review AHU conditions such as, hung from ceiling, recessed into ceiling or attic mounted. It is the client's responsibility to inform truss plant of locations, size, and weights. 4. Client to review special conditions; such as beam loads, dropped soffit loads and skylite locations to ensure proper truss design / placement. 5. Ceiling drops and valleys not shown are to be field framed by client. 6. Hip and corner jacks not cut are to be cut in the field by others. 7. Overhangs are 2x4 or 2x6, no blocking is applied. 8. Overhangs are considered veld, cut to fit in field. 9. Temporary or permanent bracing is not included in truss package. 10. Erect trusses per BCSI-Bi Summary Sheet. Prior to erecting trusses refer to sealed truss enginering sheets for additional important info. 11. It is the client's responsibility to cooridinate delivery dates with truss plant/sales. Truss delivery will be. on the agreed upon date.. 12, Client to provide a marked location for delivery. Location must be accessible, level and clear of materials and debris. In lieu of this, trusses will be delivered in the best available location at our driver's discretion. No charges will be accepted if above criteria is not met. 13. All trussrepairs must be coordinated with truss plant. Do Not Cut Any Trusses before contacting truss plant with specifics 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 / scheduling. 16. — Upon signing you agree that you have reviewed this placement plan in its entirity. Approved By: Approval Date: Requested Delivery Date: Roof Loading: 20.00 TCLL, 7.0 TCDL, 0.0 BCLL, 10.00 BCDL, DOL 1.25 Floor Loading: 40.00 TCLL, 10.00 TCDL, 0.0 BCLL, 5.0 BCDI, DOL 1.00 T. C. Pitch 5/12 Wind Code MWFRS / ASCE 7-10 B. C. Pitch Flat Design Method FBC-2014 / TPI-2007 T. C. Size Varies Wind Speed 140 mph / Exp. C Heel Hgt Varies Mean Hgt 15' Min. Bearing Varies Building Cat. II Cantilever : N / A Importance Factor : 1.00 Overhang V 0" Enclosure Partially Enclosed O. H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing 24" O.C. Enclosure Entry Partially Enclosed HUS26 = Typ. Single Ply Roof Truss HHUS46 = Typ. Floor Truss SUL4 ccOHGUS26- 2 HHUS46 ( MTHM 2 SUR46 HGUS28- 3 HHU548 JU THAC422 ri Hangers are Manufactured by Simpson Stronq Tie unless noted otherwise See Legend in Layout Truss Layout Client: Starlight Project: Wyndham Preserve Model: 2260 Magellan S (LH) Lot / Subdivision / Street Address: Lot 158/ Wyndham Preserve Location: Sanford, FI. Date 0612812017 Scale NITS Plan Date: xx/xx/xxxx Drawn By Patrick Church Sheet# 1 of 1 Job # 1113182 4/2812017 RECORD COPY Florida Building Code Online BCIS Home I Log In User Registration 1 Hot Topics Submit Surcharge Stats &. Facts i Publications 1 FBC Staff BCIS Site Map Links l Search g' produ IctApprovaI x d58, K _ gf- USER: Publicuser Product Approval Menu > Product or Application Search > AnplicatioLU sS > Application Detail 773— 41 FL # FL158- R8 r # a 1 Application Type Revision a K f Code Version 2014 j Application Status Approved pT Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/ or the Commission if necessary. gx "r x Comments p* Archived 4 kk M1T ha Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 1` i yYg' f frM 813) 621-4641 Ext 128 1 Kk i cparrino@castcrete. com Authorized Signature Craig Parrino cparrino@castcrete.com yybb s L Technical Representative Craig Parrino nPAR Address/Phone/Email POBox24567iTampa, FL 33623cparrino@castcrete. com r% s MI. ryw Quality Assurance RepresentativeCraig Parrino 10 Address/Phone/Email POBox2456712Tampa, FL 33623 yy^ cparrino@castcrete,com s' a Category Structural Components 1; Subcategory Products Introduced as a Result of New Technology a 5 Compliance Method Certification Mark or Listing 2r ty Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year ( of Standard) Standard Year ACI318 2011 ACI 530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/ 2016 https:i/www.floridabuiiding. org/pr/pr app_dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNuicgj5pgLXkU6g%3d 1/2 4/28/2017 Florida Building Code Online Date Validated OS/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 ium ma i r'of.Products FL # Model, Number or Name Description. 15fi.1 i High Strength Concrete Lintels 4; 6, 8, and 12 inch wide lintels Limits of Use _ — — j Certification Agency Certificate — 4 Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903,03.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03,Ddf Impact Resistant: N/A I Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load I FL158 R8 11 NOA 14-0903.03.Ddf FL158 R8 II NOA 16-0126.01ocif Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports I Created by Independent Third Party: I Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013-State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida 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 phoneor by traditional mail. If you have any questions, please: contact 850.487.1395. "Pursuant to Section 455. 275(1), Florida Statutes,: effective. October 1, 2012, licensees licensed under Chapter-45S, F.S. must provide the Department with an email address if they have one. The emails provided may be usedfor official communication with the licensee. However. email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4S5, F,S., please click here . Product , A,,p pl{rovalAccepts: Credit Safe htips:// www.foridabuildirig.orglprlpr app_ tl.aspx?param=wGEVXQwtDquegi%2bT71%21F192gnRzHNulcgj5pqLXkU6g%3d 212 M 1 AM t•DADE n1! IAbl1-DARE COUNTY e PRODUCT CONTROL SECTION DEPARTDIENT Or REGULATORY AND ECONONWC RESOURCES (RI;R) 11805 SW 26 Street, Room.208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) NvNv%v.miamidade.govleconomy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product 01' material tested for quality assurance put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by 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 describedherein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and. Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.F., dated IVlarch 24, 2003 and. Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revisiondatedJune 12, 2014,_all signed and scaled by Craig Parrino, P.E., on August 19, 2014, all bearing 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. R.ENIMAL 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, theta it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. 1 NOA No. 14-0903.03 1 MIAMFDAOECOUNTY! c- fA •'` Expiration. Date; 04/11/2018 I 1 Approval Date: 10/09/2014 vFr r, c Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-060.5.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, Prepared by Craig Parrino, P.E., dated March 24, 2003 and DrcavinglVo. LT4612, titled Cast -Crete d'", 6" & 12" Lintel Sclfe Load Tables'; sheets I through 3 of 3, prepared big Craig Parrino, P.E., dated Alarch 24, 2003, last revision Al dated April'28, 2003 bolh drawings sighed and sealed by Craig Parrino, P.E. B. TESTS 1. Test reporl onflexural testing on I ", 6" & 12 " Precast Concrete Lbrtels Filled and Utflled 11/odels, total of (13) concrete lintel specimens, her ASTAIE-529-91, prepared by applied Research Laboratories, Report Mo. 30404A, dated 04110103, signed and sealed by Christopher A. Ramon, AE.. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed bli Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared bl' Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualm' System Manual for Cast-Cretelllachine Made Precast Lintels revised on Alcty 1, 2002. 2. Cast -Crete Qualih' Sj'stem klanual for Prestressed Products dated 2002, 2. EVIDENCE SUBMITTED UNDER PREVIOUSAPPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving Mo. LT4612, titled Cast - Crete I ", 6" & 12 " Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 24, 2003, last revision dated Adcn•ch 11, 2008. B. TESTS 1. 1Vorte. C. CALCULATIONS 1. Norte, D. QUALITY ASSURANCE 1. 13y ltlimni-Dole County Building Code Compliance Once. E, MATERIAL CERTIFICATIONS 1. None. HtWiy A. Malcar, P,E,, ArLS, Product Contras Unit Sulmi-visor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E- I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL it 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Dralving Ato. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables'; sheets 1 through 3 of'3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated Afarch l 1, 2008, all signed and sealed by Craig Parrino, P. F., on Afarch 22, 2012. B. TEST'S L None. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By lvliami-Dade Cotarty Department of Permitting, F,nvirorunent, and Regulatory _&drs. E. MATERIAL CERTIFICATIONS 1. Notre. F. OTHER 1. Letterfi•ont Cast -Crete, Corporation, dated February 03, 2012, signed and sealed by Cralg Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Atone. B. TEST'S 1. None. C. CALCULATIONS 1. Atorle. D. QUALITY ASSURANCE 1. By Hianri-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. [None. 1 Wa-ffiiy A. Ma car, P.E., M.S. Product Coiitro] Unit Sltpervisor NOA No. H-0903.03 Expiration Date: 09/1 t/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 Aro. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated rlllarch 24, 2003 and Drawing Arb. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 08/1912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed card sealed 41, Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By d41ami-Dade Comity Department of Regulator j, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1, None. F. OTHER 1. Letter fr'ow Cast -Crete USA, Inc_ dated August 19, 201-4, signed and sealed GI, Craig Parrino; P.E., certifying compliance with the Florida Building Code, 201.1 Edition. todr Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09111/2.0IS Approval Date: 10/09/2014 E,3 HIGH STRENGTH PRECAST AND RO PRESTRESSED CONCRETE LINTELS I'A' 6" & 12" PRECAc BOTTOM STEEL LENGTH NO CAGE FABRICATION MODE E 4 SOLID LINTEL DATA TABLE mums= iE$1 R$6y(JjF111'. D1ZFf rtn:a r 6" PRECAST U-LINTEL DATA TABLE 111101mIaw locomml r E=mmmm e©ao un rar>aFs [>z =10m r inum iiimm - [SII I2IJlLSi o - snim 7677®[II.+L:1rRfaR9 r mrtu:..+r tat le cz o E>a 13S{.:BiFLZL7FSe70l, I®rsE>Qs>11RQasar o 12" PRECAST U-LINTEL DATA TABLE Et>'!T:i'illliVLi1Y'i•Lil idiii® L", Vtil:JKYYa©Q S i.i DmEiT[0!' ay Zm r5Yi9 Cori Vmll atmmKamo Tm aEm" ImmIF 1S7LlLOII]ir 3LF'Lf1(1 gkm QiCii tiP'[EL,I[I l3f.J::i i[imi012LUu, iEw"EffiNttg=[23fflu"f v-rmc+rca rtsiTAn . . aE Alt• • iu RscL•>t:[s,i`aa E.R COMM mer2ut,3[s rvma o©ao c uaAr rzAaBk uaav ta.:: ©no RiiF[il li !'.:il,t[11.13 F7tF3.iElm C L® e,y rArE[d(2{1t{1.71PF.7.[L.Ii1Ci•1ii76fi7T1[7m'PI t!• rravls7Esvr.aRscaEz7 ri•7L rEnu7arnacstcrrr•BdcracQa9 r. as s:m urzt t®moo MEMBER OF a nq1 M01R67ART IRR)IYA710M " PROTDEO fOR, PRODUCE AIPADVLL R IS IROTECIEO BY COWRW LAWS AND CANN07 BE REPRONCED OR DLSTRIBVIEO W71 W THE PRIOR •AMEN CONSENT CAST-CRETC USA. DM. 1. AENUtfWt STEEU 7/32 BAB — ASIDI B3. RI. MED IB A—B t, STRWMXQ STRENOW: 6 AND 12 — UNIt.. 2W P61 ORADE BO N. AIIS S MDIEI TIE TOTAL —.* 0! STRRUPS A[WDIED AR[ CDW . RTAIITIND 2. CON 1— - ..m Ee . BDOO HI IOR ALL f IN:Y AND 11 NCR !BW EACH OW " TIC XWQ=M GCE{ FOR MWIE - ND. Dl PAECAS7 m—, I'• . )OD•1 IL 70R A W- 1110tIS —.M . 1, TNCN TN[ REIxlOAC11MI GOE fAeRN:AIIOM NODR sw- 3. BOnON MIL ENALL BE CIR BACK ON[ INCH TO BE —N TO- ENDS 2 mt[ull rBON EACH END. ON B: ANU 12 W UdE13 Al7EA SIWIIHO IROY fO NCEO paonucr Ki:v SlSn as mmDrY b: if p,.PlmisR 4n3 O. zalg OF V IlailomoE ,l H O • I ,i CRAIGPARRINO r O R.1 ` 6324 CR 579 J1cc, i i S GQc 7 PRECAST AND PRESTRESSED LINTEL DETAILS FItE IW1Et DRSUB!-1< OHFA BY: WMR ABNADB SCALE: As sNOAN. DAIL' CNLEEID IR: CRw+D PARAtYO, P.E O.RAWDiC {OU12 SN[R: f Of GENERAL NOTES 1) 1Aoledda: I 4' premst lintel 3000 psi fc 6'& 12'ppr tHnkt 6Dp0P f c grout = 3000 ps r8h maximum ] 8 inch: aggregole Concrete. rtasonry u R SCMU) par' C9D eilh mmrnrm net area canpressn 5 Credit r W. ysirebarpryASTMA6150type60MmortarperAS7MC270A'pa M-ar S 2) NI sofm land tables based an mAmHum 4 inch: nominal bearfnq. E—rtlsn: Sete foods for lintel 2 6V2, 120E and 12RUbmustbemdacedbyPDX-H aearfnq. length it less than 6 1/2 inches' 3) Praxide rah motto, bed and hood $oink, 4) The number in parenthesis indlautes the percent reduction.: for, grade 40 fieldadded tabor. Exaq mple2 e/ f4Rlmduct'ion014f20 (A =d 12228pit1478(ig 5) NI. Wets meet or exceed l/360 de11.11i n. e ofon. Untel types 6rFb B 12FB 17-4' & Jung., meets or eased L/180 deflation, - lke le limited to conditionsmeetingg the Florida Buldinq Code Section 1604.3.1 as applicabIs. b) Slwra filled lintels a1 requ;red. 7).4' solid Artels A. be instohsd e/ 4' dimension hodxo W and 8' dimension vnUaal. 8) Instollation/ plthm -t of Intel m.t..complf: sAh the orthiteclurol and/or, A-tarul d umei is 9) The designer may evaluate concentrated loads from the of. land tobla by cokulaliq the maximum resisting -moment and shear at d-aeoy from the face of support. 10) Kit. - Not Rated 11) Bottom Wd added rebut to be Jwled of the bottom :at the GnW corny. TYPE DESIGNATION r -nun e! n amm / u . uauto 121`16-28/2T nanut ennA j J L axmm or As N7raV41mn DfW ii lap N avn u rcL (x) lawrmfart tort saria+s, O:laws4s rm armserry0a.4 F a as o v, aa ' a lex p'eia•evxa vas lwa, 1)-rfSaRm rpi f' ones eanw nmsoarsc 11 5 - ACTUAL n IMa ace¢] 12" NOMINAL V6OTH 12) 6' & 12e Untete are ran-fadund with 5-1/2' long nofcnes at the ends to.. occamodote verllcol o-I relnla¢ ing and grouting: 13) The exterior surface 1 lintels installed in ext a canoes ma onry all. stroll have a oXg of stuao applied i accardonce rr'th ASTIA C-926 an tithe approxed coating. 14) Unleb loaded : m lt= usy ri Ili v boat (grvvil!yy rapp&It) and bar toi tot (bterul). load, eh..Id bin checked fof. the oomEmed. be .; the.follomng equal — Applied vertical load + .Applied horiionlol to. S 1.0 Safe vertkai land Safe harieonlcl load - 15) For somposits lintel hek) hts.-rat sh.ut use sofa lmd,fmm nest luny beighl sheen: 16) For lintel length not shown. use sole, land from next. fanged Idnglh :shown. 17) Sofe loads on. superimposed. allowable Moods. 18) Sofa loads based on rational design analysis per ACI: 530 ad Aa 318:. IS) Add6anol fotsml land mpoaly can be obtained byy %e des.•gner by proriding cddRionol. reinforced sor-f...-,y u. 1. (RCMd)`ob— ihe. lmLel-.See sketch below: SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDMONAL REINFORCED CIAU ( RCMU) FULL COURSE 1) 15 REBAR FOR,6' UNTEIS 1/2' CtR TYP 2) 15 REBAR,FOR 12' LINTELS GR40 or GR60 SAFE LOADS FOR 4" SOLID LINTELS C-140-c" GRAVITY TYPE LENGTH 4S8 3'-6" ( 421 PRECAST 1180 4'—C" (48-) PRECAST 959 4'-6a (54) PRECAST 789 V-10°,(70") PRECAST 460 V-6" (78") PRECAST 360 7'-6" (90") PRECAST 260 9'-4" (112' PRECAST 156 10'-6• (125") PRECAST 11 r1 12UB 4AZT-G4R— UPLIFT LATERAL LENGTH TYPE 4S8 4S8 3'- 6- ( 42") PRECAST 687 371 4'-0' (48-) PRECAST 597 320 4'-6" (54'1 PRECAST 529 258 5'-10" (70") PRECAST 407 148 6'-6a (78-) PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4' (112') PRECAST 187 55 10'-6" (126") PRECAST 152 43 12FB 12F12 12F16 r 0 • O M 6F8 6F12 6F16 • *® ti • t; S t .• r i Y F. ` t4' t. t` Y ' lie s 4 'nf • • :'O O J O O 'O 21 • 12F28 12F24 12F20 l . y..: ,*. :• - , PADrju rREVSl:n nytxlfl lba Ft Isla a 17 cif? (r/;CRAIGPARRINO EryloluonUof`a yz C Lu 0R1p . M24CR679 6F32 6F28 6F246F2) 'pe u/.. C\2 SEFFNER,FL3684 31 f & aJ) fell lflye, FL P. E,LIC.N0.4d756 MEMBER OF mu:CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES sae., • 1JU 10 HE: DBSUgS-14. DPAWN BY: JOHAN. awf> SCALE N.I.S.: -_ WWW 'e' DhTEl/2//03 CHECKED Byi CfWQ PARdRO, P.L. BEd: N0, 447S6 ORA)IM:N0, LT4612 SHEET I.OT S I SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4—T-4 mm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 61`12-18 6F16-18 6F20-1B 6F24-18 6F28-18 SF32-1B S-6" (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 V-6" (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5-10"(70") PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6" (76') PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112') PRECAST 564 660 1056 1523 2084 2795 3731 10'-6"(126") PRECAST 503 566 895 1270 1706 2236 2898 11'-4'(136-) PRECAST 457 513 805 1133 1507 1952 2492 r280812'-0%144") PRECAST 425 477 744 1042 1377 1769 2238 13'-e (160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0-(168") PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(208") PRECAST N.R. 299 455 620 794 985 1198 4437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS 4—T-4 " SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-5 (42' PRECAST 587 1055 596 4'-0' (48") PRECAST 487 787 445 4'-6" (54") PRECAST 416 609 344 5-10" (70") PRECAST 300 350 198 6'-6' (78") PRECAST 263 496 157 7'-6' (90") PRECAST 222 367 116 9'-4" (1121 PRECAST 173 352 74 10'-6" (126") PRECAST 151 276 58 11'-4-(136") PRECAST 139 311 49 12'-0-(144`) PRECAST 131 277 44 13'-4-(160') PRECAST 117 223 35 14'-0-(168-) PRECAST 111 202 32 17'-4-(208') PRESTRESSED N.R. 130 1D SEE GENERAL NOTE 18 SAFE,UPLIFT LOADS FOR 6" PRECAST U•LINTELS ioaT SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6FB-17 61`12-17 6F16-IT 6F20-11 V24-1T 6P28-tT 6F32-IT S-5' (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48') PRECAST 1225 1500 2357 2913 3470 4027 4583 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10-(70") PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78") PRECAST 723 1097 14370) 1777 2117 2457 2797 7'-6- (90") PRECAST 648 r 86301 1249f4 1544f1 184014 2135W 2431 9'-4" (112-) PRECAST 575 5710>1 980 1252 1492 1732 1972 10'-6'(126") PRECAST 514 46201) 787 1121 13363 1551 1766 11'-4,"(136 PRECAST 474 404 0 685 985 12131A 1442 1645 12'-0"(144") PRECAST 454 3671Y 619 888 j1093 1299 1506 13'-4"(160")'PRECAST 402 308 516 1076 1247 14'-0'(16r) PRECAST 36604 2851W475 011 677 832 989 1145 a PREC 253 208 338 J65517'-4"(2DB') 693 803 0) THE NUMBERS IN PAREMHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 uPA a,.. CJ ENS O 44 T• °( Rip . CRAIGPARRINO FS ' • • • • • G O 6324 CR 679 4•,S OtVf E.`` SEFFNER.FL 33684 IllFL. P.E. UG NQ:447& PRODUC`rltl?VIS QpwoomN , CAm wish r" (•lurjA;, q wc Pin?rion U;Re 1 G S. a.7 py Zof$ uc1 Control ITINIUKERAL NEV1510EMBER Of C r'} nnuCAST—CRETE 4" 6" & 12" LINTEL SAFE LOAD TABLES LIJN 8 JA NAMC CHANCE t CP OENEItAI REVISION 8 19 14 „ , : __.gyp ,,, a •,r FlU: NAYS: 1110 -11 BRAWN 91': JOHA17 6AXAU0 Sum U.S. 1'''•'"" ^., w , DAtE: J/2t/W CHECKED BYi CRAK, PA9dIN0. P.C. -RED. N0. U75d DRA'YMM0. UAW SHEEE 2 OP J SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FOSAFE LATERAL 1R12" PRECAST t 4-1-44im- SAFE LOAD POUNDS PER LINEAR FOOT e wasa LENGTH TYPE 120 12FB-2B 12F12-20 12FI6-2812F20-28121`24-2812F26-2812F32-28 LENGTH TYPI S-6- (42-) PRECAST 3428 5000 583E 7619 9352 11060 12755 14438 3'-6" (42') PRECAST 4'-0' (48') PRECAST 2923 4232 5839 7619 9352 11060 12755 14438- 4'-0- (48')PRECAST 4'-6' (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 4'-6' (54') PRECAST 5'-10"(70") PRECAST 1612 2320 3218 5234 8487 11060 12755 14436„ V-10'(70' PRECAST 6'-6' (78") PRECAST 1383 1986 2679 4196 6421 10032 12755 14434 6'-6- (78') PRECAST 7'-6- (90') PRECAST 1138 1628 2131 3218 4676 6756 9763 1352q 7'-6- (901 PRECAST 9'-4- (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 9'-4- (112") PRECAST 10'-6"(126 PRECAST 614 1043 1295 1853 2516 3323 4334 5632E 10'-6"(126") PRECAST I1'-4"(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 11'-4'(136' PRECAST 12'-0'(144-) PRECAST 456 878 1073 1513 2020 2617 1 3333 4206, 12'-0'(144") PRECAST IS-4-(160") PRECAST 359 767 E 926 1294 1709 2188 2743 3409E, 13'-4"(160") PRECAST 14'-O'(168") PRECAST 321 720E 865 1 1204 1584 2017 2451 3106E 14'-0"(168') PRECAST 17'-4' (208") PRECAST N.R. 45101. 631 y, 881 p, 11410, 14280 1750E" 2102M 17'-4- (208' PRESTRESSED 19'-4'(232') PRECAST N.R.343,4 477 7001„ 925 1152 1380 1609, 19'-4-(2321 PRESTRESSED 121J8112FSIRCMUI THE NUMBERS U4 PARENTHESIS ARE PERCENT REDUCTIONS FOR acc Qu.c:wt. —.1 ;o GRADE 40 FIELD ADDED REBAR, SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 12" PRECAST w1.2" RECESS DOOR U-LINTELS 42" PRECAST wT 2" RECESS DOOR ILLINTFLS 4~r-4-m SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE 12RW 12RF6-2812RF10- 12RFI4- 12RF18- IM22-2E 12RF26- 12RF30- 4'-4- (52") PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54-) PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8" (68") PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5'-10"(70") PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-8' (80') PRECAST 924 1430 2633 1 4415 1 6884 10351„ 12571, 1480q 7'-6- (90") PRECAST 703 1203 2157 3494 5259 7922, 9623E, 11321" 9'-8- (116-) PRECAST 389 1 843 1 1451,1 2157 1,3203 4427,j5417E 6380T SAFE LOAD PLF LENGTH TYPE 12RU612RF6 RC 4'-4" (52') PRECAST 1295 3692 2581, 4'-6-, (54') PRECAST 1213 3458 2417, 5'-B" (68') PRECAST 784 2236 1650, 5'-10-(70') PRECAST' 747 2129 1552,, 6'-8- (401 PRECAST 602 1716 1170,, T-6" (90") PRECAST 504 1438 91401) 9'-8- (116") PRECAST 355 1011 5 9°L SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS CwRz7 i®ft'0 SAFE LOAD -POUNDS PER LIEAR FOOT LENGTH TYPE 12F8-2T 12F12-2112F16-21 12F20-2i 12F24-1T 12F28-2T 12F32-2T S- 61' (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'- 0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'- 6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'- 10-(70') PRECAST 1623 2527 , 3310 4092 4875 5858 6441 6'- 6' (78-) PRECAST 1444 2269 2972 3675 4378 5081 5784 7' 4' (90-) PRECAST 12670 1767,1 258 „ 31941 380601 4417, 5028 9'- 4' (112') PRECAST 102are, 1171114) 2006E 259D(ml 30870 35830w. 4079 10'- 6"(126' PRECAST 920E 947 „ 1612E 2281 2711 320901 3653E ll'- 4"(136' PRECAST 858D° 629 14042 1982E 2441 29020J 3364 12'- 0-(144") PRECAST 814 m, 753 „T 1269D 1788 2201 2616 3032E 13'- 4-(160') PRECAST 6784 53304 1057 1485,4 1B25 2169 2513E 14'- 0-(168-) PRECAST 62201 586 m 974 13651„ 16790 19930, 23091 12 17'- 4"(2087 PRECAST 427 595, 964 0, 1182T 1402D, 1623 19'- 4"(232') PRECAST E356 W 370T, 593 817,.. 1002.1 11870, 1372E, 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBNL SEE GENERAL NOTE NO. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/2" RECESS DOOR U-LINTELS I& M- i1m SAFE LOAD -'POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-2112RF10-2112M4-2 12PF18-2 12RF22-2 12RF26-2I12RF30-2 4'- 4- (521 PRECAST 1626 26B5 3746 4806 5867 6928 7989 4'- 6- (54' PRECAST 1558 2582 3602 4623 5643 6664 7684 5'- B" (68' PRECAST 1210 2042 2850 3658 4466 5273 6081 5'- 1D"(70') PRECAST 1173 19B4 2769 3553 4338 5123 5908 6'- 8- (80-) PRECAST 1020E 1538 2426,1 3114 3802 4469 5177 7'- 6- (90 PRECAST 904 1226 DI 2163, 277611.4 3390 4003 4617 9; 78' (116') PRECAST 703,, 771 . 1472p,T 2181,j 2663,j 3145 3628 jj THE NUMBERS INPARFNIHE56 ARE PERCENT REDUCTIONS FOR SEE GENERAL NOTE 16 ,- NUMBERS IN PARDIMMS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ` G . ENS• 4D DELD ADDED REBATL SEE GENERAL NOTE NO. 4 44 % F201%1E.'i' fitiVISL'D Huldiiyl du d• T E F M Accept®tr..t`t 4-c• oz,o3 Q: tpo r< g•P CRAIGPARRIN0 ' 78 J( O 6324CR579 SS/ • NA1-tWNER.a 93584 99Ami mKle @..duc<C`ot voiSEE GENERAL NOTES - SHEET 1 OF 3 v' R °A RRR°4• PL. P.E.'L:'ICJIID:gA755 VSD - N MEM6ER aF . T,CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESNAVECHANGEli06 - ,f.• FlIE R11E: OBSUO7-14 DRAWBY: JOKAN ARNAUDOR SCALE: R.TS. 1 '' 1,,,, •,++"',,, DALE: 3/24/03 CHECItEO ITT' CNA10 pARRIND, P.E.- BEG. N0. 44755 DRAWING-. NO. L71612 SHEET 3 Of 3 if MIAMI•DADE MIAMI-DADS COUNTY e PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) L 1805 SW 26 Stceet, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOAJ www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade -County Product Control Section that this product or material fails to meet the requirements of the, applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code, DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel.Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and scaled by Craig Parrino, P.E., on August 19, 2014,.bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shalt automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County; Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and. shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. 7 NOA No. 16-0126.03 MIAMh4ADE COUNTY L-_ 2 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 0 2 $ 17 af 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD.8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision 91 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural "testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713 019 7, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels; dated 11/11196, •45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113195for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 484-M19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 958 A66332 dated 01128196 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03106196 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84M21208 dated 04121196 for #4 rebar by Birmingham, Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. ProducrControl Section Supervisor NOA No: 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2., EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheet I of 1, prepared by Craig Parrino; P.E, dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. L'T8, 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; perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and seated 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. y 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, AE., 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 (B1VC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter filotn Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on .,March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County. Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8; titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER. 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E, certifying compliance with the Florida Building Code, 2014 Edition. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0I26.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 HIGH STRENGTH PRECAST AND l PRESTRESSED CONCRETE LINTELS 10 tl x1gEng, Yc r' . PRODUCT. RENEWED w.P17im,6Lh.thc Florid M-1 STIRRUP TAILS 4LEi H,TS DE PRFSTRFSSFD U—LINTEL DATA TASLE SRf VO,ME Wi1851 ENOTH L OT SPAGNO NUXUP9 14-8 0.134 542 1 -3- 32 DAR 14-6 A O 3'-.O" 9 14-4' O.UO 56T 2BAR 1-.3 320AR. IS^T A'A.5-2' 1 9 f7'-4 0.150 639. 7 ]2 OAR 19.-4 0.1 %B 713 32 AR- 7 32 BAR 1 -5' 7/32 BAR Z1'-Y" 5 O 3'-8 S/A' 10 22.-0" 0.200 BII 7 S2 AR 18 30 7/32 BAR 21'-10" b 0 V710. 3/8' 10 2i'-D"'6.219 7 32 BAR I - 7/32 BAR 23'-10" fi O. 4'-3 1/8' 10 n.1 nrnr— nnno 11-1 IAITCI RATA TARI C LINTS E llLL RECES YCh,IVNE Wf 17 PAURa N/A L F 1 43REBAR ' 0 7 52 BAR N N 3'-8' I28" 4'-d" 3'-0' 0.036 145 7 32 BAR 3 -10 N A A 0.047 4-4 5-10 4-B 0.04, B 2 N/A 8 A_ 0.0 6-0- MIA B'-0" 7'-8' 6'-4" 0.060 -'L 4 RE 3 0.E8A 6'-10" H A fi 0.078 4 EBM - 3 HEBAR 9'-0" 2 -0" B MEMBER OF Misw `__ t}I['A' SDIORS lLL Art[SY WiDs 1TE'/' s1VY(YS4LL OIMIR UxtU1 TW( A'.SiR4HeE— nrriI=. W'. PRECAST LINTEL RFINFO CNI CAGE FABRICATION MODEL 4' nR Ru(u VIB[ Ln 'A' arAAun m( AT MI rs v 1reFl PgrqTRESgrn LINTEL 1.• 7I T TI:• E14FORCING CAGE FABRICATION MODEL PRECAST U—LINTEL_DATA_ TABLE L 12EL VOUME W IGS C D 9TL[ _T 0 seACOR•e a R s 35' I-26' 0.032 128 /3 REBAB 3'-3` 7 32 BAR 3'-2"• N A 4 4- 0' 0.9J7 14 /S R 3 -11 7 .32.BAR 3'-B" 4 N A b ^ 4' 0:049 92 REBAR b -.3 7" J2 OA S -0 A 6 5- 10 D.OS 3 RE A B 7 3T B e G- 6" 0.080 34 4 REBAR R'-S 7 32 BAR. 6'-2' N A 6 7'- 6' 0:069 T70 4 REBAR 7'-B" 7 S2 BAR 7'=2" N A: 6 REBAR 0'- 8•'0.098 376 4 REHAR 0'-5' J REBAR 10'-"' 2-0- B 12 - 0' 0.110 40tt 5 REBAR 5 REBAR- 1 f:-3" /3 REBAR 11- N ' S REBAR II -B 3-0. 8 3'- 4" 0:122 480 3 REBAR13 3' S RfBAR. 13'-d' 3-0' 8 14- 504 5 REBAR 13-11 ] PEBAR 13-8 0 $. THIS ryIOPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPROYAL. Il IS PROTECTED BT COPTRICHT LAWS AND CANNOT HE REPRODUCED OR DIST210VIED WITHOUT THE PRIORR WRITTEN C04SENT OFF OAST- CRETE USA. INC. B" PRESTRESS 1- INT I 1. REINFORCING'S1fEL 7/32 BAN ASIM A5101 A /4, S. NOlE1 THE TOTAL NUMBER OF STIRRUPS AND is RLOAR ORADE 60 AMU ASIS; 7/19 INCH REWIRED IS COUNTED STARTING FROM EACH DIAMETER : 270R61 LOW-RELAUTION PRESTRESSLHO END OF THE REXLFORCOIC CAOq FOR EUMPIE SRTAND ASTU MIL - NO. OF STIRRUPS - 4• THEN THE P. CONCRETE SIRCNO1HSe I's " 8000 PSl FOR R• ROHE TICINO GCE MODEL. SHOW. 2 STIRRUPS FRESIRE94EO LWETS; I'a " 4000 PSI TOR All FROM EACH CND: PRECAST D RICH UNTEL3. 6: 2.1 POUNDS OF POLTPROPTLEIC. n6ERS PER 3. INITIAL PRESTRESS FORCE 0.70 N IW.. CU. TO. OF CONCRETE MAY BE USED in UEU OF PRESTRESSED LINTEL RrWMRCING CAGE 4. STRIPPING Si R NOTW PRESTRESSED TD RESAT UFTI1ta AND HANOLVIC FORCES. UHT 1 U,}S EMS PrtooucrlEcwslsD, irts p wh it(hoFledda 111RICodapl Apl'ulcc Nol¢-D o3 OZ Bg 2 It E O L ' Q ' CRAIG PARRINO 11 pl 1% 1 P T Z Q•' \ 1` SEF6324 GR 579 33584 ml? Mal d ci tml mvui" P ,AS7jONAL6NC: A, FL. P.E. LIC. NO.44756 CAST-CRETE 8" LINTEL FABRICATION DETAILS 085U01-14 BfARR BY: CRMC PARRKO P.E. - RE6• R0. 44756 SCAIE: K01 TD SCAIE 9 BR LWO. PARIQhV, P.E. - RED. Al 44756 1 TRAMS V.. FOR SREET I & 3 SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR 8" PRECAST 8 PRESTRESSED U-LINTELS 14—pAm. l SAFE LOAD PLF LENGTH TYPE 8U8 8F8 Rt. 3'-6" (42')' PRECAST 1025 1024 1598 4'-0- (481 PRECAST 765 763 1309 4'-G" ,(54') PRECAST 592' F5910735'-4" (64') PRECAST 411 745 5'-10"(70°) PRECAST 34D 616 6'-6" (787 PRECAST 507 490 7'-V (9n PRECAST 424 534 363 9'-4" (112') PRECAST 326r40 230 10'.-6"(126') PRECAST 264 180 I V-4" (136") PRECAST 260 154 12'-0"(144") PRECAST 244 137 13'-4'(1601 PRECAST 217 324 110 14'-0' (168-) PRECAST 205 293 10D 14'-B'(176')PRESTRESSED N.R. 284 91 15'-4' (184' PRESTRESSED N.R. 259 83 17'-4" (208') PRESTRESSED N.R. 194 64 19'-4'(232') PRESTRESSED N,R. 148 52 2l'-4'(256')PRESTRESSED N.R. 125 42 22'-0' (26e) PRESTRESSED WR_ 116 40 24'-O' (288") PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR 8" PRECAST 8, PRESTRESSED U-LINTELS 4C:F417l44i G' VV / SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8F8-11 BFB-2T Utz-17 BF12-2T 9F16-1r BFIG-21 8F20-tt OF20-2T BF24-I1 BF24-2T BF28-1T SF28-21 OF32-IT SF32-2t 3'-6" (42") PRECAST 1569 2655 524 4394 5263 6132 700) 1569 2655 3524 4394 52U 6132 7001 4'-0' (48) PRECAST 1363 2305 3080 3815 4570 5325 6079 1363 2305 3050 3815 4570 5325 607D 4'-6- (54") PRECAST 1207 2040 2707 3375 4043 4111 5379 1207 2040 2707 3375 4043 4711 5379 5'-4° (64) PRECAST 22 1016 1715 2276 2838 3399 3961 4522 8'-70"(70"} PRECAST 999 I567i 2 2593 3101 3620 413301, 929 1567 2080 2593 3107 3620 4133 B'-6' (78 PRECAST 835 1497, 186 2329 279 n 3251 3712(u 835 1497 1868 2329 2790 3251 3712 T-6" (90 PRECAST 727 1065 1624 , j1472 312872712za. 1621 2827 327B 9'-4° (112") PRECAST 591 708 n 1116 2157• 2500591862131822942619 726') PRECAST510 575 915 a 12426( w,=n 1736 2011510695118020552346 11'-4'(136') PRECAST 474 5041 600 1513 1753 , 494 607 1042m 1915 P 2187 , 12'-0" (144"j PRECAST 470 458 , 724 I r51 N 1369 1585 , 470 550 940 1302 b,11 15EO , 181 a 2075 13'-4"(160°) PRECAST 418 386 607 785 9641, 1141 ; 1323 ; 125 460 790 ml 1159 1418 1553m 1887 14'-0' (168 PRECAST 3" 358 560 724 889 n 10541, 1220 410 425 717 tol 1063 od I=nA l5a2m, 1807 14.'-8" (176') PRESTRESSED 249 334 0, 529 bA 572 Ott 825 n' 978 • 1131 246 395 863 - 980 [ml Srj 1518ml 1734 , 15'-4" (1841 PRESTRESSED 224 3I3 L.1 486 IMI627 769 911 rs 1054 fm 230 368 616 A 006o4 1240tv 1460 M 1668 17'-4"(208') PRESTRESSED IB7 263 1n 405 ool 521 oql 638 qg 756 ml 573 x 192 306 506 61 740 ld 1005 ; 12-flool 1473 , 19'-4"(232j PRESTRESSED 162 229 ; 348 jal 447 wl 547 imm 647 tml 747 n 166 263 429 , 623 pol 041ml 10594 1227 w 21'-41 (256') PRESTRESSED 142 204 a 307 393 , 480 i, 568 rm 655 x, 122 232 373 537 721 a 905 1048 mil 22'-0- (2641 PRESIRESSED 137 197(, 295 379 462 546 , 630 ra 137 223 35B 513 , 659 a 063 n 999 24'-D-(288-) PRESTRESSED 124 179 267 342 , 416 a 492 587 124 202 319. 455 i 606 757 876 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 ' SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. (IT) THF,4d IF S° ip ENTHERS ARE PERCENT REDUCTIONS FOR GRADE 40 A Q E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. FIELD ADDED REBAR, SEE GENERAL NOTE N0. 4 ON SHEET 3 Of 3. >'!¢onucr : q corn 17 "i'h.'E7 ..(J GEN 8,dldin rod >hU'Y6a Flcrid49 PL40DlIC7'RriV1BOD8CoOo Acaytoi,<c Noj a G 3096Plying wishllw 14oNdoaCbdc ICE mt on ala` 0 0 Z CRAIG PARRINO !bMiemiDodunC ' • l y: 6324 OR 579 SEE GENERAL NOTES - SHEET 3 OF 3 R SEFNER, FL 3304 REVISIONDATE FLPELIC.N0,475No By °' 444941BSU49t — MEMOER of 1Bu: CAST—CRETE 8" LINTEL FABRICATION DETAILS lum `{ ON r12 IUYu oBs 64-u O9AYN en cBuc rNUNB, r 6 - 9ca no. u734 scut NOT ro sr t MCI . OB/ 07/96 CHECKED BY: C NG PAWRO. P.C. - BCO. KO. 44756 03AIPX6 Hc. FOB SBTC1 2 Or 3 SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 HELD ADDED REBAR. SEE GENERN. NOTE 00. 4 GENERAL NOTES 1) uatdon: 12) Male are mupufxlarad sign :5-1/2' long notch., .1 the md. 1e reamodat f e pacost Intel = 4000 psi rerlkal cep rNNadng anal 9rmling. fc pees1» 4 lintel - EON. 91 13).T5 larfr surfocs of Fnlals Imitated In cricdor wncrcte masowvvlY •eb shoo , Y 9ro l 3000 pN si r,ms,m an 3/8 Ircb agpregale; a c U,,g of ab— pp, nl in.—unfunce AN AS7U C-926 r.a0a opprosed earcnle rmuonry cols CIN) per ASM C90. "ilh mWmom MI - - otaa mmpressoe sl,.N 1900 psi - 14) U04 lead d si.A 'ousty Ah reAk.1 F9mnlr or ypNO and hpdsosld floterol) star per AM A515 trode W loud ahadd beLd f the c mb d laadri,2 with Ilw lotlwtn9 equoliorc prealrcssn9siroMrASWAVEGreat270lowrebsolloam r « Pe ASnd 70 Type u ar S Appfed .Arkc f loos App6M horizontal less 2) Aq sale load tables based on vNimun 4 Dish nmbol hearsg.: Safe vicebcal lead i Safe fwdcaatl bad S 7.0 .. 15- a2gnl Sore bads I.,T et tv am and 8RU6 most be 15) For composite lintel beW, ad ohosn, — safe la0d loam east buer MigN sheen.. dosed byp 2aR II In 9 knglb 11 hiss 11— 6 1/2 bchee. 16):For inlet Mulls (M shown, ate safe toad iron. nuel longest length cha.. l) Provib4u0 awrlor be6.00d kited kialt 17).'Safe Dab, or. s.pedmpaced allosabi loons. 4) 7be number In pererlhesfs indlmts the percent reduc0on for gmde 4C Geld dded sb.. 18)Sala.Ioods bused an saGonol aaslgn arat}is per Aq 530 and-AC1 318 ayAgmAk T-6' Unlel 6F32-18aole rorily food = 6472 pr1 19) Addil'awl Taleml load copoaly,<on he aDlofaedDy lM deu nsrby praodng aadtaam 15% (wdoclion 4, 6472 P.es) - swf pR eadorced connate noway ands (VOI) obwa the 6ntd: cal elaakh below: 5) An lialels meet or aueed r 360 defke0o'a Fneatty, PW.It Fnt 0 iend bnermewls ads LddkcNon.. Use is limited to mndlirs m GN the R.Ido 906V Cade Seek., 160441 mapolkobk 67 Shaa RT' ed lmols us rsquina 7) Ono J7 rebar may be PA,lituted for 1s. /5 rebom 8) Imlablion/alLoebmenl of Frill must comply hilh the architectural end/r Wolural documents. 9) TM dast9dq may. eealuolw con5vk.led hoods Iron the tale two tables by colcuk. ng the mammon restyling moment and be. of d-way I,om, tha. Ioae of s. Ppwl. 10) R.R, = del doled 11) Wilma licid added rater to Ile bco4A at the boti m of the Anlal carat': 1/2' OUR T e SEE GENERAL NOTE 18 SEE SAFE LATERAL. LOAD TABLES FOR LOAD RATING FOR EACH ADOIDOl2At, REINFORCED CMU (RCMO) FULL COURSE - J5 REBAR' 10 or GR60 BF8 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS dsrn4aara SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH"" BRF5- IT eRF6- 2T 8RFIC- IT BRF10- 2T BRF14- IT 8131` 14-21 8RF1B-11 8RF18- ZI SRF22- 11 811 2-V BRF25-11 ORF26- 27 8W30- 11 BRFZO- 21 4'- 4". {52") PRECAST 905 166E 2382 3056 3751 5140 805 1668 2361 3'J56 3751 4445 4445 5140 4'- 6" (54") PRECAST 867 1604 2272 2939 3607 4275 4943 857 1604 2272 2939 36D7 4275 4943 5'-0" (68°) PRECAST 675 1259, 1797 2326 1, 2854 3362 3911 675 1269 1797 2326 2854 5382 3911 5'-10" (70") PRECAST 655 1207(, 1748p, z2s9 xn3 326a , 2799 ,) 655 1233 1745 2259 2773 3280 2799 lie-8" (BO") PRECAST 57D 929 1530 1990 , 2429 , 7.879 , 3329 , 570 1DBD 1530 1980 2429 2979 3329 7'-6a (90") PRECAST 506 742ps 1364t 1765p 2166(s 2567 2968p, 506 89a 1364 1765 2166 2567 2968 9'-8p (116') PRECAST 395 4. , BB4 1222(, 1540t 1059(. 2t80 u 395 560 1072 1388 1701 2016 2331 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION D PH U " UWLLEO BSF16 F flu' A,,Y OF pREW3 AT 8F16-1B/IT 80130161 OF L1MLD.. CAVITY L-aux61'7 lotgwl YAOIR—I ofisR040ULMEIONi J R 3AR AT TDp 5 REBAR. AT TOP UA (1) RE0 FR .. 1-1I2' CLFiR MO. tRO tR c A' •' , 15REBIR AT BONON of l&0R M. V9Y BF32 sssll A41jA. BF28 Ass • • SOTTON REINFORCIXO 7-5 8' ACTIA PItON L4; MEl ' NOIAML w Ili N lE5 RENEWED o the PloridB 6. 44 PRO1)l1CTitDYfSOU m aompiylnB sriUI 1ha 144'6dq Op,ld a4o 6-0 037Al°lb- 57! ro+ T Of ,/ ' J llf' BGD,d, Acocple,c. N,:14 Espinalon Letd,_ :o.ZRS<_ O; w 41 G d CRAIGPARRINO 6324 CA 579 SEFFNER, FL 33584 1g dy W i r.. ran nr •i ,+a.m py,p.r,.,- .-.-_. -..... c — D MUER OF , . T y n11G CAST— CRETE 8' LINTEL FABRICATION DETAILS COB py"<_ 'u e'mr "6fwm+Af`.GFF s",°o +' '°, FILE ME: p6SU13-14 MAN BY: CRA,O PARRINO PE. - REC. 140. 44 SCALE, NOF 10 SCALE- Yu 1 Fsl-a, 5 DAfC: aF/9]/9{ CBECKFP BY:. Cb110 PA9P.ND. P.E. - REG: d0: 4{7 11 DIAIYWO Ita, f0B SNRi 3 OT 3 M [A M 1- 111IA14II-DARE COUNTY e DADS PRODUCT CONTROL SECTION DEPARTIN ENT 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 OI' ACCEPTANCE (NOA) wwiv.miamidade.aov/cconomy 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 (late stated below. The Miami -Dade County Product Control Section (Iri Miami Dade County) and/or the A14J (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 tile 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: Draiving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No, LT4612, titled "Cast -Crete 4 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig 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 ibis 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 ti,13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. n / / NOA No.14-0903.03 MIAMI DADE COUNTY Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605,04 A. DRAWINGS 1. Drawing 11To. FD4612, titled "Precast and Prestressed Lintel Details", street I of 1, prepared by Craig .Parrino, P.E., dated March 24, 2003 and Droving tVo. LT4612, titled Cast -Crete d ", 6" R 12" Lintel Safe Load Tables", sheets I through 3 0l'3, prepared by Craig Parrino, P.E., dated Rlarch 24, 2003, last revision #1 dated April 28, 2003 both dros> ings .signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on 4", 6" & 12" Precast Concrete Lintels Filled and Unfilled 1tlodels•, total of (13) concrete lintel specimens, per AST111 E-529-94, prepared by,Ipplied Research Laboratories, Report No: 30404A. dated 04110103, signed and sealed by Christopher A Flamon, P.E. C. CALCULATIONS 1, Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed b1j Craig Parrino; P.E. 2, Calculations for Cast -Crete lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION 1. Quality System Alanual for Cast -Crete rllachine rllade Precast Lintels revised on Altiv 1, 2002. 2. Cast -Crete Quality System rtlanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drcnving No. FD4612, titled 'Precast and Prestressed Lintel Details", sheet 1 01' 1, prepared by Craig Parrino, RE., dated rllarch 24, 2003 and Droving rlro. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Scrfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated &farcli24, 2003, last revision dated Nlarch 11, 2008, B. TESTS 1. Noire, C. CALCULATIONS 1. None. D, QUALITY ASSURANCE 1. By Hiand-Dade C'o;arty Building Code Compliance Q%fice. E, MATERIAL CERTIFICATIONS 1. None. H` ry A. Maim-, PS., 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 €# I2-0209.12 A. DRAWINGS 1, Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.F., dated kfar•ch 24, 2003 and Drawing No. LT4, 612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 o0, prepared by Craig Parrino, P.E., dated klar•ch 24, 2003, last revision dated Afarch 11, 2008, all signed and sealed by Craig Parrino, P.E., on 11arch 22, 2012. B. TEST'S 1, Noire. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By iVflami-Dade CouiuyDepartmerit of Permitting, Divir•onnrem, and Regulcaoi)),4jjcrirs. E. MATERIAL CERTIFICATIONS 1 None, E. OTHER 1. Letter fivin Cast -Crete Corporation, (cited February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS; APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TEST'S 1. None. C. CALCULATIONS J. Arone. D. QUALITY ASSURANCE 1, By Aliand-Dade Coun4) Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Noire. j f is r- -- WtUy A Makar, P.E., iY1.S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining No. FD 1612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino P. E., dated rblmrch 24 2003 and Drawing tiro. LT11612, titled "Cast -Crete 4", 6" d 12" Lintel Snfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Perrin, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.K, on 4ugust 19, 2014. B. TESTS 1. ATone. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 08119120:I4, 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 County Department of Regulatoij, card Economic Resources (RER). E. MATERIAL CERTIFICATIONS L None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and .settled bj . Craig Parrino, P.E., cert ; ng compliance with the Florida Building Code, 2014 Edition. Fief 1akar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date:; 09/11/20,18 Approval Date;: 1010912014, E-3 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE TYPE NB'• 1. '• A"TYPIO W TOP ST L I.ENGT 12" PRrQAST IA -LINTEL ,12' PRECAST w/_ 2' RECESS DOOR U-LINTEL .6" WCAST LIABITF1 e04fD lIUTEL tY11AR•I Ps _ - n AS M. Wtio r ttP>Ely9' Sl1ARUH SA 2•A L AAUPS STIRRUP DEMISN EI- 4" SOLID LINTEL DATA TABLE vmo=ymm F$GIRUI IKUWmaa Q7. 6".PRECAST U—LINTEL.DATA TABLE 7i'sf il r-IDID e mi , . ftlSiL:I D FIISIIa®Q i FL1 1 6IHD [9 3iCTQ® m m rslyarr=,.. Gvm©ISI i i%3:1Q.r,7 F:11 t9FlfSZ1Ri[>iCIT-9 . I .. TfinLiZJF 6iif 6la tg90', ii®QCE1[ - Tr iif tSf8,mrm- 7i®nm mr st ort3.T r v Q 7'71EElml7 h'Ia1i . 12" PRECAST U-LINTEL DATA TABLE EiTL:7Iml imiRim3 Ill Li.IIIL u. , Ir e sr®mrevr mt sv SSII RUNB3• Eiji•8.1 1.`i iL3 7iDADMIu9smVEYl:L1:1L7GE MeaniQ3iw4LiiU'ti Ct L1® WmmRannsc»rF v rRo Q li[•RJ I1rsta[F3SrZ.:lmmiIrNIM"'mi:t.itai Ei4reo i lII[iID6 iI2LiiL*3 fF SIt'• I iSE3fF i rvn Lffi10' 29' MEN Ems.. c rsRa cja vrsur • Ivn s VSVIIIGiR.Lii'0 nlsyclal IrxaTelellarra•, YTT c tTanar4aaR . r Ni7d7 csdmFaiB.'V1G4s4tA 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL t 1 A' 1 IDI, .s I IN.SSM[WtSQ ' 1 I/u'i iu stun - >lAi•> au il;'w ms 11dYAoiouo n 'u`e___ \ F 1.}' wNo ioml. rcN. DA3 a teY INO NRTTN TAW. DAI jt/ 2'. '.RECES,}I-LINTEL 12, PREcWW1-1 THIS PTROPRILTAR'T INfOPYAt10R IS PROVICEO FOR PROWCT MPROYAE. R 15 VRDlEMEO BT COPTtIONi IAYfS AND CANNOT tt REPRODUCEO OR DISIRIRUTEO WIIMOVi THE 'PRIOR VfRniEN CONSENT CAST7CRCTE'US4 INC. 1. ATINTORCINO: ma. 7/32 .0 AS1N ASIO: is. FN, AND.}5 RESUI L. STAVPIND STRUM: R AND 12 INCH I.E.2000 PS ORAOE SO ASw AAIS 5, NOTE THE TONAL NOUKR a SURRUPS REOUIRCD ARC CO WIV SLOW 2. cOfICAM MENOW: f• • RCOO PL. FOR ALL I INCH AND 12 INCH rRON PACN Oe " JHE RONFORCINO CAW; MR O-M - NO, OF PAL'CAST LINICLA; T'> - MOO M FOR A — LDOW SnAAUPi • >. THEN THE RDNPoAC4. GAGE FARRIDATION. HCOEL. 4NO- 3. AOTTOU STEEL 5NAL4 RE M DACK ONE INC" M BE i W MEN ENDS 2 SOROW6 FRCU-EACN ENO, ON R ANO it'INCN LINTELS AiIER 1191MN0 FROM FORM. E9E4iI,i0T:i1LE.4`flill e tiA13 ItlLT:E)1:1 A11 Ri LR EIS®EY.LB t}i.TLi®D A , Mpg( EMOER OF CEN • Q m esmn91Y11b II Ih.`FW;;JnO , 4 NO! cc<o3.n3 yf AcEspwu uuu S T OF / .`yilmtw J911zG1 c; CRAIG PARRINO O R 106324 CR li„ c(c:0l Ir- 579 FL 33584 FIEP.ENEFLTNar PRECAST AND PRESTRESSED LINTEL DETAILS EkE NAME: OR6UR4-1/ Dmwm BT: AHAN APHAUD GIP: AS SHORN DAM 3/ 24/O3 CHECKED BY; CRO PARAl10,. P.f. ERMAG F04612 SHEET: 1 01 GENERAL NOTES 1) Molenols 1 o 4 precast lintel = 3000 0 I'll, 6' 0l2 3W0yyescost gntel = 6000 pfgrout = 1# {h rnux'mum 3/8 inch oggrepote No nw;onry unlla tlhCllU)"ppeer C90 with mmimun net arm c er ASTM ASIS d 0 prinearparrASIABIS :Grade fAmortoi;per ASIq C270 typo 4 or S 2) NI sate load tables based on. mare m 4 inch nominal 1,1111 g. E,,,,Dm We Inds for Yokel ttyypp 608, -121 oral 12RU6 must be redmed by 20R if bwriag length Is less thou 6 1/2 inches.. 3) Providefyt mortar .bed and hcad Joint 4) The number to pareill IrAicC.ea the percent mduo6on 1. grede 40 field added rebar. rea ple: -17'-e Unld 12F24-21I sale 99 aunty loud - 1418pa w/ 14% nduc4on 1428 (.86) 1228 plf 5) All lintels meet or steed 360 Mel E,,— tiM:. i types , & 12FB 17'-4 d anger: eets ar —d L/180 Mkcfon. - Use. sac gn6led: to ca deans rl the Florida Building Code Section 1604:3.1 mappla le: 6) Shore filled lialeh oa .required. 7) a sogd lihles to be Installed III a 4mutscn hglizontut and 6' d'mewlao verl'caL 8) Ins(q6oticn/.R chrout of lintel-1, campy with the orebAeclural oz,r.sUwWrai documaots . _ _ 9) The dj 1par may evaaate; mneenlrgicd leads'imm the sofa tood tablss "by akvloling- llla moximam resisting mill end, shear al..d-cwcy from tr face - of support. 10) N.R. - Not Ruled 11) 8attom field added rebor to lee located at the bottam of the final cavity. TYPE OF51131 TA ION r r . n1m .0w vide / u - exam jl r vixw 12F16-2B/ 2T Ina7a,.Il Lammva75 el ielorf M?N AT To" H (l) iaxsaiAMR - ha0).rw 12armsMaladDIentLt 11-IJY al 5 Z a0 LNL. i ••'••4, sow iL' l a AREOaADallIf Law a 1) MoNem race 6''11/194 eallpr nRaOnUQ ravna n N l 11 5' .ACTUALNOMINALVADTH12". 12) ... roaldata .mlcalsd l.In(arcing opdh ill aIy retches at the ands to 13) 7ha Interior surface of Fntels ilsla+ed in exterior concrete masonry wags shall have a Coating of sfuc applied in eccvrdontt((wrrioathvh RyyARM C-926'ora r oppi—d'eootlag. 14) load, h-ld be <h4ackadufer the oombt Io. imq or the (oldloe 9eg etgblL'Cral) Api YdNcai lead + Appged horimntbl two S IA Solo varlicol-lead Sofahe'll I ad 15) far eompeslto Dnt, l helgbI, not sl idea. sole -bad hone ned.I— Ill shown 16). For lintel ersg0ls not etawn,'use sole load from nerd li. length sbvwn. 17)'Safe Imde o, a. evuKdmpaiedoliol loads. 18):Safe lads based an . 1ior l design ACI 530 .and ACI 318. 19) Addeonol lateral load c. i ity can be obtained byy.Ihe deigner by p'oviding ad" ..I amf...d eaermt, masonry ands ( A ltt!) above the 6nleL See Id Ich Below: i. SEE SAFE LATERALLOAD TABLES FOR: LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU (RCMU) FULL COURSE 1) j5 REW FOR 6' UNTELS 1 2' CLR TYP 15 REBAR FOR 121 LINTELS SAFE LOADS FOR 4" SOLID LINTELS 4--14-rem GRAVITY TYPE LENGTH 4S8 3'-6' (427 PRECAST 1180 4'- 6" (48") PRECAST 959 4'- 6" (54') PRECAST 789 51- 10" (70') PRECAST 460 6'- 6" (78-) PRECAST 360 7'- 6- (90°) PRECAST 260. 9'- 4a (112' PRECAST 456 10'- 6a{126") PRECAST 116 12U8 case-aen UPLIFT LATERAL TYPE LENGTH 4S8 4S8 S-6' ( 42') PRECAST 687 371 4'-0- (48') PRECAST 597 320 4'-6" (541 PRECAST 529 258 5'-10"(70") PRECAST 407 148 6'-6- (78') PRECAST 366 118 7'-6- (90") PRECAST 280 87 112'}PRECAST 187 55 10'-6' ( 126") PRECAST 152 43 12F8 12F12 12F16 MM r E s o r r - IM mm C = - m _ i ail *) :: w: • 1 7s ' 1 A/ 4. E 1 I N DAT _ R DAeER aF 1R CAST—CRETE 4", 6" 12s> LINTEL SAFE LOAD TABLES OBSU&5-i4 D2AWR BY: JORAN ARNAUD SCAtE: N.f.S. Mdli"8.l DATE: 1l2ey0l CRECKEO BY: ceuG pA4l P.F. - ere. No. 44756 1 DRAWING: NO, LIll 2 SHEEP I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FOR 6" PRECAST U-LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4MM14-M SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 6F12-18 6F16-1B 6F20-1B 6F24-18 6F28-18 6F32-18 S-6- (42') PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (48') PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (541 PRECAST 1654 1887 3533 5050 6148 7227 8297 9357 5'-10"(701 PRECAST 1067 1260 WEI 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- '(901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6'(126") PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(144") PRECAST 425 477 744 1042 1377 1769 2238 2808 IS-4-(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0'(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208') PRECAST N.R. 299 1 455 620 794 985 1198 1437 f) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RERAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 4mcf-4igi SAFE LOAD PLF LENGTH TYPE 61,18 6F8 RCM U S-5' (42' PRECAST 587 1055 596 4'-0' (48") PRECAST 487 787 445 4'-6" (54") PRECAST 416 609 344 5'-10'(70-) PRECAST 3DO 350 198 6'-V (78') PRECAST 263 496 157 7'-6' (90') PRECAST 222 367 116 9'-4- (112') PRECAST 173 352 74 10'-6' (126') PRECAST 151 276 58 ll'-4-(136") PRECAST 139 311 12'-0-(144-) PRECAST 131 277 F3 2 IS-4-(160") PRECAST 117 223 14'-0' (16B'.) PRECAST 111 202 17'-4'(208') PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 4-en4-m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-IT 61`12-17 61`16-17 6F20-11 6F24-lT 6F28-It 6F32-IT S-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48") PRECAST 1225 1800 2357 2913 3470 4027 4563 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70") PRECAST 831 122.2 1600 1 1979 2357 2736 3114 6'-6' (78") PRECAST 723 1097 1437f1 1777 2117 2457 2797 7'-6" (90-) PRECAST 648 B630i 1249n4 1544 M 1840 E4 2135, 2431 r 9'-4- (112') PRECAST 575 57104 980 a 1252 1492 1732 1972 10'-6'(126') PRECAST 514 46208 787 1121 1336u 1551E 1766 11'-4-(136") PRECAST 474 404DN 685 985 1213E 1442 CA 1645 12'-0' (144") PRECAST 454 367Er E 614 888 Jr 1093 1299 1505. IS-4-(ISO-)PRECAST 402 308 " 516 736 906 f. 1076 v 1247 14'-O'(168") PRECAST 368 285E 475 577 832 989 w 1145 17'-41"(2081 PRECAST 253 208 338 476 585 693 B03 THE NUMBERS IN PARENTHESIS ARE PERCENT REDACTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 etttl li),t C, PA1'•. O 44 CRAIGPARAINOO c4 R1•'•O 6324 CR 579 Q rNAL E +•• SEFFNER,FL 38584 FL. P.E.UC.N0.44756 in-CAST-CRETE 4 6" & 12" FRE NAVE: OBSUBB-14 I DRAWN BY:, JORAII ARNAUD CRECHED BY,. PRODUCT JtF;VJ.4s"D WmWt"ti "'ilJ rlre FIti idg,c d. BYY ai7Z /8 Miun Contr-- LINTEL SAFE LOAD TABLES SCAEE: N.I.B. I OADS SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FOSAFE LATERAL .LINT R12"PRECAST U-LINTELS SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS 4- 4-a67} SAFE LOAD POUNDS PER LINEAR FOOT C j SAFE LOAD LF LENGTH TYPE t2U8 12FB-2B t2Fi2-20 t1Ft8-20 12F20-28 12E14-16 t2F28 2B t2F32-28 LENGTH APE 12U8 12FB RCMU S- 6" (42' PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 3'-6" (42') PRECAST 1295 4841 393 , 4'- o" (4n PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-0' (48") PRECAST 1295 4841 299 4'- 6" (54") PRECAST 2396, 3464 5304 7619 9352 11060 12755 14438 4'-6- (54") PRECAST 1049 3n2' 2417 5'- 1D"(701 PRECAST 1612 2320 3218 523E 8487 11060 12755 14431., 5'-10'(70-) PRECAST 681 2547 1552D 6'- 6" (78 PRECAST 1383 1986 2679 4196 6421 10032 12755 1443q,, 8'-6" (78") PRECAST 579 2167 1231m 7'- 6- (90' PRECAST 1138 1626 2131 3218 4676 6756 9763 13521} 7'-6" (90-) PRECAST 474 1771 9140 9'- 4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552, 9'-4" (112') PRECAST 355 1326 580 10'- 6" (1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 10'-6" (126') PRECAST 306 1143 454DG I V-4'(136-) PRECAST 518 945 1162 1649 2216 2893 3719 4746 11'-4'(136") PRECAST 278 1041 388,1 12'- 0'(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206, 12'-0"(144") PRECAST 260 971 345Dn 13'- 4" (16C) PRECAST 359 767 „ 926 1294 1709 2188 2743 3409,, 13'-4- (160") PRECAST 229 857 278 14'- 0"(168")PRECAST 321 720D 855 1204 1584 2017 2451 3106E 14'-0"(168")PRECAST 216 809 2510 17'- 4" (208") PRECAST N.R. 451 D 631 u 881 D 1141, 1428D, 1750," 2102 17'-4" (208") PRESTRESSED N.R. 633 162Dn 19'- 4"(232") PRECAST N.R. 343„ 477 of, 7000, 925,,, 1152, 1380 1609 19'-4-(232') PRESTRESSED N.R. 5341"._ 130W 1) THE NUMBERS IN PARENTHESIS ARE PERCENT RFSAICTONS FOR )LL ULNtMAL INUIL 10 GRADE 40 FIELD AOOED REBPR. SEE GENERAL. HOLE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w7 2"RECESS DOOR U-LINTELS 14^ PRF ORFT-12T RFCFRo4ADMRDS OIRm INTFI S 4ws4" m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU5 120-28I29F10- IN14- 12RF78- I2t622- 128F26- 12RF30- 4'- 4• (52') PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'- 6" (54") PRECAST 2319 2740 5468 7584. 9640 11669 13679 15679 5'- 8" (6n PRECAST 1347 1841 3555 6395 9640 11669 13679 1567R 5'- 10'(70') PRECAST 1259 1758 3361 5954 9358 11689 13679 1567q 6'- 8" (801 PRECAST 924 1430 2633 4415 6884 10354" 1257A„ 1480q 7'- 6" (90') PRECAST 703 1203 2157 3494 5259 7922„ 96234 1132R" 9'- 8" (116' PRECAST 389 843 14516 2157 3203 4427D 5417( 636011 4- 1-4- 1iSAFE LOAD PLF LENGTH TYPE 12RU612RF6 RCMU 4'- 44 (521 PRECAST 1295 3692 2581,11 4'- 6", (54") PRECAST 1213 3458 2417, 5'- 8•(681 PRECAST 784 2236 165%, 5'- 10"(701 PRECAST 747 2129 1552, 6'- 8" (801 PRECAST 602 1716 1170t,n 7'- 6' (90') PRECAST 504 1438 9140E 9'- 8" (116') PRECAST 3515 In 4- 4- SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE 12FB-21 12FI2-2112FI8-2T 12F20-2T 12F24-IT 12F28-2t 12F32-2T 3'- 6- (427 PRECAST 2752 4287 5613 6936 8264 9589 10915 4'- 0' (48") PRECAST 2389 3721 4872 6023 7174 8325 9477 4'- 6' (54') PRECAST 2113 3291 4310 532E 6347 7365 8384 5'- 10-(70") PRECAST 1623 2527 3310 4092 4875 5658 6441 6'- 6' (78") PRECAST 1444 22690 297211) 3675 4378 5081 5784 7'- 6- (90') PRECAST 1267„ 1767 , 2583 3144, 3806 m 4417, 5028 9'- 4' (112") PRECAST 1028A 1171 2006 259D, 3087 3583ow, 4079 rd 10'- 6"(1261 PRECAST 920, 947 N 1612 2281 276E 3209„ 3653 ll'- 4"1(1367 PRECAST 858, 829, 1404H 1962, 2441A 2902 3354,y 12'- 0-(144') PRECAST 81.E 753,,, 1269j, 1788 2201 2616 3032,,, 13'- 4" (160') PRECAST 678 P 63304 1057 1485, 1826 2169M 2513, W- 0-(168') PRECAST 622 On 586, 974 13651f1 167901 1993P 2309 17'- 4"(208") PRECAST 434,1 427 n 695,E 964 U, 1182m 1402,,, 1623 19'- 4"(232") PRECAST 366, 370„ 593 817 R 1002 1187 i3726 U) THE NUMBERS IN PARENTESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE. GENERAL NOTE NIL 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl 2" RECESS DOOR U•LINTELS 4- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-21 12RFIO-2112RF14-2 12RF,8-2 12RF22-2 128F26-27 12QF30-2 4'- 4' (52•) PRECAST 1626 2685 3746 4806 5857 6928 7989 4'- 6• (541 PRECAST 1558 2582 3602 4623 5643 6564 7684 5'- 8" (68") PRECAST 1210 2042 2850 3658 4466 5273 6091 5'- 10"(70') PRECAST 1173 198E 2769 3553 4338 5123 5908 6'- 8' (80") PRECAST 10201 1536 2426 3114 3802 4489 5177 7'- 6' (90') PRECAST 904„ 1226,1 2163 2776,ml 3390 4003 4617 9i %• ( 116") PRECAST 7031, 771 1472Rn 2181, 2663 3145D; 36280 I) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR ` ALL UGrvCn!ti WK. 10 • NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR. GRADE 40 FF1D ADDED REBA% SEE GENERAL NOTE.HO. 4 b • •E N Si 40 FIELD ADDED REBAR.. SEE GENERAL NOTE. NO. 4 447 7g+ TQ E F / L) CRAM PARNNO Pam! r d R ? f/ C ` 6324 CR 579 s70NAL. 7-, SEfFT1ER,a 3s584 SEE GENERAL NOTES - SHEET 1 OF 3 4 4j j444. FL,P.ETLTE.Np.AW756 REVISION A ,.. o. MEMBER OF 3; 1 116az i 1' ROfx1CT tcEtwsOn Hrl euoLUyinR Tyilh fha Pinnda BuFIding L'rn1e fAcou lmcc Na 1 fir_ c tta 7, p 3p 0 ByI FYu cl'yTUuc t CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESI FILE NAML DBSU81-11 DRA7M fit: 3OHU1 ARNAUD SCALE: HITS. WE'. 3/2//O3 CHEWD HT: CRAIG PARRIHO. P.F. - 1E0. NO. 44756DRAH7ILG: NO. LT012 SHEET 3 Of 3 MIAM I•DADE MUMI-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 2Q8 BOARD AND CODE AD YUNISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box,24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing, and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High 'Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCITMENT.- 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 Parritio, 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'a(ter 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.renevvs NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as,approval document mentioned above. The submitted documentation was reviewed by H ]my A. Makar, P.E., M.S. wmooOA No. 16-0126.03 MtAM DADt eouNTY Expiration Date: 05/21/2017 42ApprovalDate. 0 i/20168 0 Q/2 $ Zo/ Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino; P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 0610 719 7, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino; P.E. R. TESTS 1. Test report on flexural testing on Precast and pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ilamon, P:B. C. • CALCULATIONS 1. Calculationsfor 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 1996for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113195 for pre -stressing strand by The, Crispin: Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for 43 rebar by Ameristeel. 5. Mill Certified Inspection Report 984-1Ut19614 dated 02129196 for 95 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 44 rebar by Birmingham. Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. ProdtierConteol 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 04105196 for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. _ - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 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 I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B: TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1,493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino`, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 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 406-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami' -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete. Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS, 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (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. I- zz/ H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 912-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E,., on lblarch 22, 2012. B. TESTS 1 None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Iligh 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 JVfiami-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 Conteol Section Supervisor NOA No. 16-0126.03 Expiration Dater 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016,.signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. LIL w H6if A. Makar, P.E.,, M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRODUCT.RUNEWED n anmpl7ing'IM ihOFIOEAR R'!•AQT w/ ' R S$ DCOR U-LINTEL A" PRECAST 1- INTE. ,jam' E'p[SIRESSFO U-EINEES LA'/A` 32"O BA TIRRUPS E "S" STIRRUPS M 8" LINTELS STIRRUP DETAILS SGi[. N.T.i SIT PRESTRESSED U-LI Y%VUE W Iesi ELBPAC(NO IIMlvis0.13{Sd2 3 AM 3 7 32 OAR 4-6 40"90.1 d0 567 7 32 OAR 1 -3 7 32 BAR.. 15 -240 3 - ' 9 0.158 639 7 32 BAR 1 ^3 7 32- BAR d e 3`-8" 9 19 -4 0.1' a 13 7 32 1'-3" 7/32 BA. 18 =2 4 O A -2 9 7 32 BAR.. 1.-3 7/32 BAR' 21'-2" 5 0 3'-B 3 4" 1 10 221 -01, 0.2OD 311 32"BAR 1-316 -0 7/32 BAR 21'-I2' 3' 6 0 -10 3/8 10 32 BAR 24'-0'••' 0.219 585 1 -S18 -0 7/32 BAR 23'-10" 6 O 4'-3 1/8" 0 11 -1 ILI= IIATA TAOI C t'-J•a-_•• fif':.'• IIfY„7F[0•!•yl\I%11il3liT 1 L' 'Aiili 0i\ P p- E6C iiQ•!lih ID E©fl Komi r ul m,s'`M1 31 0 03 Tt MMI WoR PRECAST LRITE, REVVORCIRO CAGE FABRICATION MODEL i' (yj jsc[ti MILL 0/7 I1r "A > Nly ITr[ AT [xot v PRFSTR SSE EIIVFjlgF'NC CAGE EARR'CATION MODEL PRECAST U-LINTEL DATA TABLE L N EL. VOLUME W psi P TEE i0 SrAnr:G S R t 3'-6" 0.03Y 126 3 REBAR S'-3" 7 32 BAR 3'-2"' N A 4 4'-0"-- 0,037 I4a R 3-11 7 32 BAR S'-B N A 4 6 -4' 0.049 j5. 0.E8A 5-3 AR 5-0 k A e e -l0 0.0 4 3 R 7 32.8AR S -6 6'-6" D:O80 Y 4 4 REBM 8.-5' 7 32 BAR. 8'-2" N A 6 T-6" O.o69 270 i REBAR 7-5" 7- z; enN T-2" N A 6 A'-4" 0.088 336 4 REBAR- 9'-3" 3 REBAR 0" 2-0 8 I '-B" D.096 378 4 REBAR IO'-S` 3 REBAR 11'-11 0. 04 4 8 5 REBAR 11'-3" 3 REBAR Il -O" 3'-0 B 12- 0 0.110 4 5 REBAR 11 -11 - 3 NEW1 all3-p 3.-0 B 8 3'-4". 14'- 0` 0.12 01291 504 5 REBAR 1 # 5 REBAR I3'_ 1 13 -11 3. REBAR ILI REBAR 13- 0" 13 - B 3 -0 R THIS PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPROVAL. 17 0 PROIEOTED BY COPTRICHT LAWS AND. CAMOT RE REPRODUCEO. OR OTSTRIOUTED V117HOUl INC PRIOR WRITTEN CONSENT OF CAST-CREIE USA. INC. IiJ1 3>t:»-t iPnRcua! 1. REINFORCOFC STEEL, 7/32 VAN ASTM A5101 }3. 14, 0; NOTEt 111E TOTAL KWOER OF STIRRUPS AND IS REOAR CRADE W ASIM ASIN 7/19 INCH DIAMETER 270KII LOW-RELAYAION PENMRESSINO REWIRED 13 COUNTED REWIND FROM EACH END Of THE RENIFORCU+C CAGE: rot CYAMPEE SRTANO ASTM A41 R. R. CONCpETC STR[NOOlS: Pe = eODD PSI Pop e' NO. OF STIRRUPS = 4. THTHE AFINFORtItID GCE MODEN EL SNOWS 2 STIRRUPS PRESTRESSED UNTEISt,P'= 4000 PSI FOR ALL PRECASTS INCH LINTEL$. FROM LACµCND. 6. 2.S POUNDS OF POLTPROPILERE TIMES PER 3. INITIAL YRE5TR[ SS FORCE = 0.70 R APR• W.TD. OF CONCRETE: MAT DC ,USED III UEU OF PRESTRESSED LUOFL REINFORCING GAGE 4. SIRIPPINC S, 3 NOTµ. PRESTRESSED p TO RESISTUIT,NOAND HANDLING FORGES. U CIO u PRODUCT RILV1SM mcnnyilyiRR wiles OLe FIUFidt UWIVInB C00• C ATccpl-. No 74-- 0 2 03.00Z y} IMg9iElloa U,te o 2 16 Eq0L CRAIGPARRINO 6324CR579 v 1Uet d bnC-'¢ot" F+r RID. G. J SEFFNER, FL 33584 FL. P.E. LIC. NAL N LA4A NO.44756 MEMBER OF . TIRE: CAST— CRETE 8" LINTEL FABRICATION DETAILS Y t FRC HAVL• OBSUBt-14 wym 6Y. cumPNiPoAO F.I.Am - RN0. 14756 SCACE: NOTf0 SG1E 7.71Pa"Ll.. w un.: " 4 In.•r. ne/n,/oc rn. .1.0 P"MKO PC- RLC. RL 44156 1 6RAMN0 W. MA SKEET 1 OF 3 SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS THE NU616ERS IN PARENTHESIS ARE PERCENT REOUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 GENERAL NOTES SAFE LATERAL LOADS FOR 8" PRECAST w12" RECESS DOOR U•LIHTELS SAFE LOAD PLF LENGTH TYPE 13RU6 BRF6 RCMU 4'-4e_ (52") PRECAST 758 757 1164 4'-6" .(54") PRECAST 694 693 1073`, 5'-B" (68") PRECAST 408 407 655 5'-10"'(70") PRECAST 382 381 616 6`-8- (BI)") PRECAST 595 78.8 464 7'-6' (90') PRECAST 509 674 363 9'-8" (116' PRECAST 370 490 214 SEE GENERAL NOTE 18 I Mokrlaa: 12) llnlek as mtauloctnred with 5-1/2'. WN rciches .l the do to—nesdala erCaal Ceti'.W.dag and g'asung. 1. 8' pecaat 6nk1 . 40M eel F prestressed w i • smo pal 13) the •:tarior naloso of Enkb Installed Is aleifor cannel. naeoa 1. .hall henna 1 q dram - 3009 pti allh moamsa arch og9rrgole _ o ewWg of stucco oppGed in rccprdercs rUi ASTM C g25 as taw ogpr od sees". C90conelennsan7ud1CStU) per nilh mmtmam and to corwcoswo ,katg - 1900 psl 14) Llalete lead d sinedt aeously tdth wZi1 (ganlr oc uDUQ and hantanlol (W-1) AMU M15 Grad, 60reberper land dwld be the,kcd IIX the tom%. 1. tg su Ito Wand" cqualtacAresaingflrondptfASINA41dGrada270Itsrobtalion mortar pa AS1U C170' Typ. M or S Applied " R.0 load + Applied horizaalal Toad. S 1:0 2) All sots loed tables based an m'*:muru 4 inch neenlnel ba"W's Safe ertieal load Sole bocizonLol bad iX,,rvn Solo loads le, lintel type 8U6 and BRUG most be 15) For composits. rmW Won eat .bases, use safe load Isom neat loser height shoats. educed Ebyys0% 11 bearfng. W6th 'a less It- 6I/2. fnch. 16) Far, 6414 lengths net shoran, utesale load Iam nest longest length ,horn. 3) Prosida Tun motor bed vad head jams. 17) Sale bode ors soperimpossd oltot_bd 1 da 4) To. number b poreNhesh Indkaka the p.—A rdudsm Iw 18) Sala loads bsed ann6odM duyn erotps par Ad 530 asset ACT. 319 grade 40Birdaddedstar. Exm3le: 7* 4' Bald dF32-19 sole y ody lead - 6472 Cat 19) Ad.7arol lateral load eopeoly can. b obbieed .des194er. by prodding oddcoad s/ 158reducko9-8472 `A5)-- I&I pll leblorced eortef.te masonry Mils: (RCIAU) abarn he Red. be. sNelch below:. 5) M Ilaws, meat or cued 1.1360 delkeg. Enceali90; Tientsin, fed lypt BF8 17-4' oho lager meals a rased, L/1B0 .dMo s Use , 6mdedWeondtitatmeeBngtAs Ftadda Botdug Cad, 16043. 1 as opplkabk 6) Shoo f7kd 1'm1eN as required. 7) Om 17 mbar may be substitute l IIX Iwo 15 fabara 8) Iml ualiaa/alkchiamt of Intel mml .,ashy 40, lee osydleckrtl eaPec o1whiial davmeels. 9) TM designer may, ewnla,t. eanevArekd load, Irani led role laid I.W.. by ealckas minimum ies'ufid9 manant and ali ..1 d-oway Irons the 10) R. R. - Nol Rate 11) Bottom lisle added rehar to is keal,d u1 U. Whom of Ib. Wrl easily. 1/2- CLR T Frn=1500psi SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACII AD0100NAL REINFORCED CIAU ( Rqh" k...(2) FULLCOURSE 15 REBAR 40 or GR60 Ll!& DES SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS THE RUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATIOty 8F12 BF16 F - FILLED WR)i CROUT / U - UIMI ED DUWIRY OF j5 REBA.R AT J HEIGHT ROARAT M? i A. CC 15 RESAR AT TOP ii ii m r o CROUT 45 RE. a. =f. kit ill 1. E N 0 eciaRCTRBMEWBp PRODUCT ILIIYISIZU m rom8gingssvhlhaFlorida ' 6 44 - maompl3ang srilb the 11"rids B 1diagCodewBuildtCodaAcaptenccNo j o/Z ,o3 C' %t Accrp[o i2a Na./d .. Bxpi nUma /._T/r '-0p: T OF Q: aviwit Uolc' C,7, gy Ci'• c -11-1 tVQ7e CRAIO PARNNIO/c l GMi T r Cantio i.4 R1P` SEFFNF4a R57g9Vl pan'1s`-eet 4lu'I;nl IAeEROFF a CAST—CRETE 8" LINTEL FABRICATION DETAILS 4 fllC WSIL OB5DI3-ti DRAgN BTi CPA PARRpfO, P.F. -AEG Ito. 41)56 SCAIEs NDl 10 SCALE rrrFarnrnra xY-- tT''liern'ct- --- sn-7T-77/-d'1 I TAIL O6/01/sf TWO IH CRAO PARRIXO. P.E. - REC. N0. /415t DIUWING Ile, fCl SHEET 3 or 3 ) 4/28/2017 Florida Building Code Online SCIS Home f Log In 1 User Registration i Hot Topics 1 Submit Surcharge 1 Stats & Facts I Publications i FBC Staff I BCIS Site Map ; Units E Search d. Nr Product ApprovalCoUSER; Public User Pmda,,-. Voorov3l w!enu > Pr odu t gr„t nH_ra on 5 > AP 1 Icatlop1-1,%t > Application Detail FL F1-3792-118 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco. com Authorized Signature Andrew Carter acarter@lomanco. com Technical Representative Andrew Carter Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext361 acarter@lomanco. com Quality Assurance Representative Andrew Carter Address/ Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco. com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml- Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A l https:/ iwww.floridabullding.orgfpr/pr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbex4d i(Ek7oGQ6zyYnmko/aid 1/3 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 FL1:f Model, Numb r or Name 135 oocr '_OU -r Aluminum Roo( Lou i_r Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant. N/A Design Pressure: N/A Other: 1. Refer to applicable bultd(ng codes for required ventilation, 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. Certification Agency Certificate FL3792 R8 C CAC Lomanco 13S - 2000 PV - NOA i 1- 0602. 02.Ddf Quality Assurance Contract Expiration Date 08/ 17/2016 Installation Instructions FL3792 R8 I[ Lomanco 135 - 2000 PV - NOA 11-0602 02,pdf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 13S - 2000 PV - NOA 11- 0602 02,pdf Created by Independent Third Party: Yes 3792. 2 730 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate. Approved for.use in.W.HZ; Yes . FL3792 R8 C CAC Lomanco 706 Series - NOA 11- Approved foC.use.o utside "HVHZ:, Yes 0602.04.odP . Im act.Resistants N A p / Quality Assurance Contract Expiration- Date besign Pressure: N/A . ,.: 08/16/2016 ' Other: 1. Refer to: appticablebuilding codes (orrrequired - Installation Instructions: ventilation. 2. Lomanco's Model 730,750,7.70 Roof Louvers. FL3792 R8 I1 Lomanco 700 Series- NOA 11-0602 04 odf shall comply with applicable building code. 3, Lomando's Verified:Byi Mlami-Dade BCCO - CER Mode( 730, 750,770 Rdof.Lduvers 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 IndependentThlyd Party:.Yes 13792.3 1 750 Roof Louver IAluminum Roof Louver I Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730, 750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.14 ) 770 Roof louver Limits of Use Approved for. use in-HVHZ: Yes Approved for use outside HVHZ:,-Yes Impact Resistant: N%A' - Deslgn Pressure:: N/A Other: i, Refer to applicable building codes. The required" ventilation. 2_ Lomanco.'s. Model 730,7501770:Roof Louvers shall; comply with applicable. buiding code.. 3:1.0m6nco`s ... Model 730, 750,770 Roof Louvers shall not be installed on roof mean heights greater. than 33 feet. . Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602.04. Ddr Quality Assurance Contract Expiration Date 08/16/ 2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602 04 pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602 04 odf Created by Independent Third Party: Yes Aluminum: Roof Louver . Certification Agency Certiticate FL3792 RB C CACLomanco 700 Series - NOA ii 0602xCpdP qua llty. Assuraride Contract Expiration .Date 08/16/2016; Installation :Instructions F0742 PS It Lomanco700 Series- NOA 11-0602 kpo f Verified By'. Miami -Dade. BCCO - CER Created by Indeparidenf Third, Party: Evaluation Reports FL3792. R8 Ae Lomahto 700 Series - NOA 11-0602.04.ndf Created by. Independent Third Patty! Yes 13792.5 1 770D Roof Louver I Aluminum Roof Louver I Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709.09,odf Quality Assurance Contract Expiration Date 10/04/2020 Installation Instructions FL3792 RB II NOA 15-0709,09.odf Verified By: Miami -Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports httpsJlwww.tloridabullding. org/prlpr_ app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdllcEk7oGQ6zyYnmk%3d 213 4/2812017 Florida Building Code Online FL3792 RQ AE NQA 15-0709,09,pdf Created by Independent Thfrd Party: Yes m 01 Contact Us :: 2601 Blair stone Road, Tallahassee FL 323S9 Phone: 850-487-1824 The Stale of Florida is an AA/EEO emoloyer. Cooyr!;ht 2007-2013 State of Florida.:: Priviol 3t.ite—,, :: Acr.s INj[ty Statement :: qefund Statement J wlfc record, le you -Jo P.cx Mih to supp:y a the T!?A=.:.a t,n n:d—i-3 carl ba ,—'a --o ha pub j-z, ro de* rmine if you are a ffcznsee under Chapter 455, F.S., please click Product Approval Accepts: Re https:tAvww.floridabLilding.org[prlpr_appjtl.aspx?param=wGEVXQWtDqsFgPhXouzz9PGb8\4&kEk7oC,Q6zyYnmk%3d 313 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) LocakttICO, _tnc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.c'-nc.'economv This NOA. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submtted has been reviewed and accepted by Miarni-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 Mianri-Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miand-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 withh 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.rmay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for. inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831.07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. MIAMI-DARE COUNTY - NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum Test Product Specification Description Nlodet 730 X-TAS WO(A) Embossed aluminum static louvered Louvered 1\1 1. tlliclzaess 0.025" i a 6.5" rooCvcatilatio-n system with diameter opening. Model 750 16" x 20-5/ 16" x 5 TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with. a 8.3 diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(k) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system With a 9.75" diameter opening. a. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test A eney Test Identifier Test Narne. Date Center for Applied Engineering MDC-98&9.9. TAS 160(A) 03/16/95 PRI Construction. Materials LOM-013-02-01 TAS 100(A). 05M/67 Technologies RRWA-001-02-01 TAS 106(A) 07/28/.15 NOA No.: 16-0510.28 WMIAMI-DADE COUNTY Expiration Date: 08116/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Ved1tS Shall.C'ot0..All. .rS 3 l.i l_ ;uCl -(S do UJ 1€h ct . .iL .' _il Q U-t iite tu0.i J iv'V t1C edge line. !\i[aLii th1S position. Usiuj harked position as center point; scribe a circle that is the sanw dia rct3r as the vent throat role along the .scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peals of roof). Make sure the throat of the vends centered over vent hole. Fasten the base to roof decking with 1 %a" aluminum annular ring shank nails. With the first nail P/4" from roof louver end and a minimum of 6" o.c. at the front and backside -of louver vent parallel to the ridge. And with the first nail 1'/a" from roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see. 700 Series louver roof vent profile drawing). Seal all seams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Usina marked position as centerpoint; scribe an 8" circle. Starting at the drill hole; cut vent bole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the sear s. Metal pans shalt be "kerf" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides tbrough the metal panel out and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply'h" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion -resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-5, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shallnot be installed on roof mean heights greater than 3 3 feet. 4. Lomanco's Model 730,750;750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the- Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A i 70O SERIES LOUVERED ROOF VENT APPROVED NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval. D ate: 06/30/16 Page 5of9 DETAIL B NOA No.: 16-0510.28 Expiration. Date: 08/16/21 Approval Date: 06/30/16 Page 6of9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTFNF,R NOA No.: 16-0510.28 Expiration Date: 08/16/21 . Approval Date: 06/30/16 Page 7 of 9 DETAIL C NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D i - r NOA No.: 16-0510.28 ruAMl•DAoe court r Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9. c Flnrida Building Code Online BCIS Home I Log In I User Registration I Hot Topics i Submit Surcharge Stats & Facts Publications i FBC Staff BCIS Site Map ! Links I Search b c r MAIProduct Approval USER: Public User roduct Aooroval Menu > Praiuct or A—Hcadnn caarch > Amnli ation ' ist > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Q Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mbipas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwr6p.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert- Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certiflcate.of Independence FL15216 R2 COT 2015 01 COI Nieminen-pd Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http:/hvww.floridabuilding.orgipr/pr_app_dd.aspx?parain—GEVXQwtDgv3yV.UK1ZIQRAdhyl2u8kQGQv[jaMiVeiOpVSvxwSdCoQ%3d%3d[R/24/20171:57:S9.BM]_..... _ _...... .._ Florida Building Code Online 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # I Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- RLpdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTFRWRAP RHINOROOF FL15216- R2. pd Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coyvraht 2007-2013 State of Florida.:: Privacy Sta m nt :: 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 850.487.139S. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have. one. The emails provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Credit Safe 9MILH tlffm s- http://wativ.floridabu R duig.or;lprt'pr_app_dti.aspx?param—vGE VXQwdDgv3y V V KiZ IQR Adliyl2ugkQCYQyljaHhVeiOp V S,sxwSdCoQ % 3 d % 3d[80-412017, L57:59 PN 1 TRINITY1? ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada SCOPE: EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 04127/2015. This does.. not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it Intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither 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. k I- J TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2D06 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 10OS39395COG-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type It felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity JERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes State or Shingles Shingles Simulated Slate RhinoRoofU20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certifrcote of Authorization #9503 FLSS216-112 Revision 2: 04/27/2015 Page 2 of 3 TRINITY, ERQ 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up)_ The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/orthe use of sealant undercertain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12z Roof Slope <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 OA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 14051D.02.12-R2 Certificate of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 3 of 3 I' ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada SCOPE: EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPUANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. 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 "Trinity{ ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity lERD 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. 1 i TRINITY5 ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1.507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 1D/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization N9503 F1.15216-112 Revision 2: 04/27/2015 Page 2 of 3 TRII`JITY ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization N9503 FL15216-112 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code Online BCIS Home I Log In 1 User Registration Hot Topics Submit Surcharge Stats & Facts' ! Publications ! FBC Staff ? BCIS Site Map •,. Links Search 01-11 Product Approval USER: Public User Prpduct Approval Menu > Product or Application Searct > Application List > Application Detail FL # FL5444-R10 Application Type Revision Code Version 2014 Application Status Approved Comments Archived roduct Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 19355 610) 651-5847 mark.d.harner@saint-gobain.com Mark Harper mark. d. harner@saint-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 19355 610) 651-S847 Mark.D.Harner@saint-gobain.com 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 Nieminen the Evaluation Report Florida License PE-59.166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE t" Validation Checklist - Hardcopy Received Certificate of Independence FL5444 R10 COI 2016 01 C01 Nteminen,pdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 https://www.floridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtah1 gO7CSsoycOrl28CcpCJinUeXw7i bKv1 UzOW 4hL8w%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved iummaryof_Products _ Method 1 Option D 12/ 08/2016 12/ 14/2016 12/ 15/2016 02/ 07/2017 FL #. i Model, Number or Name 5444. 1 CertainTeed Asphalt Roofing Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Refer to ER Section 5 for Limits of Use Description 3- tab, 4-tab, strip (no -cut-outs), laminated and architectural asphalt roof shingles Installation Instructions FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10,pdf Verified By: Robert Nieminen, PE PE-59166 Created by Independent Third Party: Yes Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10 Odf Created by Independent Third Party: Yes YS>. V Sal 2 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 :: Accessibili_v Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. `Pursuant to Section 455. 275(1), Florida Statutes, effective October t, 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 personaladdress, please provide the Department with an email address which can be made available to the. public. To determine if you are a licensee under Chapter 455, F.S., please click hehe_, Product Approva l Accepts: MD W-1 R Credit Card Safe https:// www.floridabuilding.orglprlpr app_Otl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%g3d%3d 2/2 TRINITY ER[J EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certficate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: ( 203) 262-9245 FAX: ( 203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444- R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert 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 5"t Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time :as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert 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. 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. INSPErnoN: 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 OCA ANE1983 The Facsimile seal appearing was authorized by Robert Nieminen, P. E. on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERd ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/200S UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 478719S678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I. C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON- HVHZ EVALUATION FL5444-RIO Revision 11: 12/08/2016 Page 2 of 12 TRINITY ERo 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 2S, XT'" 30 and XTT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle", Grand Manor Shangle", Landmark", Landmark'" IR, Landmark'" Pro, LandmarkT" Premium, Landmark" TL, Landmark`" Solaris 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 TLr" and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatterasT", Highland Slate'" and Highland Slater" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriotr" 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 CrestT", 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: S.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the 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: SAA 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 D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vald = 150 mph (VI, = 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 PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,,d = 150 mph (V,it = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM 071S8 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-d = 150 mph (V it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certiflcate of Authorhation #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY ; ERa 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 6.4.1 CT20`, XTT"" 25, XT- 30, XT?` 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 mm) (30 5 mm)--(305 aim)— i 5 mm) — ealant i" (25 mm)-1 5 s/a" (145'mm) — 1 5 t1,"lot Abrw^ood Plant T METRIC 1"(25 mm) Sealant t" (25 mn) T Figure 11-3: Usefour natls for. etetyf d sbingta STEEP SLOPE Use four nails and six spots of asphalt roofing cement* for every fall shingle (Figara I1-4). Asphatt roofing cement meeting ASTbf D4586 type II is suggested. I - - Roofing Cement Apply 1"(25 mm)spols of asphalt roofing cement. under each tab coiner. Figure 11-4: Use fdarri&4 and six spot; ofasphalt w1ircm bn steep slopes. CAUTION: Excessive use of roofing cement can cause shingles. to blister. Hip & Ridge for CT20"" XT— 25 XT'` 30 XTT' 30 IR: Cut Shingles 51m_llr -1,-2"'(50mm)Remove,-*, i t t 1i Vr — — — — — — — —— — — t0 12" Cap Cap Cap 305 mm) Shingle Shingle Shingle Figure 11.24.-,Cut tabs, Rew trine back to snake cap shingles ingltsb dimensions sbounr). 12" (30 nl)--"i( 125M m listn n Figure 11.25: Bistrdlwiton ofhops thong fbe bips.and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NPJT"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RTO Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCADIATM LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for even, full shingle located as shown helm: Nab Lia nail I Nail Lire I I I Frgttro Lr: 1, a si.e sails for arenr fall shingle. TRINITY' ERD Gse. SIX nails and VOU:R spots of asphalt raining cement for then' full shingle a; sltemu hclost.;ipply asplralr roofing ccntcut 1"(25 ium) from edge of shln;Ic. asplrJ.t roofing cewcot meetiop AS1Ati D d586 7i•pe II is suggested. Hip & Ridge for Arcadia'"': Cedar Crest'", Cedar Crest' IR Fl;aa'e3: tsa si.r firths artrlJotu spots ofusphrdr rooling cement arr sle(p slopas. 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 Y4-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP I or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Certificate of Authorization #9503 Hand -sealing adhesive 4" 114" -,t— 3/4" It 1„ Dab of asphalt cement betweell shingle layers 1 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6.6 BELMONTi"": 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 cernent— for every full located as shown below, Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below- Asphalt roofing cement meeting ASTM D4586 Type 11 is suggested. 5'd'i:Gvo:riJ J 1 4 :1edi!i ypil nls i; !!nt;!: I! —' I 1' (.5 rrani j i' Ii5 rtm'•.I ` 58'tlo mn! j y // Cnml 6.6.1 Hip & Ridge for Belmont"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar CrestT" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Exposure Remove tape from the right side 1 ° g and fasten SECOND Fasten thef' left side RIGHT Remove FIRSTThisTape LEFT rigure 17-19: bislallation o%Sbang[t O Rldge shingles Figure 17.18: Shangle" Ridge. ou G1ps and rldgac. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPJT"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® ANY GRAND MANOR SHANGLE®3 LOW AND STEEP SLOPE STANDARD -SLOPE t ,e five nails for every. full Shimoe. 5/8" 8 5tfi" 16 nun) (720 mm) Figure 17- is lire fiw nidls fin• every ng 4'ramd Ma nor 5hmrglc, Carriage llwiscSbwgle. nr Cenleuural.Vtite. f RINI TY i ERD Use, seven nails mid three stx'ds ofacphmli roofing cement Ilor escry lidl Grand Mmor Sliatiglc. Use Gee nails aid ihna spots of asphall roofing cemew for every fill Carriage Ilome Shmtigle :md Cemenutill Slate: Apply :tsplialt 1'(41119 t1011cm I" (25 Lunt) from vdge. of sliingle Ml tiry 1 _S). Asphalt roofing cement meeihtg AST3t 0-1586'Il1)e ll Is n gesmt F(38 mm) 1 • or iN:s .,., mm) Fierrre 17-.5. I('hen iusGdling G'irutd-:Hrwnr,Sha++gler Ott sleep.do/ur3. ttce sceen uAilr raid three spi fr rifrrs/bidl rnrJir:g crrncnt. Hip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LAN6MARk"A L:AN6MARKr"t IR,:LANDMARKt"" PRO, LAND.MARKTm PREMIUM, LANDMARK7m TL;. LANDMgRKT"' SOLARIS, LANDMARK*"' SOLARIS IR, NORTHGATE. LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' 143/4" 12" 305 mm}-.-.-(375 rnm)----(305 mmj- al I (25 mnI) Releds#e Tape i (95 mm) -'`I '- Nailahle { jaiea _ LANDMARK TL NorthGate: 13'/2" 13" 131/2,' 343 mm) -(330 mm)-- --(343 mm)--] I1--1" (25 mmj 1" (25 ntm)- - f Figure l,hd: Vsefour nails fiir erety fill sAiiisle. vn:r• NARNG Anl'A 121, 143i4' Iw 1105 mr,1 -+- -+-- (375 mm) —«- -.- (335mm,, —I NillgUmts i 1' 125 mm) cpPem nal N..0 ( 1" X25 mm)- «. I iNernadIre r- Naling areas for law and standard slopos J-mm2:12 to 2112) Nal betti:eo upper Z. kn : Fnes .ra staavn abwo. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement for every fu[I larninuted shingle. See: below. Asphalt roofing cement sholtld Incel ASTNI U458614pe It. Apply I" Spots of asphalt roofing cement node each corner and ;n alxiut 12" to 13" it, from each edge. METRIC DIMENSIONS 12'— 141/4 --- 12.. 3r05 mm) (375 mm) (305 mm) 1 5, Release Tape I (25 mm) -.. -- Nail Area __-1-- p For Steep'' 25mm) — — — — 25nun Roofing Cement 31-RINITY ERA LANDMARK TL 131/2 13" t 131/2"— 343 1 (330 mm) (343 mm) i+1"(25mm) 1"(25mm)-II 1,.-1 ` 25mm) I ---- NorthGate: Figure 13-5..- Use six nails andfour spots of aspbalt roofrng mient on steep. slopes, STEEP 12" 14-34' 12" SLOPE 1---(305 mm) +-- (375 m mm NAILING ( 305 AREA { Nailin limits mm) bet"veelt lopwer 1"(25 mm)—.- fn' rfsrlliMoe 1" 25 ram) Nailing areas for steep slopes (greater than 21:12) and " Slot -Nailing" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark'", Landmark'"" IR Landmark'" Pro Landmark'" Premium Landmark'" TL Landmark'' Solaris, Landmark'" Solaris IR NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 9?/s" 305mm) ( 250mm) 150mm) T (150mm) (125mm) (125mm) t f Notch for Notch for Centering Centering 131/ 4' 305mm) Notches for Alignment to (33"o LCapfcr, 55/8'(14imni) hes for Alignment to the Top Edge of the Previous r p Edge of the Previous 75/ 8 Cap fors"(125nnn)Exposure (i80mm) Exposure (196mm) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge — Exterior Research and Design, L-C. Evaluation Report 3532.09.0S-R11 Certificate of Authorization s9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 8 of 12 F', f jT TRINITY ERD 9 27r31' f --- -- 13 1 /81, I._...._.(333 min)- — Ccrfelis i9aich N•6518"- 65?8`- 168 mm) (168 mm 1$?h1' 337n1r1 \ CenteringAlignfh9:;E Notch r ,L hrs r top T 513' dgr_11' m^t) ( 337 mm) N ( 19G Align thoso/ l p nthii cbc is ( notches to top7 5f8" edge of (194 mrn) Previous course. f NorthGate Ridge NorthGate Accessory 12" ,I Laying Notch I 5"(125nnn) i IIl i_ Figure 13-20.. Use laying nokbas to center sbingles oil hips and, ridges, and to locate t1v coned aiposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-Ri1 Certificate of Authorization N9503 F13C NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 J TRINITY! ERD 6.9 PRESIDENTIAL SHAKET", PRESIDENTIAL SHAKET11 IR, PRESIDENTIAL SHAKE TLT"", PRESIDENTIAL SOCARIST"' LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply V diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nalls in between life nailing guide lines, apply 4 nails 1" Nailing itlaUnes1 1 40"------.1 above tab cutouts making certain tabs of overlying shingle cover nails. 5 1 /4' t1:13 mm) 141/4 1 1/2. 38 mm) (362 mm) 1_ NOTE: Apply nails on painted guideline. Figure 16-6.• Fastening l reskkwfial and Prerrdential TL Sbake shingles on lato and standardslopes. 1' diame(orasphalt roofing cement Figure 16-7, Fastening Prestdenual and Prestdenital T/L shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake— Presidential Shake'"' IR Presidential Shake TL Presidential SolarisT"': 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." Pasten each accessory with two. fas- teners. The fasteners must be 13/4" long or longer, so they penetrate either 3/4"' into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,.AL is 1.2" x 1.2"; Portland, OR produces 97/8," x 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® 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 CrestTM , Cedar Crest' IR hip and ridge shingles. 6.10 HATTERAS`"": LOW, STANDARD AND STEEP SLOPE: t• -g`- •t--.__g•_._« ._._g•.__y _v.__H Figare 1.S,;i: f'rr.4t uipg11rv11mas:chigieooil I'm- ro/A.1'landani Slopes Por loss anti dan(hill S10I)Cs, use Gsc nails for each full nallteru shingle as slwav alun'e. l_trimml r L __ 75mm1- Figua/ f.7: tinYruia(; l/mhnrr 5hfug/ nn ,tT"H1i Xl,/c7 Far sU,ep Tinge>, 13c lire nails and eight il"s of asphalt roofing ekmcut feir e;16 hdl ffaurias shlb(;Ie as shn cn abole. Ai,16 I' f?imn0 ill:uocicr spurs cd rdoGng.hnte n ('0 1 n 4586 Tpc it sq,;Ncd) 111,der'-.01 tabcotncr. Press abinb a into place; do not expose ceweul MrrioN: riot ranch «xtfin avu;m enn c;uric sU ogle, to hiistcn. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-RllCertificateofAuthori>otion 119503 FBC Evaluation EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for HatteraSTM: 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14, 18 t1jr6e piece units separate to make 54 Hatteras Accessory shingles: 6.10.1.2 Option 2: Cut Hatteras Shingles g„ 230 mm) I I I I I 1. jng 460mm) Cap Capp Shingle Shingle Shingle Figure 15-20. Cut Hatteras shingles to wake cover cap. 1 I TRINITY' ERD F.as`ea 460 mfr) gotih 03 mm)I 5 des Figure. 15-21: Installation of caps alon o !lips and ridaes 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATEr"; HIGHLAND SLATE'"' IR: LOW AND STANDARD SLOPE: STEEP SLOPE., Figure f 1-,3' Use MW nails for every Higidand State sbingta Use ME, nails and 81f.1tT spots of asphalt roofing cemcnt" for each full Highland. Slate shingle,. for hilami-Dade, SIX nails are required. Apply I- diameter spots of asphalt roolingccmeut under each tab corner. Asphalt roofing cemenl mceling ASTM D4586 Type 116, suggested. 9' Y r -9• le:J.,;p tau I irl..^t Rs4^I LfIfMi1o"nOiN1f Roofing Canent Flg9ve 113.f: (7sP. (IITi nnlis and eigbl silos of-pflnlf roiling comcmir un4er each fab corner. CAU MN: 8xcessice use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slater" Highland SlateTM' IR: Refer to instructions herein for Cedar Crest'", Cedar CrestW IR or Shangle Ridger" hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certiilcote ojAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 PATRIOTTM. LOW AND STANDARD SLOPE Use 1101 R nails for ewly Il 11 shin,le ktc:au:d os sholvil bclots. Sealant ri mr' J TRINITY ERD STEEP SLOPE Use fOUR nails and four sl>,its of asphalt roofing cement for every fall shingle :ts shoaat lx loll; ,,Isph:dt nxAug centeut mceliog AST-Nf ll4iS6 Type If, is su,ctited. ,lpply L'(2i nun) spurs of asph:dt roofing cemcnt :u sh6n•u. GAl l'I(i\: F,%cessive a>e of roofing centent cao erase shingles to bliiter. iJJJ— — — — — — — — — 7 t Cn rrtu I • neottnq Cement sn i i33)= yl ,.Un'1 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'"", Cedar Crest`"" IR, Shadow Ridge" NorthGate or Shangle Ridge'" hip and ridge shingles, 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / 111905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111CertificateofAuthorizationk9503FBCNON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 1 Ti<I I I 1 EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization tl9503 353 CHRISTIAN STREET, UNIT#13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced. Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature, If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: sssEttetrpr,,— is t,no s ee of Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 J,L,uunrsa The facsimile seal appeasing was authorized by Robert Nieminen, P.E. on 12108/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinityl ERD does not have, nor does it intendto 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. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. ERDTRINITY; ROOFING SYSTEMS EVALUATION: 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 51h Edition (2014) Florida Building Code and 5`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 1S07.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D71S8, Class H 2O08 3. REFERENCES: Enti Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161, 05NK14836 05/22/2005 UL(TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7159 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC 9628) ASTM D3161 & 03462 4787195678 02/09/2016 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report3532. 09.05-R11 Certificate Of Autharizatian #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 f TRINITY! ! ERD 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, LandmarkT" 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 TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ S,3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to VaSd = 150 mph (Vult = 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 Vwd = 150 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 Va,d = 150 mph (V it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate ofAuthorization p9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 4..:'TRIiv17YERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 614320-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 6.4.1 CT20"°, XTT"- 25, XT'"', 30, XT'"30 IR: ENGLISH 12" 12" 12" 305 um) —(305 mrn) (305 nun) 1"(25mm) — Sealant i"(25mm) 5 sia" (145 mat} — 5112" for Ab d Plant METRIC 131/a" 131/a" 13t/a" 1"(25mm) Sealant i"(25nn 6 tla" T Figure 11 _ : Use fora nails far• every full sbirigle. STEEP SLOPE Use, four nails and sir spots of asphalt rooting cement* for every full shingle (Figirre 11-4). Asphalt roofing ceuieni meeting ASTiIV D4586 Type II is suggested. Roofing Cement - Apply 1 " (25 mm)spols of asphalt:oofing cement, under each tab corner. Figure 114- Usefour nails and sU spott ofaaJ lmdl c ejrxn t on steep slopes CAUTION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20'". XT'' 25 XT'" 30 XT'"" 30 IR: Cut Shingles 251)I I— r 2" (50 mm) Removernry_ I Irs, 1 I[ if Cap Cap— 3 m) Shingle ingle. Figure 11-24. Cul tabs, then lrbn brick to make cap stinglns 6nglisb dimensions sbomn). 5'1i— _I?,. (305 mm) c'6(9 shoo P VA Figure 11-25: InstallaUon of caps along tivt hips and rklgev.. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1 "' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorisation 49503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.S,1 Use SIX nails for every full shingle touted as shomi helotu i25 min) t' t25 imij Nail Lns ) Nail I+al(Linn F'ittae 2: Gsa six unils fill. erwy f dl shinn(e. Cse Sit. rails and FOUR .spots of..isphedt roorjlig Cement For C. cry fill] Shingle as shown hclow apply aspl+alt rotifing, centettt I"(2i nun) from cdga of shingle. Asphalt roofing cement nu.,eiiim, AST I O 4586 T'ppe 1f is suLcslcd. Figure 3: Cfsa six nails anti firm• .spots of asphalt roa nrg cement on steep slopes. Hip & Ridge for Arcadia'': Cedar Crest'"", Cedar Crest"" IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum 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 "5onolastic° NP1'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles: Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line''/< to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. 201 off:..'`;: mm t I \ \L9m\ Hand -sealing adhesive 4" 3/4" — Ir•— Dab of asphalt cement between shingle layers I, Exterior Research and Design, LLC. Evacuation Report 3532.09.05-1111 Certificate ofAuthorizatian #9503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 r TRINITY IERD r 6.6 BELMONT'm: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spats of 6.6.1 6.6.1.1 6.6.1.2 6.6.1.3 Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below, Belmont shingle. Apply asphalt roofing 1 cement 1" (25mm) from edge of shingle. ut Icss See below. Asphalt roofing cement meeting ASTK,1 D4586 Type 11 is suggested. 1Li Y 125 Run:'+I . T Z<0 rvri Hip & Ridge for Belmont"": Option 1: Refer to instructions herein for Cedar Crest-, Cedar Crest— IR hip and ridge shingles Option 2: Shangle" Ridge Figure 17.18: ShtrngleO Ridge. 18' Remove tap eExposure from the right side t i 81 and fasten SECOND Fasten the left side 851e RIGHT FIRST LEFT Figure 17-19: Inslallnlion afShangleO A'7dgc sbingles on hips. and ridges. For ASTM D3161, Class F performance use BASF "Sonolastic® NPP"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 6..7 6.7.1 6.8" i 1 ERDTRINITY CARRIAGE HOUSE SHANGL& AND GRAND MANOR SHANGLE®: " area cfnot: LOW AND STANDARD SLOPE Use rive nails for every full Shall"le. 5/11" 8` 51 10 lava) 1,2611 ILiI igure 17-4: P. e jilt` mill.`fi r ewy fidl r,'nlurl alulmr 5'fuulgle, Marriage Manse Sbaugle, or ranlemdal:Flrlte. Use seven nails mid three spots of asphalt roofing cement for every fill Grand :Manor Shanoe. Use five naik and duty+ slims of asphalt nxtlimg cement fits every full Carriages house. Shangle and Centennial Slate. Apply asphalt roofin}-ce.ntem I" (2i nun) from edge of shingle Figure 17-5). Asphalt roofing cement meeting ASOI D4586'IFlw II is suggested. 1.. j--;25nxnj 51S • / t-`} - - - - or a;ss --1-, — i (25mn¢ Figuni J74 When iu,`frilling, Urewd MancrSbangkis an sleep ido1x':-, nee wren nails and lhree spols rfaq)billPmnJlrrg renicur. Hip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK'", LANDMARK'" (R, LANDMARK"' PRO, LANDMARK'' PREMIUM, LANDNIARK°M:TL,"LANDMAk".11 SOLARIS, LANDMARK`"' SOLARIS IR, NORTHGATEc LOW AND STANDARD SLOPE METRIC DIMENSIONS l2" 113/4" 12" r-{3(75(305 mm)--{ I (25mm) I IteleaseTape 1 (25mIII) I Nailatile { Area LANDMARK Tt NorthGate: 13t/ 2" 13" 13t/2" 343 mm) --(330 mm)-- --(343 fnm)--1 I" ( 25 mm) 1" (25 mm)-- - t7gmr 13-4: tsar fur nails•jor vreq fill sbiugle. AME KAAJW. 12" 14.314' AAFA. I+ (105 mmt w r-- {375 mm) —t - (305 mm) -) Malt^ a Umts f 1 1"'{ 2s ^+nt) I'vpPly'nallno i. I"(2a. 9wer nail ice. f Nalpng amas far low and clandard tlopas (from 2:12 is 2t:12 INa I'3B:'/tNfi uj1pE1 & Ia`n9r l"RS 1..:4bn'.i5. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization p9S03 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 7 of 12 STEEP SLOPE Use six miils ;ntd four spots of asphalt roofing cement for every full L•tniinated shingle. See hetoxv. Asphalt roofing cement should (1tcci i-ST;M U4586 TtT)e IL Apply 1" spots of asphalt roofing cement mule each corner and w about 1.2" to 13" in Gram eech edge. METRIC DIMENSIONS 12"—— 12"-- 305 min) 1 (375 mm) 1 (305 mm) 1 -(25 nun) } 1"(25 mm)-' Release Tape i Nail Area- T ---. ---- - 1 Fat Sicepl- r _ 2J lllm) --- _ (2;) IlinlJRoofingCementf' LANDMARK TL 1" 25 rr NorthGate: STEEP 12" 14-3;4" SLOPE I --(305 mm) - (375 mNAILING AREA I Nailing 1"(25 mitt) bet',veett na 1 ` 1 i • i TRINITY i ERD Figure 13-5.• Use six natfs.andfour spots of asfilwlt tnofing cement on sleep slopes' 12" 305 mm}--"j 1"(25 mm)—•.-j --- Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail lines as shown above. 6.8.1 Hip & Ridge for Landmark — Landmark'" IR Landmark" Pro Landmark" Premium Landmark'"" TL Landmarks" Solaris, Landmark— Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12* g7/8' 305mm) (250mm) 0 1 6' 415/1G' 415/1G- 150mm) 050mni) (125mm) (125mm) Notch for Centering 12" 5mm) 1 Notches for Alignrnent to Top 7theEdgeofthePrevious Cap for 5' (125nun) Exposure t_ t m) English Dimension Shadow Ridge`" Exterior Research and Design, I.I.C. Certificate of Authorization N9503 FEIC NON-HVHZ EVALUATION t Notch for Centering 131/4" r 337rtirn) Notches for Alignment to 75/8 the Top Edge of the Previous M m) L Capfor55A'(141mm)Exposure 1 Metric Dimension Shadow Ridge'" Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 s 2; sz 15i!Vt125in, } Cer1,;tInaM re6 3 333 rrrr:) i Align th se / r,-Azhcs to top iryQ Slt ,t'1194 i71nt) p,nviotiS ft,,fSG 3 NorthGate Ridge f TRINITY ERD 13 1/8" 333 mm):. - 111 (168 rnm) (168 mm) Centering 131/4' Notch 337 mm) `Align theso 7 518" notches to iop (194 nun) edge of 1 previous course. T NorthGate Accessory 12" 305tna) Laying Notch i 5.(125nvn) wosu! Flgum13-20: Use.tayingrrotcbes to center sMigkw.on tips and, ridges, and to'(ocatz;:Ibe convel exposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NPI "" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest''", Cedar Crest'm IR hip and ridge shingles. Exterior Research and Design, L-C. Evaluation Report 3532.09.05-R11 Certificate of Authorization a9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 6.9 PRESIDENTIAL SHAKE'"', PRESIDENTIAL SHAKETm LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nailing 1• 40" ----+{ Guide Unes (1016 mrn) 5 1!4' 1ji3 mm) 141/4" mrrr) (362 mm) NOTE: Apply nails on painted guideline. Figure 16-6: Fiulen[ngprmklenttal i id Presidentral TL Sbake sbingles on lore and standard slopes 6.9.1 6.9.1.1 it' t t T : TRINITY! ERa PRESIDENTIAL SHAKE TLTm, PRESIDENTIAL SOLARISTM: STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply l" diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the palling guide lures, apply 4 nails 1' above lab cutouts making certain tabs of overlying shingle cover nails V diameter asplialt roofing cement t Figure 16-7• Fastentng NesidenthW and hesidenttat T/t, Sbake sbtngles on steep slopes. Hip & Ridge for Presidential Shake''Presidential Shake'" IR Presidential Shake TL PresidentialSolartsl: 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." Pasten each accessory with two fas- teners. The fasteners must be 13/4" long or longeri so theypenetrate either 3/4" into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,.AL is 12"x f2"; Portland, OR produces 97/8" x 131/4" accessory, 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastics NP1" adhesive or Henkel "PLOPolyurethaneRoof & 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 HATTE T" RAS IOW, STANDARD AND STEEP SLOPE: r(230 null) !?:Y7 nInl (ri3e •i` iYm mmi Fi um ! -3., Mste,o¢rg Bnueras d'Giusf, rf rnr Lorrand.Sle (Imd.Nntlnc N)r I= and smmlotl japes, use Grc nnils for etch full MUlcras shingle ac AMAIN alnnc. Rooting FSpmie li.1: f""o-nui, /lalq•nsd76utlM nn,ekryr.Vrr/s For dolxw n:c Giro nails and eigin_;pcas of nsphali ruotinp ccolco( for enh hill n:ilrcr cs ihiol* eta xliotvn : rum Apply I" WSmn,I di:onMer pin;i.+ of ruoriug.cemell 586IvIV 11 A&IeAcdi under tach mb colner lieu sldng(e rum price; lln lint eXlNise darn. CAII'rl(M Too oundh toofatg CIYUCnI ran cause shingica to Illistec Exterior Research and Design, LLC. Certificate oJAuthorizatian k9503 FBC NON•HVHZ EVALUATION Evaluation Report 3532.09.05-1131 FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras V Figure 15-14: 18 three piece antis separate to make 54 Hatteras Accessory shingles. 6,10.1.2 Option 2: Cut Hatteras Shingles g,,— 230 rani) I I 18 I I `i.--___ig° (460 min) o'<hi460mm} Cap Cap Cap Shingle Shingle Shingle \ Figure 15-20: Cut Hatteras sbingles to make cove, cap. Figure 15-21: installation off caps along hips -d ridges. 6.10.1.3 For ASTM D3161, Class F performance use BASF "rSonolasticO NPS'""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGH LAND SLATE"",:HIGHLAND SLATE'."" IR LOW AND STANDARD SLOPE: SLEEP SLOPE: the FIFE. nails and EICUT'spols of asphalt roofing cement" for. each z o.a romm) dx ma nu full Highland Slate shingle. For ltlaml'13Ae, SIX rutils are required. Apply 1' diameter spots of asphalt roofing cement under each tab 1 corner. Asphalt rooting ceincnt nieeting.8*17M ll4it36'rype It is suggested. rx Rm—.a — Ffxxni-Dalarequires SIX nit ltr:o ti!s InEI3iIS^ eCd [&M& cv la d a"i dwM+). Figura11-.3 Ow FffnailtforeveryIfighlandValesbingle. 1 i"w,..1 Inemm) {ne met. ol T- 4] M:amFDab r"qu'tea t, ;I$neol trrun.l 6ai overanler a,twles'"tioil Roofing Cement Figure 11-3.4: Ilse MT nallr and elgbt spots ;of asphalt roofing cement andor eaeb tali corner. CAUTION:. Ucesslve. use ofrooling cuneni can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate'", Highland Slate'" IR: Refer to instructions herein for Cedar Crest`"', Cedar Crest" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Certlfimre ofAuthorizatlon N9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05•Rll FL5444-RlO Revision 11: 12/08/2016 Page 11 of 12 6.12 I PATRIOT T" . LOW AND STANDARD SLOPE Use FOUR nails for cven, full shingle lotstfed ns sllowll below. S Inn! mw 1 TRII iITY ERD STEEP SLOPE Use FOUR Rail., :tnd four spols of asphalt roofing wilenl for CN.CfT Lill! hi 10C as ;h(133m bdoly' Asphah roofing c•entenlmcerin :Itif11.Ly158 f±pe Ll is.iu, ;ctiiccl.,tppl)• 1'Ol nun? spins of asphalLruolin, Cullenf a< shou u. 1Ls 10: Excessive use of rotnlint Cement can Cause shill,lcs to blister. USd!vml I • Roofing cement lid ma.i Wm'! ?Y rij 6.12.1 Hip & Ridge for Patriot'"": Refer to instructions herein for Cedar Crest—, Cedar Crest'" IR, Shadow RidgeT" 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 QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY AssURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-RllCertiffcateofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4/2812017 Florida Building Code Online BCIS Home I Log in User Registration Hot Topics Submit Surcharge Stats & Facts j Publications, j FBC Staff ` BCIS Site Map Links Search bv--Nr h g. 1 Product Approval C9 . USER: Public User Product Approval Menu > PLdud o_r Application Search > Application List > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, r"L 33634 813) 249-9743 grahman@aluminumcoiisinc. com Gareth Rahman grahman@aluminumcoifsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc. com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Reoort 2014 FBC Q4 T4 Soffits Ddf Referenced Standard and Year ( of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:/lwww. Floridabuilding. org/ pr/pr_app dtl.aspx?param=wGEVXQwtDquk24AUC%o2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%pad%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised summary of Products..: Method 1 Option D 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 FL # i Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 1I ALC15001 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes Soffits.pdf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes ! Other: See Evaluation Report for limits of use, f Evaluation Reports FL12194 R3 AE ALCIS001 Evaluation Report 2014 FBC 04 T4 i Soffits.odf Created by Independent Third Party: Yes EO 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 mail. If you have any questions, please contact 850.487.1395, 'Pursuant to Section 455.275(1), Florida Statutes,. effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do notwish to supply a personal address, please provide the Department with an email address. which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Ed --_.« Credit Cara Sate httpsWwww. FloridabuiIding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquk24AUC%2FEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%a3d 2/2 AA040 1-aftibi a- wtao, TECHNICAL. SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 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 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3i8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout, the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK n TECHNICAL SERVICES, LL.,C PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Fanels 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. tr VU VENI lJl''HIEH ifFt 1, lfl_50119 MH^lEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit 2panels provided in 12- inch sections, The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001, FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 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 COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttt<<trrrr i PAY R. p'f.,, 2015.08.27 07:05:00o74021N O'. STATE OF :'14/-O t00t O R P •.`Zachary R. Priest, P.E. gistration No. 74021Florida, tiSSONA Organization No. A E9641 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 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. InCREEK TECHNICAL SERVICES, L.LC 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 LwITAT10NS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC Soffits EIAMNI TECHNICAL. SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Lnratinn Location Location Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch' Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24J-## 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 tfpp No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 318-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wd Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16 inch 0072-inch dia. x min_ 3116- 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 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch 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. Max. One (1) 14 ga. 5/8-inch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x0.072-inch dia, x min. 1/4-inch 4812F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced hnelheaddia. trip nail spaced 48- 64.2 panelandsecuringeachpalap pinch o.c. ALC15001 FL12194-R3 2of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically.addressed herein. LCREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-Inch x One (1) min. 1 3I4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072 inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3116- 53.3 12-inch spaced max. 8-inch 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. 1Three (3) 18 ga.1/4-inch crown x - 1-inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond patternWood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 314-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3116-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4 inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c, inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 3of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. d CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang .with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 518-inch long T.nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga1/4-inch crown x One ( 1) min. 1.75-inch x 0. 072-inch diameter 16F- 6 Max. 16- inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch ocand 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 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1). min. 1 314-inch long x 0.072-inch dia. x 23.5 16J-116-inch. Wood crown staples in diamond pattern spaced 24- inch o.c. Wood crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4. nail spaced 48-inch ox, 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 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.114- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x ring One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-4nch 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 ga1/4- One ( 1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x nch 1-i 0. 072-inch diameter 801 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 1.2-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x 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 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch op 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001 FL12194-R3 Page 5 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. it tiiJ m'N TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix. A Approved Systems for 24-inch overhang with. F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18:ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 15-inch o.c. shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3116-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 0.072-inch diameter 24F-5 16-inch 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. 1.75-inch inch o.c. and securing 3116-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap Ili -inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head,spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width 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.1/4-inch Nominal 1x2 min. 2.25-inch x 7d crown x 1-inch leg No.2 SYP Three (3) 18 ring shank nail strai ht nailed ttcedvouh99 staples pa One (1) min. 1.75-inch anchored to ga.1/4-inch crown the rafter into the end 12_inch o.c. securinggeachpanellap One (1) 18 ga. Y,- 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. h 60 12-inch. 1) min. 2.25- staples in diamond min. 2.25-incx 7d One (1) min. 1.75-inch leg staples 3/16-inch heads aced pinchx7dringpatternSpaced16- ring shank nails toe x 0.072-inch diameter 8-inch o.c. 12- inch o.c. shank. nail inch o.c. nailed on either side of finishing nail with min. - 24- inch.o.c. the batten at each 3116- inch head spaced batten/ rafter flinch o.c intersection. Max. Mrafter spacing is 24- inch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One ( 1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No. 2 SYP Three 3 18 straight -nailed through staples spaced One 1 18 a. Y,- gOne 1 min. 1.75-inch anchored to ga.1/4-inch crown the rafter into the end 12-inch o.c. securing each panel la pp inch crown x 1-inch x 0.O72-inch diameter 24J- 2 Max rafter with one x 1-inch leg of the batten or two {2) Wood leg staples spaced finishing Wait with min. 53.3 16- inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch 8-inch o.c. and 3/ 16-inch heads aced pinchx7dringpatternspaced16- ppring shank nails toe- x 0.072-inch diameter securing each panel 9p16-inch 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 3/ 16-inch head spaced 4- inch o.c. intersection. Max. Mrafter spacing is 24- inch c.c. ALC15001 FL12194-R3 Page 7of7 This evaluation report is provided for State of Florida productapproval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 9" .v_ad die. . nail with min. -,. en3a_:am eat..{..ter r.;ncisubzt!--.re} Cr 9, 09VI d a. T-nail cr .zrub macml irh min."S i+" engagement lfor csncrcre oi-, k l,ac}: eub tra_a'. •.;pa.td as .!-.red s bove. . FASCIA SLIP BOARD FASCIA TRIM SOFFIT VARIES) OVERHANGWIDTH12F- 1 & 12F- 3 x_"F" CHANNEL Conrr. to or 61:_ck Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8" STAPLE 1. 6" O.C. FASCIA LIP 1/4"-/ PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA [DETAIL ALC15001 FL12194-R3 1of12 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. w TECHNICAL SERVICES, LLC 12 F-2 No. I Installation Detail ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER I VW X:TW-EM `, SOFFIT STAPLE 3/4' x 1/4' DIAMOND,,. PATTERN CROWN STAPLES r D ETAI L USING A DIAMOND j{ , e• KTwEel PATTERN sr cs FACIA BOARD CAP 3/4- X 1/4- CROWN 1-3/4' TRIM NAIL STAPLE "8' ON CENTER F- CHANNEL CAN BE PAINTED S:S. 48' INSTALLED WITH THE D.C. NAILING FLANGE UP OR DOWN SOFFIT-niax. 12-4ncn span WOOD SUBSTRATE 1-3/4" TRIM NAIL PAINTED S.S. SOFFT FACIA BOARD FASCIA CAP 3/4" X 1/4- CROWN STAPLE SOFFIT & FASCIA D ETAI L AL015001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12J-1 OPEN RAFTER 3/4" X 1/4' CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN CrN- 1-3/4 TRIM NAZI sc_axed to aofft i c:i or {l i 4a a PAINTED S.S. 48' 1 x -3 "8+• Uesd O.C. diameter ug.-rew, 3.6 11c. C.. WOOD OR BLOCK SUBSTRATE SOFFIT' -max. 12-incli agars ALUMINUM COILS, INC Soffits Appendix B Wirs,, SOFFIT STAPLE I ' DIAMOND PATTERN j L I FACIA BOARD 4 We, S TUErs+/ lDETAIL ASCIA CAP \ ' 3/4' 'X 1 /4- CROWN 1 _3/4 TRIM NAPE FACIA BOARD STAPLE `8" ON CENTER PAINTED S.S. FASCIA CAP 3/4' x 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L 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 l 1 J- TR1H NAIL BOARDFASCIA PAtNTEO SS. I FASCIA CAP 4 SOFFIT 1j 1'x}" CROWN STAPLE CPEN RAFTER FASCIA BOAR@ iy GA `:6` i 1L3 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL F" CHANNEL I SOFFIT: MAX. TV SPAN MASONRY / I, I} 7 SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. Installation Detail headl dia. ._ail w--;ch min. 11,V' t aaam at.i+`.ar Woo, sub;c'rat.'sj or n'in.. OS47" dla T- nail or.naii wict; min.. 5/3" r,•rajemcnr_.i rr +crst:a r block Bubscra*e}, spaced as rct.ed ubn.;lci. 16 F-3 ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL WOod. or 51cck k FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. 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. L,' CREEK TECHNICAL SERVICES, LLG System No. I Installation Detail. 16 F-4 3/4- X 1/4' CROWN STAPLES USING A DIANONO PATTERN I F" CHANNEL CAN BE 1-3/4' TRIM NAZI PAINTED S.S. 48" INSTALLED WITH THE O.C. NAILING FLANGE UP OR DOWN WOOD. SUBSTRATE, ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ;/ , SOFFIT STAPLE I ; DIAMOND PATTERN If i 3!6' BETWEEN J D ETAI L snwLes / FACIA BOARD ASCIA CAP 3/4' X 1/4- CROWN STAPLE "8' ON CENTER SOFFIT-naz- zE-_rch stun 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACtA BOARD FASCIA CAP 3/4- X 1/4' CROWN STAPLE 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. 3 I TRIM NAIL ' t FASCIA BOARD PAINTEU S.S. FASCIA CAP SOFFIT 1'a{^ CROWN STAPLE OPEN RAFTER i FASCIA BOARD I-xJ' CROWN STAPLES SOFFIT & FASCIA U514G A DIAMOND DETAIL 16F-2 & PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL L FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL $ F^ CHANNEL t SOFFIT; MAX. 16'_- 1 SPAY WOOD—,-." A SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of12 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. CREEKL:q TECHNICAL SERVICES, LLC 16J-1 No. I Installation Detail OPEN RAFTER 3/4' X 1/4" CROWN STAPLE '24' ON CENTER USINC A DIAMOND PATTERN CHANNEL 1-3/4" TRIM NAIL- - PAINTED S:S. 48" O.C. SOFFIT-ntax. 16-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B 3 s BVVEsV' ` SOFFIT STAPLE DIAMOND PATTERN i FACIA BOARD i` 1i9' 6ETWEEN/ DETAIL STAPLES / r AACIA CAP 3/4 X 1/4- CROWN FACIA BOARD STAPLE "8' ON CENTER 1-3/4" TRIM NAIL. PAINTED S.S. FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L ALCl SO01 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EKl."Ej TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I TRIM NAIL I FASCIA BOARD PAINTED 5.5. I-,,- CROWN \ . I FASCIA CAP STAPLES SOFFIT I '— usiNG A DIAMOND PATTERN; REFER TO \ I T'r' CROWN S"IAPLE SOFFIT STAPLE OIAMONO PATTERN DETAIL ---"' t i TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & ; 24F-4 1'rq' CROWN STAPLE FASCIA CAP; REFER TO, SOFFIT S FASCIA \ DETAIL / B Nominal 13/ B ith Batten Am"reE to SOFFIT; MAX. 24" F- CNANNfI Rafters with one 7E — Ri} q Shuck Nail at i arery Railer \ / WOOD SUBSTRATE / 1 i \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G2.0-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PAINTED SS. ( 1-' SMOOTH SHARK FASCIA CAP ROOF NAILS SOFFI? 1"a{' CROWN STAPLE 1 r' TRIM NAIL \ FASCIA BOARD PAINTED SS. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'xj" CROWN STAPLE I FASCIA CAP; R4FER TO SOFFIT i FASCIA DETAIL Nominal 7'x2' SYP I Batten Anchored fo SOFFIT; MAX. 24" F-CHANNEL Rafters with one id Ring Shank Nail of every Rafter WOOD SUBSTRATE I I I I ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. f CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 } TRltf NAIL / I FASCIA BOARD PAINTED SS 1"A {' T-NAILS ( X1 i,—FASCIA .CAP SOFFIT CROWN STAPLE Iii I {"TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT 8 FASCIA 24F-3 8 i DETAIL 2417-6 i I I"q` CROWN STAPLE I FASCIA CAP; R-FER TO SOFFIT b FASCIA DETAIL Nominal 1"x2- SYP F-(NANREL Batten Anchored to Rafters with one Id SOFFIT; MAX. 2{" Ring Shank Nail at Ratter MASONRY-! ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t }- TRIM NAIL 11 / FASCIA BOARD PAINTED S.S, 1'xCROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO CANTILEVEREC I^}" CROWN STAPLE SOFFIT STAPLE y DIAMOND PATTERN RAFTER _ - DETAI'.. I- P...... ,.. FASCIA BOARD SOFFIT & FASCIA t ';- TRIM NAIL PAINTED S.S. DETAIL 24J- 2 24J- 1 & _ I"r,<''CROWN STAPLE FASCIA CAP; REFER / \ 10 SOFFIT t FASCIA DETAIL \ Nomura; I' k 2- SYP batten? 8 yyy cabbed betv,"a ra;t.Ts aad SOFFIT; MAX. 24' J- CHANNEL XI so red urh mx (11,7d ring I I I shank nail n 0, t.1 (2) d 111 thwuvh the nelter iota the end /1 WOOD SUBSTRATE I ! "rgof s ba 1, n iI Psd l e \ / IInogshanbnailstoe-nxltec on either side of the bahern a; I,ne be; lervnafler in:eraecuoa / I 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. p r CREEK TECHNICALSERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,,t 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 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i lCREEKTECHNICAL_ SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind' Pressures for Soffits in Exposure B Building Type Zone Mean, WeR htf ft Basic Wind Speed m h 1.20 130 . 140 1.50 160 170 180 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 1 -21.5 24.9 28.6 32.5 36.7 41.2 1 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 1 -26.5 30.7 35.3 40.1 45.3 50.8 1 -56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 1 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 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 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 1 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25A 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 ALC 15001 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. ISP TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits:in Exposure C Building Type Zone" Mean Roof Haight ft Basic Wind Speed mph). 120 130' .. 140 T50 160 170 180 190 200 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 6.5.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 754.6 61.2 68.2 75.5 Negative 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 Loads) 25 27.9 1 -32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 1 -77.5 85.8 50 32.4 3.8.0 44A 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26-9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5, 50 16.8 19.7 22.9 26.3 29.9 33.7 1 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1.5.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 1 29.9 1 33.7 37.8 42.1 46.7 60 1 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 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, recornmended use, or other product attributes that are not specifically addressed herein. LCREEK1TECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design'Wind Pressures for Soffits in Exposure D Building Type Zone Mean Roof Height ft Basic Wind Seed mph) 120 130 140 . 150 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62,8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 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 5 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 46.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 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 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 402 44.8 49.7 5 40 18.6 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 1 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 1 35.9 40.5 45 A 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKt TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel ALC15001 3/4" - t/8" HEM 1 5!8^ 111 T, 314" F 3/e- FL12194-R3 ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 318" PROFILE ALUMINUM COILS, INC Soffits Appendix D Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEK TECHNICAL SERVICES, LLC Fascia S 3/4 1/8" HEM 4 6"FASCIA 3" BLANK 1!4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. FCREEKTECHNICALSERVICES, LLC 16" 04 Soffit 18' 13LANK 3 / 8 PROFILE 2.625 REF. 25. IYP. I ., o.i2s rra. LLiIDU0 i LLLLLa i LLLLLL LLULL--- L L G LOLLL WEIE LOWER PATTERN (FLI1 S N F) LOWERS FORMED IN SAME DIRECTION AS RIBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 5/16" 1/2" 1/2" 1/2" 1/2" 1!2" 3/4" ` 1' • YY/// 1/8" 1/8" 3/E" D,125 rYr. 13.75" BLANK 3/8" PROFILE s0 0 n U Gn aococo 0 0 n 0 0 yell IA NER LDWEPS FORME PATTERN rF", G>I" DI.RECMN AS RIE'$) IN SAME ALUMINUM COILS, INC Soffits Appendix D END OF REPORT 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. Certificate of Authorization No. 29824C.. 4" OREEK17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA91'10) 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 1.986 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 0.0167inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.01E-inch thick, 3105 H-14 alurinum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EALUMINUM COILS, INsSoffits11>j TECHNICAL SERVICES, L..L.0 PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 4.0135-inch thick, 3105 H-14 aluminum soffit Yanels 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 in2llin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. W SULLAM W cENIULYM is^ sotto aakEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in llin.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 valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. la M1{CREEK TECHNICAL SERVICS, LLCram ' 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 ttur rr 2015.08.27G C E NSP No 74021 07:05:00 04t0OtZ1• STATTOF Erot/ ` OR t 0 Zachary R. Priest, P.E. Florida Registration No. 74021 r tltttt 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 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. CrREEK 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 substrateshall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit-4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Location 7 ALC15001 FL12194-R3 Fastener Location l Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FCREEKTECHPtI.CAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-#" Approved Systems for 12-inch Overtfian with J-Channel 16F-4 Approved Systems for 16-inch'Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# 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 MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- t40.0 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 314-inch x 1/4-inch One (1) min. 1 3/4-inch long x 1217-2 16-inch Wood crown staples in diamond patter Wood crown staple spaced 8-inch o.c. 0.072-inch dia. xmin. 1/4-inch 48 spaced 24-inch o.c. and securing each panel tap head diatrip nail spaced 48- 64.2 inch o.c. 12F- 3 Max. Masonry One (1) 14 ga. 5t8-inch long T nail Wood One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0. 072-inch dia. xmin. 1/4-inch 48 16- inch spaced 8-inch o.c. crown staple spaced 8-inch 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 I MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Max. Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch long xB/S-inch head diameter One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 0.072-inch dia. xmin. 1/4-inch 48 12J-1 16-inch Wood staples in diamond screw spaced 16-inch o.c. Wood 1/4-inch crown staple spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 pattern spaced 24- connecting soffit to J-channel Inch o.c. inch o.c. Approved Systems.for 16-inchoverhang with F-Channel Wail Connection Eave Connection System Panel MDP No. Width psi Substrate F- Channel Substrate Panel Attachment Fascia Cap Attachment AttachmentOne ( 1) 18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x 0. 072-inch diameter 16F- 1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. finishing nail with min. 3/16- 53.3 12- inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One ( 1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- One ( 1) 18 ga. 1/4-Inch crown x 1- inch leg staples spaced max. 0. 072-inch diameter 16F- 2 12- inch Wood inch leg staples in diamond pattern Wood 4- inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch c.c. panel lap inch head spaced 12- inch o.c. One ( 1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One ( 1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F- 3 Max. 16- inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25. 6 inch o.c. o;c spaced 36-inch o.c. One ( 1) min. 1 3/4-inch long Max. Three ( 3) min. 314-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16F- 4 16- inch Wood nd crownstaplesindiamondpattern ndiamond Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced Pspaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of 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. u CREEK TECHN[CAL SERviCE5, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16.-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced pane! lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. 072-inch Max. Three (3) 18 ga.1/4-inch crown x.1- 1-inch leg staples spaced 4- 0 diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf), Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. V41-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 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. LCREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf.) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga.1/4-inch NoNominal 1x2al1 crown x 1-inch leg Three (3) 18 ga.1/4- Nmi anchored to staples spaced 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 24F-1 Max. Minch Wood inch crown x 1-inch leg staples in rafter with oneaft each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801-90 1 diamond pattern min 2.25- One (1) min. 1.75-inch leg staples paced 8- s inch 3/16-inch head spaced spaced 16-inch o.c. inch ring shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Norninal 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 a, g anchored to each panel lap p inch crown is 1-inch 0.072-inch diameter BO/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch 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. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.114-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 a. 5/8- O g anchored to each panel lap p 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 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch O.C. ALC15001 FL12194-R3 Page 5of7 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 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No,2 SYP staples spaced Three (3) 18ga.1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One, (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch -crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring One (1)min. 1.75-inch inch o.c. and securing 3/16-inch head. spaced spaced 16-inch o.c, shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-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 c.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch ox. 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 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r 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 psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1 X2 min.. 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP Three (3) 18 straight -nailed through staples acedpp One (1) min. 1.75-inch anchored to g a.1/4-inch crown the rafter into the end 12-inch pa securing each panel lap One (1) 18 ga. /. x 0.072-inch diameter 24J-1 Max. rafter with one x 1-inch leg ofthebatten. or two (2) Wood inch crown x 1-inch finishing nail with min. 60 12- inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch leg staples. spaced 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.072-inch diameter 8-inch o.c. 12-inch o.c. Shank nail inch o.c. nailed on either side of finishing nail with min. 24- inch.o.c. the batten at each bettenlrafter 3/ 16-inch head spaced intersection. Max, 4- inch o.c. rafter spacing is 24- inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg Y<- Nch SYP Three (3) 18 straight -nailed through staples aced ppOne 1 18 a. gOne (1) min. 1.75-inch anchored to ga.1/4-inch crown the rafter into the end 12 e ch pa securing 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 batten or two (2) Wood leg staples spaced finishing nail with min. 53.3 16- inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One ( 1) min. 1.75-inch 8- inch o.c. and 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.072-inch diameter securing each panel 16-inch ox, shank nail inch o.c. nailed on either side of finishing nail with min. lap 24- inch o.c. the batten at each batten/ refter 3/ 16-inch head spaced intersection. Max. 4- inch o.c. rafter spacing is 24- inch o.c. ALC15001 FL12194-R3 e7of7 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. JCREEKilTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 iNin. head di a. nail w_ch min. 1-!V, E t1,3ag8m'5nt(`or, w'ocwsulztiare! or m 7. fi. .,. 1'.y?• Cliff 2'-31.9ii oY bLUb ..^.:9 ': l. ch min. cs.--crety Ci O'•_e'. E:U_,C:. t"Jj -3 (J ,z:'3:2 a&. :!:J c'u SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8'' STAPLE 1. 6" O.C. L- RAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 'Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12F-2 3/4' X 1/4- \ CROWN STAPLES USING A DIAMOND PATTERN I 1 1-3/4- TRIM NAIL F- CHANNEL CAN 8E PAINTED S.S. 48" INSTALLED WITH THE O.C. NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ,` " s a , SOFFIT STAPLE DIAMOND PATTERN j L DETAILI ti r srnrr..Es i FACIA BOARD i 3/4- X 1/4- CROWN STAPLE '5" ON CENTER SOFFIT- mar. 12-1'.r!cn spar 1-3/4- TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4- x 1/4- CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SEIRVICES, LLG No. installation Detail 3/4" X 1/4" CROWN STAPLE '24' ON CENTER USING A OLAMOND PATTERN 12J-1 OPEN RAFTER i.FASCIA FACIA BOARD CAP J—CHram«ed CANNEL 1-3/4" TRIM NAZI so:Pit icn oaeilf g8 r. PAINTED- S.S. 48' 1!2" x 3/8" head O.C. diameter scZa , 16' c.c. WOOD OR BLOCK SUBSTRATE ALC15001 SOFFIT—hiax. 7 2-inch span FL12194-R3 ALUMINUM COILS, INC Soffits Appendix B 1 3"iT SOFFIT STAPLEMILES DIAMOND PATTERN I I DUNLs _j L341 8ETVXNI STAPLES 3/4" X 1/4- CROWN STAPLE '8"'ON CENTER 1.. P, SOFFIT FACIA BOARD FASCIA CAP W X t/4- 20WN STAPLE SOFFIT & FASCIA D ETAI L 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 Ii T S.S. f i /--FASCIA BOARD PAINTED S/ I I, --FASCIA CAP SCffR I CROWN STAPLE OPEN RAFTER FASCIA BOARD 16F-1 SOFFIT & FASCIA 16F-5 ` DETAIL FASCIA CAP; REFER i TO SOFFIT & FASCIA F" CHANNEL--"-"' HANNEL DETAIL SOFFIT: MAX. 15" SPAN MASONRY ' SUBSTRATE ALC15001 FL12194-R3 Page of12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. rCREEK A TECHNICAL SERVICES. LLC System No. I Installation Detail min. ''.; &" :=d Qic. nail milt. 1.'.y" r"9a4iemenr..(-_.r ...._.3tI:a.r.) _:r rain. 09-," dIa. T-nail or stu',n r:ai1 With min. 5/3" ,ncr r.a nr hlock zubzt.raz , spac_d as nc•r_ed above- ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL, FASCIA LIP 1 /4 STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-4 3/4` X 1/4' CROWN STAPLES USING A DIAMOND. PATTERN I F" CHANNEL CAN 8E. INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER /'/ r ]/ sT `\' SOFFIT STAPLE f j ; DIAMOND PATTERN DETAIL BPJ STAPLES / FACIA HOARD i CAP 3/ 4' X 1/4' CROWN FACIA BOARD STAPLE 8 ON CENTER 1-3/4- TRIM NAIL 1- 3/4- TRIM NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O_ C. 3/ 4' X 1/4" CROWN STAPLE SOFFIT- Riax- 16--nch sPan SOFFIT 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. CREEKx TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail h.,.I i - TRIM NAIL FASCIA BOARD PAINTED S.S. /- SOFFIF i FASCIA CAP CROWN STAPLE OPEN RAFTER k FASCIA BOARD 4'x= CROWN STAPLES I , SOFFIT & FASCIA US14C A DIAMOND DETAIL 16F-2 & PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER / TO SOFFIT & FASCIA DETAIL B F" CHANNEL 3/8 SOFFIT; MAX. 16' SPAN l WOOD SUBSTRATEATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LxCREEKr r,` '° TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1 /4" CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM NAIL -- PAINTED S.S. 48' O.C. SOFFIT—,nax. 15-inch spar. ALUMINUM COILS, INC Soffits Appendix B f 3,8,ES" SOFFIT STAPLE. t 'DIAMOND PATTERN f DETAILII FACIA BOARD j1!` 3 srAPiE l FASCIA CAP 3/4- X 1/4' CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4` X 1/4- CROWN STAPLE Well" SOFFIT _&_ FASCIA D ETAI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, L.i_C CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }" TRM NAIL FASCIA BOARD PAINTED S.S. ,) FASCIA CAPCAP STAPLES \ SOFFIT PATTERN; REFER TO SOFFIT STAPLE I-,,- CROWN STAPLE DIAMOND PATTERN . OETA1 — t TRIM NAIL FASCIA BOARDPAINTEDS,S. SOFFIT S FASCIA 24F-1 & it DETAIL 24F-'4 I Y4" CROWN STAPLE I FASCIA CAP; REFER TO SOFFIT 3 FASCIA DETAIL NoRmat V.2' SrP Batten Anchored to SOFFIT; MAX: 2t' F-CHANNEL Ratters with one Id j Ri.g Shank Rafter 2h _ every Raftefte r \ J wDDD SUBSTRATE -------- SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61.G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, .or other product attributes that are not specifically addressed herein. s CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t I- TRIM NAIL _FASCIA BOARD PAINTED S.S. l I pI FASCIA CAP ROOF NAILS ., ``.. SOFFIT ! 1"rrl" CROWN STAPLE i 1 L" TRIM NAIL I FASCIA BOARD I PAINTED 5.5, I I I I SOFFIT FASCIA 2417-2 & I I ! OETAIL 24F-5 cRDWN. STAPLE. i FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL I I Ncmitiil 1"x2' SYP - I Batten -Anchored to SOFFIT: MAX 24" F,4HANNEI Rafters with one Id Ring Shank Nail at erary Rafiet WOOD SUBSTRATE i I) ALC15001 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Detail 1 IJ- TRIM NAIL / ( FASCIA BDARB PAINTED SS. I y 146A.i" T-NAILS - j "• t i—FASCIA YAP SOFFIT CROWN STAPLE i I >" TRIM NAIL FASCIA BOARD. PAINTED S,S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 I FASCIA CAP: REFER TO SOFFIT b. FASCA DETAIL Nominal i'¢2" SYP F-CHANNEL Batten. Anchored to SOFFITS MAX. 24" Ratters rOh are 7d Ring Shank Nail, at every Rafter MASONRY J i ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. lCREEK LATECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1. }" TRIM NAIL V ,—FASCIA, BOARD PAINTED S.S. 1l 1"),J' CRDw4 FASCIA CAP STAPLES SOffIT US14G A DIAMOND PATTERN: REFER TO CANTILEVERED i If ., I-q,. CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAIL lI FASCIA BOARD SOFFIT & FASCIA 1 ?- 'PIN NAIL DETAILPAINTEDSS' 24J-1 c& t` }' CROWN STAPLE 24J-2 FASCIA CAP: REFER "— l. TO SOFFIT b FASCIA DETAIL / 1 Namma! I' x 2" 5Y? oazters 8 S aobed be',I-n zners and SOFFIT; MAX. IL- / 31EA 7-CHANNEL i i secured vim one tIl To ring I snenk itali slraighknaileU I Q1 tr yt: the raper Info the end WOOD SUBSTAA TE l ! ct the batten op tna 7tl iIringshanknailsIcetce-nailad on / Aah., Sole b( the batlertt at 1h@ t' xfes rafter intaraecUan SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page12 of12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this, report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I CREEK TECHNICAL SERVICES. L.L.0 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions_ 1. Wind speeds for risk category I, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10412 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Veit 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 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK x. TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits.in•Exposure B Building, Type Zone Mean Roof' Hei ht ft Basil e Wind Speed (mph), 120 130 140 150 - 160 170 180, 190 200 20 16.9 19.8 22.9 263 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 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 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41,1 46.0 1 -51.3 56.8 Negative Loads) 20 20..8 24.4 28.3 32.5 37.0 41,7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 411 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 1 -63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 217 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 301'0 30 10.8 12.7 14.7 16.9 19:2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22,2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 1T8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 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 5 40 11.7 13.8 1.6.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 1 13.1 1 15.4 17.8 1 20.5 1 23.3 1 26.3 1 29.5 32.9 36.4 ALC15001 FL12194-R3 2of4 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. LL-C ALUMINUM COILS; INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure`C Building Type Zone Mean Roof Height -ft Basic Wind. Speed rnh ' 1=20 130 14.0 _ 1150, 160 170 180 190 200 20 21. 7 25.4 29.5 33.8 38.5 43.5 48Y 54.3 60.2 25 22. 6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23. 6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25. 0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26. 2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27,2 31.9' 37.0 42.5 48.3 54,6 61.2 68.2 75.5 Negative Loads) 20 267 31.4 36.4 41.8 47,5 537 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 5 30 29. 1 34.2 39.6 45-5 51.8 58.4 65.5 73.0 80.9 40 30. 9 36.3 42.1 48.3 54-9 62.0 69.5 77.5 85.8 50 32. 4 38.0 44.1 50.6 57.6 65.0 72.9 1 -81.2 89.9 60 33: 6 39A 45.7 52.5 59.7 67,4 75.5 84.2 93.2 20 13: 9 16.3 18.9 21.7 24.7 27,9 312 34,8 38,5 25 14. 5 17`.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 4 30 15, 1 17.7 20.6 23.6 26,9 30.3 34.0 3T9 42.0 40 16. 0 T 18: 8 M 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 3T8 42.1 46.7 Enclosed 60 17. 4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48,4 Positive Loads) 20 13. 9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14. 5 17.0 19,7 22.6 25.8 29.1 32.6 36.3 40.3 5 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 1 16,8 1 19.7 22.9 26.3 29.9 33.7 37.8 42.1 463 60 1 17,4 1 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 _ FL12194- R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C pesign'Wind Pressures for Sofhts in Exposure D Building Type Zone Mean Roof" Height ft Basic Wind Speed mph) 120 130 140 150 160 170 , 180 190 200 20 26.0 30.5 35A 40.6 46,2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 4T9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 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 92A 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64A 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26:0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48,0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33A 37.8 42.3 1 47,2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.,9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 - 35.9 40.2 44.8 49.7 5 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 49A 54.4 60 20.2 23.7 1 27.5 31.6 35.9 40.5 46.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. CREEKLA , TECHNICAL SERVICES, LLG 318" F-Channel 3/8" 3/8" J-Channel ALC15001 3/4" FL12194-R3 ISOMETRIC VIEW VS" PROFILE ISOMETRIC VIEW 3T8" PROFILE ALUMINUM COILS, INC Soffits Appendix D e 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. L1CREEKv4`' TECHNICAL SERVICES, LLC Fascia S 3/4" 1/$" HEM 6"FASCIA 7 BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. u CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 18' BLANK 3 / 8 PROFILE 2.625 REP: 50 TYP. k 125 TYP. 0F1n0D0 ao o aoa cl iao a ao a 111 0I . 1A AATTnP4 (f t 1 N Fl LV,NERS .:ORMED M SAnS: DIRECTON AS RIBS, ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit i 3 1181, 5/1L" 31 ALUMINUM COILS, INC Soffits Appendix D 7I8" i 31/8" i 3/&' 1 31/8" 1/2" / \,--z 1/2" 1/2" 3/8' 25 "RP. 0.125 TY.P-. 13.75" BLANK 3/8" PROFILE 2.625 R 50 Tt?. CJ"C GC i OC L1C oa o M'i E tOLPmy P(FL LI SCa FILOWERSFORMEOINSAMEPTfFRNDREC1tONAS RBS) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 Florida Building Code Online aCIS Home Log to is User Registration Hot Topics Submit Surcharge Stats & Facts 1 Publications FE gip Product Approval USER: Public User Product Aow-oval Menu > Product qr ApRliration Search > ljtiplir, Cf)rU st > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved rx"e Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda t ; Ste. 250 Mission Viejo, CA 92691 rx 909) 349-2927 Y pingsheng.zhu@jameshardle.com a, I Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng,zhu@jameshardie.com Search Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc, Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E, Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Indeoendence PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R4 Equiv ASTM C1186 Equivalency Signed pdf https://www.floridabui Iding.orgipr/pr_app_dtl.aspxlparam=wGEVXQwtDgtsk%2bGnU u47ogxmaH RnH 11 D4CXwhKRgKDf7RrxWwZsbgA%o3d%3d 1/3 4/28/2017 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Product! FL # 13192.1 Florida Building Code Online Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 Model Number or Name Description Cemplank Lap Siding ; fiber -cement lap siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 1S- 0122.04. 13192.2 HardiePiank Lap Siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes. Impact Resistant: N/A. Design Pressure: N/A Othenfor use in HVHZ install in accordance with NOA'15 0122.04. _ 13192.3 HardieShingle Individual Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 13192.4 HardieShingle PanelV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ- Yes Impact Resistant: N/A Design Pressure: N/A Other: L3192.5 Prevail Lap Siding imits of Use Approved for use in HVHZ: Yes Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood pdf FL13192 R4 II ER RIO-2557-15 Plank.Shingle CMU odf FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing odf FL13122 R4 II Install CemPlank Siding odf FL13192 R4 II NOA 15-0122 04 odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Shpathing,pdf FL13192 R4 AE NOA 15-0122 04 odf Created by Independent Third Party: Yes fiber -cement lap siding Installation Instructions FL13192 R4 II ER 11I6-2553-15 Plank metal wood odf rn i FL13192 -R4 II ER BIQ-2557-15 Plank Shingle CMU pdf- FL13192 .R4 II ER RIO-2577-15 Plank 19 WSP Sheathing odf. FL13192 R4 II Install HardiePlank Siding pdf . FL13192 R4 II NOA -15-0122 04 odf Verified By: Intertek Testing Services NA Ltd. I Created_ by independent Third Party: No - Evaluation Reports = i rl:'IJI' G K' Created by 22.04:odf ird Party: Yes fiber -cement individual cladding shingles Installation Instructions FL13192 R4 II ER RIO-2555-15 Shingle metal wood,pdf FL13192 R4 iI install HardieShingle Siding odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood odf Created by Independent Third Party: Yes fiber -cement notched shingle panels (straightedge, staggered .edge, half round edge) I --- Installation Instructions ' FL13192 R4 II ER RIO-2555-15 Shingle metal wood odf - FL13192 R4 1I ER RIO-2557 1S Plank Shingle CMU odf FL13192 R4 II Install Hard. mingle Siding pdf. Verified By: Intertek Testing Services NA Ltd. Created by Independent Third,Party: No Evaluation Reports FL13192_ R4 AE ER RIO-2555-15 Shingle metal wood odf FL1 31 IR4 AE ER RIO-2557.15 Plank 5hingle CMU pdf' Created by Independent Third Party: Yes fiber -cement lap siding Installation Instructions r FL13192 R4 II ER RIO-2553-15 Plank metal wood pdf httpsJlwww.floridabuiiding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHiID4CXwhKRgKDt7RrxWwZsbgA%3d%3d 213 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other; For use in HVHZ install in accordance with NOA 1S- 0122.04. FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing pdf FL13192 R4 II Install Prevail Lao Siding.rdf FL13192 R4 II NOA 15-0122.04.pdf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL1.3192 R4 AE ER RIO-2553-15 Plank metal wood.pdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.rdf FL13192 R4 AE ER RIO-2S77-15 Plank to WSP Sheathing.pdf FL13192 R4 AE NOA 1S-0122.04.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-.1824 The State. of Florida is an AAJEEO employer. Copyddht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do notwant your a -mall address released In response to a publtc-recordsrequest, dog not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. 1f you have any questions, please contact 850.487,1395. 'Pursuant to Section 455.275( 1); Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for officialcommunication 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 cat be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval. Accepts: CEh k 0 Credit Card Safe https://www. floridabuilding. org/pr/pr_app Otl.aspx?param=wGEVXQwtDgtskn/o2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 3/3 HardiePlankO Lap Florida Product Approval ing 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. 4 JamesHardie arlcPlan k Lap Siding EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPLU5z' PRODUCTS visit ,,+i mi r,;frt 0-co,,,forthe most recent version. SELECT CEDARMILLa' • SMOOTH • CUSTOM COLONIAL`" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL® • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURETO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES'HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION; CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE"" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ101D PRODUCTS OUTSIDE AN HZ100 LOCAFION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE"' APPLIESTO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (8669HAROIE) STORAGE & HANDLING: QS CUTTING INSTRUCTIONS OUTDOORS 1. P olsfiblcuttnlj station so hit wind will blot' dust away from user INDOORS 1. Cut only Ming score and snap, a shears (manual, electric or pneumatic.). Storeflatandkeepdryandcoveredprior ( to inslahation. Installing siding wet or and others in wrorkirpg area. 2. Position cutting station In well -ventilated area saturated may rP.SUItin shrinkage at hilt 2. Use one of the follohing me hoder Joints. Carry planks.on edge. Protect a Best: 15coie and SIOP edges and carriers from breakage. James II Shears (mama, ekxl(c orpnenfr2lo) b. Better: i. D:ist reducing (ircul r taw eryupped with ha NEVER use a power saw indoors NM- R use a circular saw bade that floes rid carry the harcieRlade saw Wade trademark Hardieisnotresponsiblefordamagecaused by improper storage and handling Harrbe3fade` saw bladeand HEP1 vacuum ex1factien NEVER dry sweep — Use wet suppression or HEPA+tacmmi G Good: I. Dust reducing arcular saw with a Haclef?lade save blade of the product only use for law to nwite niliing) Impertvit Nora For maxinumt nrolediat fawast respirable dust pr(xArc:tirxn), J7i,nes f4tinlie rPcxnrm;ndc yways a jig `Be_st"-(r;,al,tutting mt:ttnai., whom feasible. NIOS11- approved respirators can be used in caljurdian WIh above cutting practices to further reduce dust exposures. Additional exposure Information is available at wvm,} meshardiexom to help you deleml the Inca appropriate cuttng nether for yorajob requirements: If concern stg exits about exposure locals a you do not comply with the ante pradices, }ou Jul! l abvays consult a qualified industrial hygienist or contactJaimes Hardie for fi nther onfornkntiu n: 3rAtL'%_3 GENERAL REQUIREMENTS: HardiePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing See general fastening requirernents. Irregularities infrarning and sheathing can rnirror through the finished application. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at %Yvw, ja nehardie corn A water-resistivebarrier 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 HardiedoesmanufactureHardieWrap Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. e When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade roust slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Figure 1 Double Wall Single Wall Do not use HardiePlank lap siding in fascia or trim applications. Construction 'Construction Do not install James Hardie products, such that they may remain In contact With standing water. water-resfstiye barder 24" n. c. it plywood X. let - In bracing tyvvoal aw HardiePlank lapsidingmaybeinstalledonflatverticalwallapplicationsonly. OS hr,g For larger projects, including commercial and multi -family projects, where the span of the wall is significant In length, the designer and/or architect should take into consideration the i coefficient of thermal expansion and moisture movement of the product in their design, These values can be found in the Technical Bulletin Expansion Characteristics of James Hardie" Skiing Products" at wwvv JamesHardie,com. DO NOT use stain, oil/alkyd base paint, or powder coaling on James Hardier Products. f ` 4'` (, i r INSTALLATION: JOINTTREATMENT Figure2 Nallline(Ifnail One or more of the following joint treatment options line is ruoL are required by code (as referenced 20091RC stud present place R%03. 3.2) F It+I fa,tener between 3/ 4" A. Joint Flashing (James Hardie recommended) 31"Rom top B. Caulking* is not recommended g tgwaterF -—. resianva Nail 3;t3" from of plank) For CDIorPlus for aesthetic reasons as the barnar i erlpa orp4utc Caulking and ColorPlus will weather Out . differently. For the same reason, flashing do not caulk nail heads on HardfeZona"' ColorPius products.) F Ha SePlank'sdn,g C. "H" jointer cover instal planks In moderate contact at butt GINS Instal a 1 1/4` starter strip to onstirn a consistent plankanglF leave appropriate gap oetwecn planks and trim, then caulk."' Note: Feld ealntino over cauNtin may produce a she when compared to the field painted PrimePlus. `Rotor to Caulking section in these insirmlions. for additional information on HardieWrap' Weather [larder, consult James Hardie at 1-866-411ardle, or wwi.tklydlewrap. Will WARNING -AVOID BREATHING SILICA DUST James Hardie" products contain respirable crystalhou silica, which is'{alwsn to the State of Caifortin to awe cancer and is consideied by IARG and NIO&i to be a cause of cancer from sane occupalbrol sources. Breathingexcessiveamotrntsofrespirablesilicadustcan [Viso cause a elisabling and potentially fatal lung disease caged s gaits. and has been linked'w1h other diseases. Some st:diessdggeat smaknc nuninrrrti¢e thine ri Ks Dus rig inslaflatior or h u,dling. (ti wmrk in addax rr s wilhanq le venlihnion, (?i iisr fihrr r, uaV ;Jn+,ors (nrri!tiuig nr lihorr. not tra v M. r.m c accordance with' e L Yanddust-reduclny ciicu!arsav; attached boa HEr A vacuuirr t3) vrainotf,irsln unc'inun vllalearob; (4) weal a (uoporlyfitiM, Dk0§i'-apprwcwl dustmask or rrsirrater (o g. N-95) Nl accordance with appllcahla gavenunent recgulatons fundmanufacturerInstructionstofunhcihniitrespirablesilicaexposures: During clean-up, use HEPA vacuums orwel cleanup methods - roverdry swoon. For further fnfarrualion, refor to our instullifonlaslruclioisandMaterialsalaryDatashoatavailableatw.lwv.iannshaidre.cornor by calling f-800-9f1; f1DIE (1-800-942 7343). FAILl1l1E TO ADHERE TO OUR WARNINGS. MSDS, AND INSTALLATION INSTRJCTIONS MAY LEAD TO SERIOUS PERSSONPL WJURY OR DEATH. HS11119-P1/4 6113 AZZY-19. CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6RoottoWallHorizontalFlashingKickoutFlashingSlabs Path St t S' Figure 7 Deck to Wall Figure 12 Drip Edge Z-Flashing Min. 1/" Do not can Figure 8 Ground to Siding Figure 13 Block Penetr Recommended in i Wn. A As re wired 6y IHC,code mm4" x4Nffr. ..n Figure 9 Figure 10 Gutter to Syiding} Sheltered Areas r'tl Figure 14 l > n Valley/Shingle Extension eps o Iding Figure 11 Mortar/Masonry FASTENER REQUIREMENTS k* Blind Nailing is the preferred method of installation for Hard vianka hap siding areas and must not he used in conjunction with Blind products. Face nailing should only be used where required by code for high wind nailing (Please see JH Tech bulletin 17 for exemption Wien doing a repair). Pin -backed corners may bedoneforaestheticpurposesOnly. Pin -backs shall be done with finish nails only, and are not a substitute for blind faceBLINDNAILINGor nailing. Nails - Wood Framing FACE NAILING 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) Nails -Wood Framing 6d (_ Woo shank x 0.267" ND x 2" long) Screws- Steel framing Siding nail (0,09" shank x 0.221" HD x 2" long) Ribbed Wafer -head or equivalent (No. 8 x 1 114" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Screws - Steel Framing 1libbed Bugle head or equivalent (No. 8-18 x 1-5/8" long x Nails -Steel Framing 1 0.323" HD) Screws must penetrate 3 threads into metal framing. I Er & F PanelfastF nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing: Nails- Steel Framing ET & F pin or equivalent (0.10" shank x 0.25" HD x 1 1/2" long} OSB minimum 7116" penetrate gNailsmustarateminimum1/4" into metal framing, 11 ga. roofing nail (0.121" shank x 0.371" HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). OSB minimum 7116" Siding nail (0.09" shank x 0.221"HD x 1-1/2" long)' a o.c? Max r Figure 15 z4 ---- Figure 16 s1 d - — — O.C. Minimum 1overlap 4 Nail Lhre / p Blindil ._'=-- for Both Face and Blind Nailing j! I j s"'; 314`-1" Overlap min. 1 1/4 Overlap i face nar WaUr Resistive 11r4'min. Barrier ;:n .> c 1 water -resistive Overlap -- barrier Laminate sheet to be removed immediately after installation of each course for ColorPlus" products. When face nailing to OSB, planks must be no greater than 91/4" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements. and when considering alternative fastening options refer to. James Hardie's Technical Bulletin t1STB 17 - Fastening Tips for HardiePlane Lap Siding. HS11119-P2/4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stateless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends theusr, of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie , products near the ocean, large bodies of water, or in very humid climates. Manufacturers otACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact otACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim 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 20091BC 2304.9.5. Consult applicable product evaluation or listing for celTect fasteners type and placement to achieve specified design wind loads.. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes haye specific jurisdiction. Consult James Hardie Technical Services 0 you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A j Do not over -drive nail heads or drive nails at an angle.. If nail is countersunk, fill nail hole and add a nail. (fig, B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePiank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatictastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding.,A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that Linder drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, fill & add nail Y snug flush DO NOT DO NOT Figure A I Figure B I under drive nails staple PAINTING DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie"' Products. James Hardie products must be painted within 180 days for printed product and 90 days for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back. roiling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges, James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying, with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS"' TECHNOLOG.Y CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@ ColorPlusO 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 applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlank° lap siding with ColorPlus Technology: Laminate sheet must be removed immediately after installation of each course. Terminate non -factory curt edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlue product dealer. Treat all other non -factory cut edges using, the ColorPlus Technology edge coaters, available front your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third parry torah -up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIEO SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt; or mildew Repriiming Is nornhaliy not necessary 100'yo acrylic topcoats are, DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11t19-P3/4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLAN10 LAP SIDING WIDTH SQ 5 V4 6114 7114 7 112 8 8114 9114 9112 121SO = 100 sq.ft.) (exposu re) 4 5 6 6114 6 314 7 8 81/4 10 314 1 25 20 17 16 15 14 13 13 92504033323029252519375605048444338382841008067645957505037512510083807471636361501201009689867575 47 7 175 140 117 112 104 100 88 56 8 200 160 133 128 119 114 100 88 100 65 7492251801501441331291131138410 11 250 200 167 160 148 143 125 125 93 12 275 220 183 176 163 157 138 138 1023002402001921781711501501121332526021720819318616316314350280233224207200175175 121 1301537530025024022221418818814016. 400 320 267 256 237 229 200 200 14Rf7 18 425 340 283 272 252 243 213 213 158 19 450 360 300 288 267 257 225 225 16747538031730428127123823817720500400333320296286250250186 This coverage chart is meant as a guide. Actual Usage is subject to variables such as building design: James Hardie does not assume responsibilityforoverorunderorderingofproduct. RECOGNITION: Inaccadalxe+Nih (CC -ES Evaluation Report ESR-2290, Hard1eP`ank2lap siding is recognized as a suitable alternate to that specified in: the 2006,2009,820121nternaional Residential Code fa One - and Two Family D%wilings, and the 2006, 2009, 8 20121ntematonal Bulding Code,. HardiePlank lap siding is also recognized for application in theI following: City of Los AngelesFlorida [is FL#889, Dade County, Florida NOA No. 02-0729 02, U.S. Dept of HUD Materials Release 1263c, Texas Department of Insurance Product EvaluaionEC-23Gty of New York MEA 23- -M. and CaliforniaDSAPA-019. These documents should also he consulted for arkliional infomationconcerning iie suitabbily of this product for specific appOcaions. 0 2013 Jams Hardie Building Products. All rights reserved. TM. SM, and t denote trademarks or registered trademarks of James Hardie?eftology Limited. f7 is a registered trademark of James Hardie Technology Limited. Panelfasl is a registered trademark of ET&F Fastening Systems, Inc Additional Installation Information, Warranties, and Warnings are available at wwRjameshardie. com B: JamesHardie HS11119- 13414 6113 town s' ivirAMI-DADE COUNT TY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADDIINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w.vw.minn0dade.aov/ec2n2m James Hardie Building Product, Iite. 10901 Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami. Dade County and other areas where allowed by the Authority Having Jurisdiction (AI-IJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AH3 (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 Sitting and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel ;,HardioPlank, CemPlank Prevail Lap Siding; HardieSofftt, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by tine 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 mantifactitrer's name or logo, Plant City, Florida, and, the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 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 tine 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 shalt 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 jab site at the request of the Building Official. This NOA revises NOA 0 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. 15-0122.04 Expiation Date: iV1ay 1, 2017 Approval Date: April 9, 2015 Janes Hardie Building Products Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "SuNnitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, Cem.Panel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit. and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curke.et, P.E. Submitted 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 Seh edition (2014) FBC issued by RonaldI. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M._ WPM,, ELI Product Control Esaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 E 1 Approval Date: April9, 2015 i PS WALL -1 pET&-6 lI VlAE L LENGTH— Stud Spacing at 16" O.C. sue--, I I _ 8 Nails at 16" 0-C. (typ.) 3/9' Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardiePanel, Cempanel, Prevail Panel Siding water -resistive barrier per y— Florida Building Code Section 14D42 J 5/8" thick 15 ply APA rated plywood sheathing fastened in IaccordancewithFloridaBuilding Code Section 23223 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. SEE DETAIL A 513" thick /5 ply APA toted p s''eatNng in acco¢lance with Florida sulking Code Section 2322 3 Watetiresistive barrier per Florida 13wlding Code Secfion 14042 X x 4' S-P-F Wood Studs HardiePanel, SE~.GTION B-8 Ce"Paml, prevail Panel Siding PRODUCTQUCCd,PTION Harde -i nel, CempaneM, & Prevail(D Panel Siding 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. PANEL DIME-NSIONS Width Length Thickness 4 $19,10, 5/16" DES_LGN PREgiLl g RATIWG tnsteJlation Design Pressure Wood Studs -76 psf impact Resistant - Planks installed over 5/6" thick /5 ply APA rated plywood sheathing HARDIEPAtdEl,_CEMPAAlEL,REVAIL _EA PE_EL. SIDING 1NSTALI1 i011 DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufactuCet sw installation recommendations, and the applicable sextons of the FloridaBube ilding Code. be Wood studs where HarcfiePanel, Cempanel, Prevail Panel SidingdesignedbyanEngineerorArchitectpertheFloridaBuildingCode and the requirements of this N.OA w (Mote 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 7222-3• The siding panels shall be installed over 5/8' thick 15 ply APA rated plywood sheathing supportedbyaminimumof2"X4" S-P-F wood studs spaced a mxermum of 16' O.C, Note 2] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shad be spaced at 6" O.C, at panel edgesandintermediatestuds; the fasteners shall be driven through the 5f8" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3X' and a minimum clearance of 2" from corners. Phone: Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, inc. 10901 Elm Avenue Fontana, CA 9=7 2E O DLhT NO A PNL-PLK-SOFF SCALE 112' = 1'-0" I Date: 412242013 1SrFEr 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 16.00in I, f l PItH NJCta Fastener Spading per FloridaowsM3yi* w*tb ffic Fbai& Building Code Section 2322.3 amaema Code Acre tyo "t912 .. n>duct C cwd I PRODLICTREV6SED as cowplymB wish ft Fkwi& Aeseyasnm rid I.a-G BYPmdrwct FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHPAT_HLNG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORID_ A BUILDNG CODE SECTION2322:3 CLADD[NG THE PANEL IS FASTENED WFrH 2• LONG, 0.223" HEAD DIAMETER, O.OS2" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing At F PONA 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) 1 W LL LENGTH PRCiePan le SCmparle f 4 SEE HardiePznelc; CempanelC, & PtevarlO I Stud Spacing at 16" O•C, DETAILA Panel Siding materials are nonasbestos i — fiber -cement products tested inB " / '` 5/S" thick ! 5 pty APA rated accordance with AM C1186 Grade It, L - r)x i i ± plywood sheathing fastened TypeA and meeting the requirements of ofl a13 to metal studs as described the Florida Building Code. in Note S ri Yiagwsh Floe db ` PANELDir1VP-NS Water resistive Vvidth Length Thickness j iisl r?f.v1 j !IVO_ barrier Per Florida 4! 89,10' 5/16" WALL r ' i ; Building Code HEIGHT i 3yy Section 14042 TtWG ti iarct G b'k*!cPctsduc eaacsH `-4 STATE ' CC ` D' E_S_IGN_P _ESSt1F21` fL4 re - InstallationDesignPressureper,. FLQi0 = 2oga, 3-5/8"X 1-5/8" Merl Studs -144 psz Metal C stud i iS/DNA r i` impact Resistant — HardiePanel, L' _— •, Panel installed over 5/8" thick ! 5 ply g Ce Prevail Panel , PrevailAPA rated plywood sheathing g. f--- 3/ 8" Minimum Edge Distance Mails. at6" Q.G. (tYP•) Siding HAF- pIEEANEI CEMPANE- EVAtLP_ANELStQ!.-- iNSTAALATIONDt=7Al1_S All installation stroll be done in conformance with this Notice of Acceptance, the manufacturer's DE1AlL A installation recommendations, and the applicable sections of the Florida Building Code. F Metal studs where HardleFanel, Cernpanel, Prevail Panel Siding wilt be installed shall be Sheathing fastener, as designed by an Engineer or ArchitecZ perthe Florida Buildina Code and the requirements of this N'. O.A describedinNote1. sheathin shall be attached to metal studs at 6"oc tip [ Note 1) 5/8" thick 15 ply APA rated plywood g Fbrwa at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-114" long Come Panel fastener, as described in bugle head screw Q Note 2 % The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing r l supported by a minimum 20ga, Nominal 3.5/8" X 1-51$" Metal C+studs spaced a maximum of 1E" 1 Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8' HardePanel& Siding Sang" ebbed bugle head screw (or screw shall have at [east 3 Pail threads penetrating.metal t framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fastenersshallbedriventhroughthe5/8" thick 15 ply APA rated plywood sheathing into metal Water - resistive barrier per studs located at 16" O,C.. Florida Building Code Section : Fasteners shall have a minimum edge distance of3l8 and a minimum clearance of 2" frgrn 1404. 2 comers. l HARDIEPANEt, CEMPANEL, PREVAIL PANEL 5/ 8' thick/ 5 ply AFA rated INSTALLATION D[;7A11S METAL STUD CONSTRUCTION plywood sheathing fastened James Hardie Building Products, Inc, to metal studs as described 10901 Elm Avenue in Note 1. Rol[ Fontana, CA92337 20ga, $- 518" X 1-5/8" .Metal C-stud FSCM No own "o RE' Phone: 909356-6300 The wall and soffit frames are to be designed LFax909-427-0&34 A PNL-PLK-SOFF 1 by the Architect or Engineer of Record in compliance with the Florida Building Cade. Creator, E. Gonzales scut± 112" = r-o^ Date: 4J24/2013 sH r 3 OF 12 fi 6.o0;n. vbZOD41C'T REvISM as 00"*yim wi& the .91cide ABptv yimxr2bo 1'-G>a'tl Gf D ? / Ey ' Miac a or Product Qm&ca FRAM[NG NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16O.C. FASTENED IMTH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATI-ilh . NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/a' LONG BUGLE HEAD SCREW CLApD[NG - THE PANEL IS FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE MEAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 6.00in. C[adding I I i / I f / Framing L+ Sheathing II rf I•I , II I I, I.' I•i o'+ flGA _ I I 1 I- 1 No. 121 STATE OF FLORIOP I ON A- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OFTHIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone: 900 356-6300 s FSCM NO DVJC. NO Fax 909-427-0E34 A PNL-PLK SOFF Creator, E Gonzales SCALE V = 1'-0" Date: 4/24/2013 sHesT 4 OF 12 1 S eF20D ICT DESCRIPTION WALL LENGTH D p1LA HardiePlankO, C.ernplanM. & Stud Spacing at 15' O.C. PrevaiM Plank Lap Siding materials 6 - i _---- - . \ 518" thick 15 ply APA Ott i— — are nonasbestos fiber -cement I i — ( rated plywood Products tested in accordance e ASTM C1186 Grade It, Type A and sheathing in meeting the requirements of the1it IIP rfrrr ii y i a,cordancewith Florida Building Code_ Florida Btfdfing Code 1 i 00YmB }, fi%ria° ,{`eta _ Section 23223 PANE D MENSjQNS Bwl&* CO& water-resistived Length Thickness H G T Fxpisaficc » % i barrerper Florida 59 1/2" 12' S/16" Binding Code I I L Seddon I4 2 pESIGN PRESSURE RATING i i I a+-Produf Cbntrol i i Q; F Installation Design Pressure wood Studs Wood Studs -92 psf 1----------__-._ r-----•----- .. Lap Siding Impact Resistant— SS10 N A Planks installed over 5/8" thick / 5 ply g 4 -= SC110 od sheathing Mails at 16" O.C.ttyp.) `r i rrrrN. l t-t/4"tall X 5116" APA rated plywood 314" Minimum Edge Distance 8 13 thicK starter strip Di~ T—AJLASheathing fastener, as H.A 2DlEPLA]1.Ft CET,AP_LANiC PRE/A_ ll LlA SIDINGjS1S_T-gLL1_1TION Dt ce, th described in Note 1 w All installation shaII be done in conformance with this Notice of Acceptance, the manufacturer's installationrecommendations, and the applicable sections of the Florida Building Code Woodstudswhere1-lardiePlank, Cemptank, Prevail Lap Siding will be installed shaft be designed by an EngineerorArchiteciPertheFloridaBuildingGodeandtherequirementsofthisN.OA Note1} 5/8" th'cic / S pty APA rated plyvrood sheathing shall be attached to the studs in accordance Siding fastener, as with Florida Suilding Gode Section 2322.3- k in Note 2 Planks shall be applied horizontally commencing from the bottom COUrse of the wall with 1- I/4 wide describedCr Ft 1 laps at the top of the plank such that the exposure area of each plank is :5 laps vertically- Pit wild ` [ Note The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, HardiePlank, M 5 Cemplank, Prevail corrosion -resistant siding nail; The siding is fastened s S-1/4" O.C. vertically a od sheathing, d 16" nf n1rs Lap Siding fasteners are driven into wood studs through 5/8" thick / 5 ply boot rated edplyge ofpF g i are placed in the overlapping area approximately 3/4' fro rn the bottom edge of the overla in ank 2 Vertical joints shall be placed over studs.APA rated plywood sheathing supported by a Ce> Water - resistive barrier The planks shall be installed over 518" thick ! 5 ply per Florida Building minim mum of2"X4" S-P-F wood studs spaced a maximuof 16" O.G. 1404.2 Fasteners shall have a minimum edge distance of 318". Cede Section HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8" thic:</ 5 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRL)CTIDN plywood sheathing fastened l r inaccordant --a with Florida James Hardie Building Products, Inc- Building Code Secticn 10901 Elm Avenue 2322.3 ° Fontana, CA 92337 DAG NO 2" X 4" S-P-F Wood Studs Phone; 909-356 6300 SaE FscM No RED PNL-PLK- SOFF The wall and soffit frames are to be designed Fax 909-427-0634 A 1 by the Architect or Engineer of Record in " Date: 4/24/2013 sriEeT 5 OF 12 ccmorlancevvnth the Florida Building Code. Creator. E. Gonzales scams 12"=t'-0 Fastener Spacing per Florida Building Code Section 2322,3 16 in. Iil I I Building Code Section 2322.3 Fastener Spacing per Florida as —n0Y-9vrz&zbvFkrk% SwIdE*S Co& Ac--vmnec xe 7 By v-M-v; pad. pmfix N—Q NOMINAL 7 X 4"S-P-F WOOD STUDS 16'O.C. FASTENED WITH 3-1/2* 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE ZHEATHL (Z NOMINAL 518" THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVF-RLAP 1-1/4' THE E)(POSURE IS:58-114" THE PLANKS ARE FACE NAILED WITH 2-1/2* LONG, 0.223" HEAD DIAMETER, 0.092- SHANK DIAMETER CORROSION - RESISTANT SIDING NAJLS,-PLACED 3/4- UP FROM THE BOTTOM EDGE OF THE PL-\NKAT EACH STUD LOCATION Cladding Framing Sheathing 0 -- MCOL[Cr REWSED Yio* wide the nmi& No. 121 STATE OFM"Pwe Pmdmd 040N L. i'A, fiti FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND 11f(WOf LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) 1 StUd Spacing at 15' O•C_ WALL. LENGT 5— DETAIL I i r -- I ii i ma watbi!ei3acOa 13adICCo Q,UAW t, VAll EIGHT i; I Q i F I I L' J i y Panditct Carmel I' i i---- 2 3/ 4' Minimum Edge Distance Nails at 16" O.C- (typ.) DETAIL — A Sheathing fastener, as described in Note 1 PRttXJCr ymg g7 S- o Siding fastener, as described in Note 2 flyCioi c7 1 HardiePlank, Certlplank, Prevail Lap Siding Water- resistive barrier per Florida Buildng Code Section 1404.2 618" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida SuUding Code. lbNL, fg { PRODUCT DESC JPDQN A HardiePlankt9, CemplankG, and ck f $ APA Prevails Plank lap Siding materials 1 are nonasbestos fiber -cement rated raisepM plyfastened products tested in accordance with f ASTM C1186 Grade 11, Type A and to metal sluds as meeting the requirements of the described in Note 1 Florida Building Code. Water- CeiiStivC barrier per Florida PLANK DIMENSION$ Buaning Cade Width Length Thickness S.- c, on 14042 5 9-112' 12, 5196" 20ga, 3-5/8"X 1-5/8" DESIGN PRESSURE RATING Metal C-stud Installation Design Pressure HardiePlank. Metal Studs -92 psf j \ .., emplanik, Prevail s TIC t I••ap Siding Lig \\\ 1-114" t231 X 5A 6" thick starter s'uip Impact Resistant - Planks installed over 518" thick / 5 ply APA rated plywood sheathing HARI3I .— N CEMPLANI< PREVj,1JL LqP $LDING INSTAI LAilQtJ DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer s installation recommendations, and the applicable sections of the Florida Building Cade. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 11518" thick / 5 ply APA rated plywood sheathing shalt be attached to metal studs at 6"ocat panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wail with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is 5 8-U4" ver ically_ NNote 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2 1W long{ bugle head screwovermetalstuds (*or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally-, fasteners are driven into metal studs through 518" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8"• HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Om Avenue Fontana, CA 92337 cJJT NO REV PNL- PLK-SOFF 1 Date: 4/24/2013 1 sH2 7 OF 12 6,00in. 6.00in. . I i j __- 0.76in-._... f' -------- — ---. 1 as etc Bm&ag CO& I^ wLvo Lt,,I/.•L 7 1 "Do& pro& 58.25in. ` F_R - I. L NOMINAL20 GAUGE 3-5/5"X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SI,iEATH-JNG NOMWALS/8"THICK/ 5 PLYAPA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.6-18, 0.315' HEAD DIAMETER X 1-1/4-'LONG BUGLE HEAD SCREW CLADD11+iG PLANKS OVERLAP 1-114" THE EXPOSURE IS--. 8-19' s THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1/4" 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 Claddina Framing Sheathing No. bAl21 ro STATE OF s r TAL b E 3 ,i 4 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,.lnc. 10901 Elm Avenue e Fontana, CA 92337 Phone: 909-356-6300 s,ze F=M NO OWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. F- Gonzales SCALE 1" = 1'-0" Date: 4124/2013 SHEET 8 OF 12 WALL HEIGHT 11TAtitA LL LENGTH Stud Spacing at 16" O.C. 18" Minimum SEE DETAIL A r 2" X 4" S-P-F Wood Studs HardieSoffit, Afl Cemsoffit I I SEC,10_f3 aB. I ! — Nails at 4' O.C. (typ.)p i REVMED Distance M a.00yog wok am BulIlling Code et Eky D 1 offit`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. R DUCT DESCRI-PTON HardieSoffit(D & Cemsoffit& materials are nonasbestos fiber -cement products test. -din accordance with ASTM C1186 Grade 11, T ype A and meeting the requirements of the Florida Building Code. SQF L7 tNiEfi3SIONS Width Length Thickness 4 8' 14, j]i SIGN PR,E SSUf2E,9tA_T_V-q Installation Design Pressure Wood Studs -70 psf OGA I Na_ 4 21 STATE OF iA_ RDI SQEF_ITCMS_O.F_i7 J DETA4L_S. s All installation shall be done in conformance with this Notice of Acceptance, the Manufacturer's it Ealidtion recommendations, and the applicable sections of the Florida Building Code. Wood 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.OAThesoffitshallbeinstalledoverminimumZ%4" S-P-F wood studs spaced a maximum of 16" O.C. INote 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistantsiding nail; the fasteners shall be spaced atd" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. PRODUCT can ovine-ithdu- Florida Building CodL tam N, f3 HARD I ESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO PNL- PLK-SOFF Creator. E. Gonzales (SCALE 1= r o^ Date:4r24/2013 I$N`ET 9 OF 12 RW Cladding Framing- B.E1 iSFD moD31C'R%"N9 i; `_DGAWow.' as 0P=0yiWBowingGO& atarmsAmnAftmNoGR DamT No. 21 Pror,ccCCIRA t STATE OF ONAl RAMILNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARECONNECTION) 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, THE SOFFIT IS FASTENED WrrH 2" LONG, 0.223- HEAD Fix HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, O.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANTSIDINGNAILS, PLACE NAIL'S 4'O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA92337. Phone: 909-356-6300 SIZE FSCM NO D1N.3 NO Re Fax 909-427-0634 A PNL-PLK-SOFF t Creator E. Gonzales SCALE V =1'-0" Date: 41242013 SHEET 10 OF 12 WALL LENGTH Stud Spacing at 16' O.C. i WALL iEIGHT B Nails at 6" 0. C. (typ. 3/8" Minimum Edge Distance DET,A L_A fastener, as ribed in Note 1 HardieSoffit, Cemsoffit 20ga, 3-5/8" X 1-51T Metal C-stud LThe wall and soffit frames are to be designed by the Arc h tect or Engineer of Record in compliance with the Florida.Building Code. P kODiJG_T_DE.S_C_RIPTLO_N SEE HardieSoffit:0 & Cemsoffit® materials DETAILA are nonasbestos fiber -cement products tested in accordance with ASTM C1186 1 Grade 11, Type A and meeting thejJrequirementsoftheFloridaBuilding Code. 20ga, 3-518" X 1-5/8" SOFFIT DfMENS10NS VViidth Length Thickness Meta! Gstud 4, $ Y„ HardieSoffit, DESIGN PRESSURE RATING Ae' Cemsoffft installation Design Pressure Metal Studs -55 sf tTa foc iii SECTION B-B MODUC.t.REVISED•- PRODE1CIr RENISM as ccrWAYiQu with ttx lFkKida a - ••'• vith the Fb riftns it(QttCo I3 C rl•Ci 7 27 1 o P ; Q .: STATE OF tisco.tia. F QRICP RpIESQFFIT GEMSOF_IT ANEL_INSTALIJaTIQI DEfA1LS ~ .,aL Nfr tt++ AU insClation shall be done in conformance with this Notice of Ac ceptanc!ShS anufacturer's instatiation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and rine requirements of this KOA y The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-518" Metal C-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No- 8-18, 0.315" head diameter X 1-114" long` ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 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 DIAG NO REV PNL-PLKSOFF , 1 Creator. E Gonzales. IscALE 12" = t'-0- i Date: 4/2412013 1SHEET 11 OF 12 . Cladding I Framing 6.001 n. w W00yine with ft. f,., . F Fro var ra,PTaftacmaml 2 ` OF FLOR P' NOMiNAL20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" 0.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY 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. CLADDING THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD HARDIESOFFIT, CEMSOFF{T PANEL DIAMETERX 1-1/4' LONG CORROSION RESISTANTRIBBED INSTALLATION DETAILS METAL STUD CONSTRUCTION BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL: THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc. SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE 1909-3;5 T 00 10901 Elm Avenue STUDS Fontana, CA92337 Phone: VIE FscmNoo^+O No REV Fax 909-427-634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SaNX 1" = 1['-0" Date: 4124r2D13 stiEEr 12 OF 12 Florida Building Code Online Page 1 of 2 ti C 3 Le { Bcls Home ' og In , User Registration ! Hot. Topics Submit Surcharge ! Slats &facts PUbecations [ FBC Staff ; BCIS Site Map Links 'Search BusiQhq( '' j) Prod gProfessional -111 USER: UuDhAPPrOV01 Regulation Product Approval MenU >Product or Application Search >Application List > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance. Representative Address/Phone/Email a Siiverline Building Products Corp. One Siiver[ine Drive North Brunswick, NJ 08902 800)234-4228 Ext4644 Jon'berrian@slbp.com Jon Berrian lonberrian@sibp.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced, Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S 2/A440 2011 AAMA/WDMA/CSA 101/i.S.2/A440 2008 Equivalence of Product Standards. Certified By Product Approval Method Date Submitted Date Validated of Products Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description http:/iwu cv.flon' dabuilding.org/pr/pr_app_dtl.aspx?param=wGBVXQNvtDgtvA%2bxmzk l ... 2/ 19/2416 Florida Bili.lding Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL19715 RO C CAC 2-4-16CCL-_ist.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWl 002, and Product FL19715 RO II SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verified By; Hermes F. Norero, P.E. Florida P,E. 73778 installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 R0 AE PER3947 SS 2010-02-12.pdf Created by Independent Third Party:'Yes Back R+ext ContactUs :: 1940 North Monroe Street. Tallahassee FL 323Phone: 850-487-1824 The : State of Florida Is, an AQEEO.empidyert CoavHoht 2007-2013 State of Florida :: Privacy Statement:: Accessibility Starement :: Refund Statement Linder Florida law, email addressesare public records. If you do not wantyour e-mail. address released in responseto a public -records request, do not send electronic mail to this entity. Instead;. contact the officeby phone or bytraditional mail. Iryou: have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. Me emails provided may be used far oYklal communication with the licensee: However email addresses are public record. If you do not wish`to supply personal address, please arovide the Department with an email addresslwhich can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please. click here . Product Approval Accepts: i. - 99 secoritvan>rnu_:: http://ww- w.floridabuilding. org/pr/i)r_app_dtl.aspx?parani--wGEVXQwtDgtvA%2bxmzkl... 2/ 19/2016 INSTALL ATION NO TIES 1 ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THL: NUMBER OF I N57ALLAIIONI A NCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR: PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3, INSTALL.INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF#1/Z INCH T'HE DEPICTED LUCATLON &SPACING IN THE ANCHOR LAYOUT DETAILS I.E., WITHOUTOUT CON 51DERATION OF rOl[RANCC5).7OLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TOTHE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALIATION ANCHOR WITH LOAD BEARING SHI MIS). MAXIM LIM ALLOWABLE SHIM STACK SO BE 3/8 INCH. SHIM WHERE SPACE OF I/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 5, FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE .48 WOOD SCREWS OR 1L GAUGE ROOFING NAILS OR 10d COMMON NAILS-OFS'JFFICIENT LENGTH TO ACHIEVE 1112 INCH MINIMUM EMBEDMENT INTO WOOD 5U.BSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8"EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE a8 SELF-TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM -OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN. MIN. 3/8".EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION' INTO WOOD FRAMING USE 410 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X RUCK TO CONCRETE/ MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16 INCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/4 NCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN.13/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL. STUD USE N10 SELF TAPPING SCREWS OFSUFFICIENT LENGTH TO ACHIEVE.A MINIMUM IF 3 IFIREADS PENETRATION BEYOND METAL WALL To. MINIMUM EMBEDMENTAND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT AIM ITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING': 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT.MATERIALOR HAVE.A CORROSION RESISTANT COATING. 12. FOR HOLLOW BLOCK .AND -5ROUTFILLED BLOCK, DO NOTINSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK, 13. INSTALLATION ANCHORS SHALL BE INS)"ALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECINED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GP,AVITY OF O.SS. B. CONCRETE -MINIMUM, COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT -FILLED CMU- UNIT STRENGTH(:ONFORMSTO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH Of 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE SI RENGTH OF 2000 PSI. D. HOLLOW BLOCK CMU UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL- MI NIMiUM YIELD STRENGTH OF.33 XSL MINIMUM WALL THICKNESS Of 47:&MIL (0.0478" or I8 GAUGE). MIN. 1/2" EDGE DISTANCE. F, ALUMINUM - MINIMUM ALLOY 6063-T5. MINIMUM WALL THICKNESS OF 1/ 16". MIN. 1/2" EDGE DISTANCE. SILVER PRODUCTS 5 +ING SERIES90/ 9/i EXTRUDED VINYL SINGLE HUNG WINDOW NON - IMPACT) GENERAL NOTES^ 1. THE PRODUCT SHOWN HEREIN 15'DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING: AAMA/ WDNIA/CSA 101/1.5.2/A440-O8/11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY; ZX FRAMING; ANDMETALFRAMING AS A MAIN .WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO TH E FOUNDATION IS THE RESPON$I BILITY OF THE. ENGINEER OR. ARCHITECT OF RECORD FOR THEPROJECT OF INSTALLATION. 3. IX AND ZX BUCK$ (WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6'FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REPLECTACTUAL CONDITIONS FOR A SPECIFIC. SITE IF SITE CONDITIONS CAUSE. INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECTSHALL PREPARE SITE SPECIFC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON HVHZ AREAS IN HVHZ AREAS, ONETIME PRODUCT APPROVAL III BE OBTAINED FROM MIAMPDADE PER OR AHL S. APPROVED: IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 7. IN ACCORDANCE WITH THE 5TH EDITION FBG, WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER n. S. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS'. SEE SHEET 6 FOR GLAZING DETAILS. TABLE OFCONTENTS EET REVISION. SHEET DESCRTP',TON INSTALLATION &:GENERAL NOTES 17_4 ELEVATION3ANCHOR LAYOUTS VERTICAL. & HORIZONTAL SECTIONS ( NAIL. FIN) VERTICAL. & HORIZONTAL- SECTIONS ( THROUGH FRAME)_ 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, &-6LAZING DETAIL MAX OVERALL. SIZE CONFIG,. DESIGN PRESSURE MISSP_E IMPACT RATING WIDTH HEIGHT` 36" 84" O/ X 35/-35 P5F NON IMPACT 381. 66' O/ X 50 / -50 PSF NON IMPACT 38" 74' O/ X 50 / -50 P5F NON IMPACT 38" 11, D/ X. 35 / -35 PSF NON IMPACT 44" 62"^ O/ X 50/-50 PSF NON IMPACT 48" 72" O/ X 35./ -35 PSF NON IMPACT 48". 84" DIX 20 / -20 PSF- NON IMPACT 52" 72" O/ X 25'/ -25 PSF NON IMPACT 36" 83:75"- O/X(ORIEL) 357-35 P5F NONIMPACT 49" 96, O/ X (ORIEL) 20 / -20 PSF NOW IMPACT 72" 62" O/ X-C/X 35./ -35 PSF NON IMPACT 72, 84" O/ X-O/X 35:/-35'PSF NON IMPACT 76", 62" O/ X-O/X 50'/-50 P5F NON IMPACT 76" i6" 72" 77" O/ X- O/ X O/X-O/ X 50 / .50 P5F 25:/-25.PSF NON IMPACT' NON IMPACT so, 74" O/ X-O/X r35 / -35 PSF NON IMPACT 95" 74" O/ X-O/X 30!-30PSF NON IMPACT 108" 62" O/ X-0/X-09X 50/-5DPSF NON IMPACT 108" 72" OIX- O/X-0/X 50Y-50 P5F NON IMPACT 1n8" 84 O/ X-O/X-0/X 25/-25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving'this document Date: 2016.02. 03 09:40:44-05'00' FL#: FL19715 SilverLine h Andersen W rx balV S"a00Ps LNE STLVNLTNE' bP! VE NORTH BPUK: WICK, NJ C890Z CH: (752) ,15. 1000 r m J tO I O In DWG #I SWb002 SHEET: 1 OF 6 MAX. FRAME MAX. FRAME SIIVeCLIne WIDTH 48" WIDTH 48" b9AndeF5en B E B E 4 4 4 5 win oows. noens ONE SILMLINE DRIVE NOM RAUN5W CK, N: 089U PH: (151) 435-IODO F F 5 5 K 5 U C ,•O„ C Z o Zcv N 0 CD t K T MA X. FRAME HEIGHT 96" MAX. FRAME = w IZ+ ¢ w HEIGHT 96" N w q jLa m QUALIFIED CONFIGURATIONS LU ARCH TOP CONFIGURATIONS FOR ALL 2901-4901 lU_y 2 m w Q RATINGS, NGLE UNIT CONFIGURATIONS F w --' x m o- w HA D A D 4 .: S 4- 5 T mELEVATION SINGLE HUNG WINDOW ELEVATION IINGLE' IIUNG ORIEL WINDOW O H z MAX. FRAME H WIDTH 96" _ MAX. FRAME u B E WIDTH 108" LU u 4 5 B E QUALIFIED CONFIGURATIONS 4 5 ARCH TOP CONFIGURATIONS FOR ALL 2902-4902 RATINGS, TWIN UNIT CONFIGURATIONS l 59 F, F Z SS ,,. A/ r x O MAX. FRAME _ r- •. LLB HEIGHT74" MAX. FRAME °x" .X„ „x. d•'• l Crr ' HEI6HT84" y•••* PRE `` n A D °D v7 mN 'IN V Z Y <F- a..: 5 `uZ ELEVATION 4 5 ELEVATION Dwc#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW G W b 00 2 SHEET: 2 OF 6 2" MAX. J 11" MAX. FROM -{ I O.L. CORNERS II" MAX. J O.L. 2" MAX. FROM CORNERS NOTE:44"r62'UNITS AT bP Sp PSF SHILL BE ANCYAPEJ MAX 6' O.C. AT kFAD, TAAIA. ANp StLL ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAX. FROM 4 1/2" MAX, CORNERS O.G. L 41/2" MAX.T O.C. I- 2" MAX. JFROM CORNERS 6" MAX, FROM ......_..._ _. CORNERS O.C. 6" MAX. FROM I — CORNERS i 20" MAX. O.C. L 6" MAX. FROM CORNERS I ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW I 4 112" MAX. r O.C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 12 3 O- MAX. O.L. 1" MAX. FROM -- CORNERS 6" MAX._ D.C. L V MAX. T FROM J CORNERS I I 6" MAX: O.L. MAX: O.L. ANCHOR LAYOUT NAIL. FIN • TRIPLE SINGLE HUNG WINDOW 6" MAX. FROM 12" MAX.. i— CORNERS O.C. 16 1/2" MAX. O.C. 6" MAX. 6" MAX. } FROM ANCHOR STRAP. FROM JJ CORNERS P/N 50-2995-2 CORNERS SEE SHEET 5FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 16 11 2" MAX.. ANCHOR STRAP P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW Silver Line byAndersen wl O. IE SUWw IWE MWE NOIT aiMJ3VlIc1C. NJ MW2 PH: (]52) 435-1O V m O. H4WM4 pVp a Z 'p Z N LL Q V N] o z Z m w wZm Hm Cl. K H v Z LU m o Z mn_ w rraIL i is YT`-" • - E In T T W 0 c S ` u Z O p V V) DWG # k SWD002 SHEET: 3 OF 6 CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE 5HEET6 FOR CONNECTION DETAILS 8 WOOD SCREW INSTALLATION. ANCHOR EXTERIOR FINISH BY OTHERS SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL., SHEET 6 1 O.A. UNIT HEIGHT 11/2" MIN. EMBEDMENT 1 INTERIOR g VERTICAL SECTION Q, HEAD - ZX WOOD BUCK NAIL. FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR PERIMETER SEALANT BY OTHERS EXTERIOR FINISH BY OTHERS 48 WOOD SCREW INSTALLATION ANCHOR 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR - CONNECTION DETAILS CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS 3/8" MIN. EDGE 0I57. 1/4" MAX. I MIN. 3/8" EDGE DISTANCE 1/4" MAX, SHIM SPACE IFS— SHIM SPACE k SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS MIN.3 THREADS SEE GLAZING PENETRATION BEYOND DETAIL 5EET 6 METAL STRUCTURE 8 GR, 5 SELF -TAPPING SCREW EXTERIOR O. A. UNIT WIDTH INSTALLATION ANCHOR METAL_ STUD BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 77777 EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS HORIZONTAL SECTION l 4 JAMB - METAL STUD 1/ 4" MAX: NAIL FIN R „ SHIM SPACE 3/ 8" MIN. EDGE DIST. CONCRETE/ MASONRY BY OTHERS 1. 1/2" MIN. EMBEDMENT q VERTICAL SECTION_ 4 SILL -ZX WOOD BUCK NAIL FIN Silver Line b. Andersen WIN w, woows•ouoes ONE SILVERLT JE d ZVE NORTH RRVNSWZC(. N3 08902 PH: E792) <35-100 V 1 oZo U°n g 20 7- M zmc VJ H ZLu m aye Q Z) m Lu n d a T 6U Ic o S Z 0 o v DWG #: SWD002 SHEET: 4 OF 6 10 WOOD SCREW — INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY BY OTHERS EXTERIOR FINISH—"r'''' RY OTHERS. PERIMETER SEALANT BY OTHERS O.A. EXTERIOR UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4" MIN. ylEDGEDISTANCE e n n 1 INTERIOR VERTICAL SECTION 5 HEAD - 2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS EXTERIOR FINISH BY OT14ERS PRECAST SILL ' BY OTHERS h 3/16" ITW TAPCON_ INSTALLATION ANCHOR 2X WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS I SASH 4 SEE SHEET 6 FOR kl 11/2" MIN.. EMBEDMENT 1/4" MAX. SHIM SPACE 3) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMODATE #14DIA. INTERIOR ANCHOR STRAP, AT TWIN d TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP P/N50-2995-2)' DETAIL. AT RIGHT FOR INSTALL. REQ. 1/4" MAX. SHIMSPACE 0 a I 1/4" MIN. e a.. EMBEDMENT a a 1 3/4" MINa e EDGE DISTANCE E' er VERTICAL SECTION 55 SILL - CONCRETE/MASONRY THROUGH FRAME 0. 0620 SEE DETAIL INTERIOR EXTERIOR 1/ 4" MAX. SHIM SPACE MIN. 3THREADS PENETRATION BEYOND METAL STRUCTURE i MIN. 1/2" EDGE DISTANCE 10 GR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD.OR APPROVED MULLION BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT BY OTHERS O. A. UNIT WIDTH HORIZONTAL SECTION 5 JAMB - METALTUBE/STUD OR APPROVED MULLION THROUGH FRAME 2 0. 7500(2)1—--3.0000(2)-1 6.0000-1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR 5TRAP (P/N 50-2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A, FOR INSTALLATION 1-0 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 (1) 910 SELF -DRILLING SCREWS. GR. 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. 3- 1/2" EMBEDMENT, MIN. 1" EDGE DISTANCE. SilverLine byAndersen W IN CO VIS•000 NS ME snVKMA OUVE NORTH lgumN W cx. N108902 PN ( 752)g35-WW J H M er s Z. o F n tn 003 o of wZ z tt 2 W wm. V1 w m Q H o V- ZbLu K H &`. w W iu > maZ 5n a o a w w HQo. .. i W J h v Z E Y < h no DWG #: SWD002 SHEET: 5 OF 6 INTERIOR EXTERIOR INTERIOR I ( og a 5MALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS: G VERTICAL SECTION HORIZONTAL SECTION MEETING STILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING 25 REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (O/X), DESIGN PRE55URE +/- 35 PSF 38 X 74, (O/X), DESIGN PRE55URE +/- 50 PSF 38 X 77. (O/X), DESIGN PRESSURE +/- 35 PSF 72 X 84, (0/X-O/X), DESIGN PRESSURE +/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRE55URE +/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72, (O/X-O/)<-O/X), DESIGN PRESSURE +/-50 PSF C,s - STEEL INTERMEDIATE FRAME'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF U - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING I5 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND A5TM E 1300 GLASS. LOAD RESISTANCE. 518" G.A. I.6. GLASS EXTERIOR //\ INTERIOR D j' MIN. GLASS LI BITE1/2" 1/8"SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF.BUCK OR WINDOW-ANCHOR5 MAY BE ADJUSTED TO MAINTAIN 1" MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. 2. BUCK .MAY BE FLUSH WITH FACE OF THE BLOCK. 1/4" ITW TAPCON ANCHOR 4" FROM CORNERS 16 MAX. O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 11/4" MIN ,. _ I ., EMBEDMENT • F I 11/2" MIN. EDGE EEE------ DISTANCE 2" MIN. EDGE DISTANCE ^ CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION bETAIL SilverLine LAnderSen rIq - W INOOW6 000 NS ONE SILV XNE DAM NDATN 99.UNS4I = NJ 00902 PW (/52) 435 1000. v la- Zm N H Z o. C, '^ " z 2 w Z m ym w Q0 T > LuWmU) m J U) 0 0 u u Z o DWG ##: swDooz SHEET: 6 OF 6 WINDOW &, DOOR MANUFACTURERS ASSOCIATION DE`3WDMA Hallmark® Certificate of AMS, INC. y \ AdMinillni Gh1anWmcntConformanceandLicense (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 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) " Type-HS; DP +30/-30 psf; Water Test Press 22013a 4.59psf) 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 ( Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 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 7/1/2013 5/1/2017 1118xl905mm (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 7/1/2013 5/1/2017 965xl676mm' (38x66in")-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW & DOOR 22 MANUFACTURFRSASSMATTON Hallmark® Certificate of L W D M A Conformance and License (CCL)sten7,1. AMS, INC AdmiaisvativcManagemmt Sys 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 1118xl575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50pst); 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 (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/i.S.2/A440-08 Class LC-PG50 Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 t" WINDOW tax D R MANUFACTURERS ASSOCIATION WDMAConformance Hallmark0 Certificate of and License (CCL) t i ' AMS INC. y r f Admi&-mutsvc ManWmenc Sy3tems,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-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) ` Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 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 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/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 +201-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +251-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) ` Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 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 (5.43psf) 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)` Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm `(38 x 74) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR MANUFACTURERS ASSOCIATION h['!1' 1'1111""'i"1,,',W D M A R kI-allmark0 Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert. com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 ems, INC. Administrsty c Mauaacnient 5ystcros,loc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 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 (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 inrH 440-H-027.20 2907TW/4907TW 101/l.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm* (72x84in*)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994xl524mm* (79x60in*)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 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 & DOOR MANUFACTURERS.ASSOCtATtpN Hallmark0 Certificate of AMS INC. Adminisirativ^c Manag aicnixWDMAConformanceandLicense (CCL) 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-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 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 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) " Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 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 2900-4900/2902-4902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101_/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62in)-H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 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 WINDVKY {:l 4JVlt{S { MwvUF>acTuRERSAsst utAnor Hallmark® Certificate of Asa INC.;, Administ mtivc Management Conformance and License (CCL) sysEem,t,. A 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 (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118xl524mm` (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW &t DOOR MANUFACTURERS ASSOCIAMON Hallmark® Certificate of E ANTS INC. I a'= p° - . Administretevc MannugemmtDMAConformanceandLicense (CCL) 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-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 101/I.S.2/A440-11 WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 4L John McFee, VP c 11 /23/2015 4/27/2025 11 /23/2015 4/27/2025 JTIL)M l Hallmark By:t , l~ Rhonda Sehotz, 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)6734828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 IQBUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Of 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverine Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' S F. O z O 7 T T 0. C P. 1 II Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method 1a of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5th 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 5t' 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 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPSQ0/A A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: 0 AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates areas 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 (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online BCIS Home i Log In j User Registration Hot Topics Submit Surcharge Stats & Facts s Publications i FBC Staff BC[5 Site Map Links Search Florida r j) Product Approval USER: Public User t.as-rt :srrz r:L.rti:.:xrn Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard DASMA-108 DASMA-115 Year 2002 2005 https://www.floridabui Iding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRfVVxf6u7ojnlOheH%2bR KJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summaty of Product r-. FL # Model, Number or Name Description " 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0228 318958 P7.Ddf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoplementP16 s.Ddf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.2 5120 / 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0229 318959 P8.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSupp1ementP16 s.Ddf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other, Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.3 5120 / 6100 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0230 318960 P10.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSupDlementP16 s.Ddf Design Pressure: +25.90/-28.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0231 318996 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuw)lementP16 s.Ddf Design Pressure: +30.00/-33.50 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0234 319022 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSupDlementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabuilding.org/pr/pr_app_ctl.aspx?param=wGEVXQwtDquf 1JRfWxf6u7ojnlOheH%a2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 Ril AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WWambSuoolementP16 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0232 318999 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 Rll tI WDJambSupplementPl6 s.Ddf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 P5.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WD)amb5uoplementPl6 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoDlementP16 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.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 ti 0237 319025 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoplementP16 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.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes https://www.floridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RtWxf6u7oj nloheH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3 6 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0600 319026 P4.Ddf FL9174 R11 II Track SuoDlement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 1 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 tI 0601 319027 P4.odf FL9174 R11 II Track Suoolement Chart P10.1)df 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.Ddf FL9174 R11 AE Eval Reot 9100 r1 s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use 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. 9174.14 I5120/5140/6100/9100/9400/9600 0603 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0602 319028 P5.Ddf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WD)ambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 20145.Ddf Created by Independent Third Party: Yes 16' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0603 319029 P5.Ddf FL9174 R11 II Track SuoDlement Chart P10.Ddf FL9174 Rll II WDJambSuoolementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.15 5120 0/4 140/6100/9100/9400/9600 'availaax width. ble in top ' Max height. Mae 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 FL9174 R11 II 0604 319030 P5.Ddf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track SuoDlement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174. 16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track SuoDlement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf https:// www.floridabui Iding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7ojnlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.301-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0606 319032 P6.odf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuDDlementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 1 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: Installation Instructions FL9174 R11 II 0609 319035 P5.Ddf' FL9174 Rll II 319040 P1 Post:odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 118' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0608 319034 P4.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoo1ementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.Ddf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 553.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes Bac Nex! Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1524 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 e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.floridabui Iding.org/pr/pr_app_c tl.aspx?param=wGEVXQwtDqull l JRfWxf6u7oj nlOheH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5/6 10/27/2016 Florida Building Code Online W o R9 -. Credit Card Safe https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P 16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE s 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 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 1 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 No. 51737 O STATE OF ' 05k%, . LORi4p%p2N SIONii1\\\ 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 161t LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a sc4 No. M 737 R. r 0 STATE OF 16 llllll 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 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. ADoroved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE3 3/8" PJ A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No.51737 0 STATE OF , .. 2 s /10NA;`` iri{{ 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 16fU2 = 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 56308/1`2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A No. 51737 O STATE OF 0NA,,```\ 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. Date: 2015.02.20 09:58:01-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE5 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB 1-13/FT"ore4 2500 PSI CONCRETE Noll I 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 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 ssA1E OF 0w. ILL ORV01. ON PhIL 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 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. Aoorovecl Date: 2015.02.20 09:58:27-06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 Wagner nalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 y I No. 51737 014 sTasE s of ; ; Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIR ATE DR. CARROLLTON, TX 75007 FL PE 51737 T% PE 56308/1`2203 PROFESSIONAL ENGINEERS SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. 1 6" MAX. A FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT 6" MAX. J DOOR WIDTH MINIMUM 2x6 83 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 2-3/4" 2) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2x6 #3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 8" 4" 4" 8" 4" 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4 DETAIL 2 MINIMUM 2000 PSI GROUT FILLED 'MU NOTE: MA%IMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2.6 #3 ( HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 1-1/2 1-1/2" 4) 3/8" DIA. LAG SCREWS WITH 1-1/4" O.D. WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32" INTO THE MAIN SUPPORT MEMBER. DETAIL 3 WOOD SUPPORT STRUCTURE NOTE; MAXIMUM DESIGN LOAD CAPACITY OF 2430 LBS. SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS DATE NAME 5 24 07 CRT ED DRAWING PART NO. REV. 32462C P16 Wayne Salton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8' SIMPSON TITEN HO, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16' TRACK BOLT AND 1/4-20 HEX NUT 1 No. 51737 Z. 0 STATE OF 00j 4,c F OR19p%' NNAIL \x Irlli Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75,007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF MNOLOAD CONSTRUCTION DETAILS. 2 3/4" EDGE I MIN 2 x 4 SPF (C-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE EXTERIOR HOLD BACK INTERIOR SHEATHING 5/I6' LAG SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (t 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20BOLT / TRACKBOLTAND 1/ 4-20 HEX NU SHEET 2 OF 2 REVISIONS I I DATE I NAME I DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 wsnv.overheaddoor.com April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 IIII101,11 A4 J K9RQ°.. ucEN No. TM5 p STATE of oNAL WW•• g o/S Holton rnncnOverheadDoor.Corporation ASabsidiaryofSanwaHoldigsCorporation. John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R7 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures 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. FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 5 -cj-J) 2 in/to/u, Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 CJ I-UAU 3 rto/e t FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 fj E,2c 4 (°(lb / 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 %2" MDF decorative overlay. FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. Y Florida PE # 51737 ` 11 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5th Edition (2014) FL 09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that 1 meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 OW 1 11111/11, No. 51737 O STATE OF ; • 41 0.N(sj 2 . S ONA; tIII1 mg=_ 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SS8 GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8x1" SCREWS INSTALLED IN 1J CA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA FLAG ANGLE - OF 13.75" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR HAND -BORNE DEBRIS REGIONS. 16 GA MIN HORIZ. TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/I60-5/8"- 090" MINIMUM SS8 GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8" BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /8x1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING, TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR VAND-BORNE 5/160-5/8" LAG DEBRIS REGIONS GLAZED SECTION REQUIRES 18 GA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO 1/4-2Ox9/16" TRACK - ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERA70R BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JS JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08". GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENEDATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G JAMB BRACKETS SHEET 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELDULE FOR OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. OUANITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPE DRILUNG CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6" O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5, KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE,L (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS NTH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8x1" SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, Tx 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF YANDLOAD CONSTRUCTION DETAILS. n .1-1 EQUAL TO 12'-0 " JAMB BRACKET SCHEDULE DOOR HEIGHT NO OF SECTIONS AM BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2") 7'-0" 4 6 O JB). 13" (01). 25-1/2" JB), 34 (JB), 45-14" 01), 63' (JB) 7'- 0" 4 6 FAT JB), 10" (JB). 21-3/4" JB), 29-3/4" JB), 42 JB), 63-1 4 (JB) 8'- 0" 5 8 CA JB), 13" (01), 23" JB), 34" (JB), 47-1 4" (01), 58" (JB). 67" 01). 75" (JB) B'- O" 5 8 FAT JB), 10' (JB), 21-3 4" (JB), 29-3 4" (JB), 48" (JB), 57-1 4" (JB), 66" (JB), 75-1 2" JB 7 8'-0 IGH LIFT OOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16" TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'- 0" ALL 207.2/-230.4 14'- 0" ALL 181.3/-201.6 12'- 0" ALL 155.4/-172.8 101- D" ALL 129.5 -144.0 Wayne® Dalton DIVISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES DESIGN ( PSF): +25.90/-28.80 IMAX WIDTH: 16'-0" TEST ( PSF): +38.85/-43.20 IMAX HEIGHT: 8'-9" IMPACT/ CYCLIC RATED (YES/NO): YES I MAX SECTION HEIGHT: 21" MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U- BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100, MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT, CRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION, ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE, INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 N. T.S. SIZE: A DATE NAME I 3/8/06 CRT ED 4/6/06 MRB SHEET 1 OF 2 DRAWING PART NO. I REV 318960 IP10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES / HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7 8' CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCR WS FOR STANDARD TRACK AND (3) D 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x3/8" CRIMPTTE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH END MATH (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8" / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) l CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE DUE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARD INSTALLSCREWS ATE ENDSSBEF THE o° ROLLER WITH U BARS 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PACE U-BAR OVER WITH (6) 1/4-20x5/8" INTEGRAL RIB AND ATTACH CRIMPTSCREWS (2 OF WITH 1/4-20x5/8" 2)TE CRIMP SCREWS THRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLED HINGE LEAF AND 1 THRU THRUPRE -PUNCHED HOLE WEB OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH D 3) 1/4-14x5/8' PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTTE SCREWS I NOTCH DOWN TO CLEAR BOTTOM y BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM - BOTTOM OF THE BOTTOM U-BAR AT U- BAR MATH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-14x7/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-2Ox5/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 8x3/ 4' MIN STAINLESS SCREWS WITH STAINLESS - BACKED RUBBER WASHERS 3- 1/2" O.C. MAX JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NNDLOAD CONSTRUCTION DETAILS. 1/ 8" BEAD GE / SG400A ZE SCSG4000AC ,' ISTRUCTURAL SEALANTOR EQUIVALENT FACER STEEL \ NON-STRUCTURAL DECORATIVE INNER MANOOW TRIM DETAIL E biarim, USED ONLY ON IMPACT - GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH (4) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS ( 2 THROUGH BOTH BRACKET AND U-BAR) DETAIL G 1) 1/ 4-14x7/8' SELF DRAWNG CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE; J- STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) D 1/4- 140/8" SELF DRILLING CRIMPTITE SCREWS_ IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3', 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH (5) 3', 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4- 147/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-144/8" CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF ( 20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. NON-STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2, WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1 /4' POLYCARBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/ 8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT, GRT 6/ 6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/ 17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO B'- 9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GIRT 7/ 22/08 P9 UPDATED TITLE BLOCK GIRT 3/ 26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/ 15/11 L 3. 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY 8" FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): + 25.90/-28.80 MAX WIDTH: 16'-0" DATE NAME TEST (PSF): + 38.85/-43.20 IMAX HEIGHT: 8'-9" IDRAWN 3/8/06 CRT Balton IMPACT/ CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21" CHECKED 4/6/06 MR6 MODELS 5120/ 6100/9100 SHEET 2 OF 2 A DIVISION OF OVERHEAD DOOR CORPDRAWING PART NO. REV. PENSACOA, FLORIDA1VE 32514 WINDLOADSPECIFICATION OPTION CODE 0230 318960 P10 ASOI 474-OAQO SPLICE PLATE LOCATION e SEE SCHEDULE p 14" MAX 12" MAX 12" MAX I EE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE 12" MAX v TRACK CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIR GATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS - 11 GA MIN CLIP SEE SCHEDULE - RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE - TRACK 3) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART DOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF o• agne Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN(8500) 47409189A032514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO °CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT, ADDED MODELS 9600 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS, UPDATED SPLICE h CLIP SCHEDULES. DLP 9/05/07 P6 UPDATE MOUNTING DETAIL DRAWINGS, CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE q8 CLIP (REPLACED WITH y9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 5/2/10 DATE NAME RAWN 8/21/07 GIRT NECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" t1" EDGE DIST E60XX MIN. 11 8 22 244 Jffl MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO. 2L1/4-20 TRACK CLIP SPF (G=0.42) OR - BETTER AT EACH1/4-20x9/16" HOLE OR PAIR OFTRACK BOLT AND HOLE LOCATIONS 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 p d a 4 a 4 9 da a ° CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE M308/1`2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR HEIGHT CLIP IS FROM BOTTOM TO TOP PLATE # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3/8" TO 1-5 8' THICK D OR CLIP S FROM BOTTOM TO TOP PLATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'-O" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP S FROM BOTTOM TO TOP SPLICHEIGHTPLATE E # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-O" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 Wagnc® DA'tOn 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850)A474 ORID 989A0 32514 DRAWN REVISIONS 2 2 INCH RACK -CUPS -TEXAS ALL ANGLE 12 FOOT PDATED Pi 6/11/03 3 UPDATED FORMAT. JCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. HANGED 'TEXAS WALL NGLE" TO "CONTINUOUS TALL ANGLE". ADDED SUBSTRATE MOUNTING ETAIL, CHANGED TO TEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT. ADDED MODELS 9800 ND 8024 NTH OVERLAY 0 TRACK CLIP CHEDULE. ART 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. IPDATED SPLICE & CLIP ICHEDULES. ILP 9/06/07 6 UPDATE MOUNTING ETAIL DRAWINGS. RT 10/05/07 7 UPDATED CHARTS TO LIM NATE THE USE OF HE p8 CLIP (REPLACED ATH q9 ACROSS THE IOARD). LP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2" TO 3/8" DOOR THICKNESS HART UP TO 14' HIGH. RT 12/11/08 10 ADDED MODEL 8700. IPDATED TITLE BLOCK RT 6/2/10 DATE SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page 1 of 3 Comments Archlved 0 Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street. Gratz, PA 17030 717) 365-3300 Ext 2S60 bsidingeromlwd.com Authorized Signature Brent Sitlinger bsttiInger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 12j31/201S Validated By Steven M. Urich, PE 0 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL1S332 R2 QOZ FLCOI.ndf Standard Year AAMA/WDMA/CSA 1011I.S.21A440 200S R11 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are 4n compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A https://www.floridabuilding.orglprlpr_app dtLaspx?param=wGF,VXQwtDgtH8572gvdWI... 8/31/201.5 Florida Building Code Online Page 2 of 3 FLIS332 R2 COC FL15332-COMP,ydf Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Data Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ. No Approved for use outside HVHZ: Yes Impact Resistant: No FL15332 R2 1I 08-00500C.Ddf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108078.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 961x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLt5332 R2 II 08-00498C_odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332,3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCES) OXO REINFORCEp 145-3/4"x96° Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A,pdf PRESSURE RATINGS I Created by independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIFS 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ No FL15332 R2 II 0"2249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberta Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation instructions Approved for use In HVHZ: No FL15332 R2 II 08-02250A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party, Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.E ___[SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 Il 08-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luls Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN R15332 RZ AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96° ALUMINUM SGD https:llwww.floridabuilding. org/pr/pr_apt)_dtl.aspx?param=wGEVXQwtDgtH8572gvcIWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: No FI i - 32 R2 Ii 08-00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other, REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510808B.pd€ PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 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 FLIS332 R2 II 08-00502C d Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design pressure: N/A Evaluation Reports other: REFER To APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.Odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 4301440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: Noaj 5332 R2 II OB 00503C.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other, REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510810B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes seek Nevt Contact Us :: 1940 North Monroe Street_ Tallahassee FL 32399 Phone: 650-487-1824 The State of Florida Is an A VEEO employer. Copyright 2007-2013 State of Florida 7: Priva v :: Accoss lillty statement:: Ez-fund Statement Under Florida law, email addresses are public records, If you do nut want your a -mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contacttha office by phone or by traditional mail. If you have any questions, please contact 850.497. 1395. *Pursuant to section 455,275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department w: i) an email address If they have one, The emails provided may be used for afndal communication with the licences, However email addresses are public record. If you do not wish to supply a parsonal address, please provide the Department with an email address which can be trade available to the public To determine it you are a licensee under Chapter455, F.S., please cltck here , Product Approval Accepts: iCPick 13 Cre ditArFri£ https: l/www.floridabuilding.org/pr/pr_app dtl,aspx?param=wGEVXQwtDgtH8572gvdWl.., 8/31/2015 VOTES: 1. THE PRODUC? SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS T.HE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL 7YTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAS GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS R£G!ONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MASGMUM ALLOWABLE SHIM STACK TO BE 1/4 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RAMO - OVERHANG LENGTH/OVERHANG HEIGHT 10,FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11, FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFCIENT LENGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS_ 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO SE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 8. CONCRETE — MINIMUM COMPRESSNE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 180A, 33KSI OR ALUMINUM 6063—T5 1/8• TI'IICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, FIX I TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 j NOTES 2 — 3 { ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS I REV I oEmp now I nerE I APPROrvCQ i I A I ADDED FLANGE AND FIN INSTALLATION 112/10/13 I R'— MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES AWN: adC N0. A V.L. 08-02249 s—i HEET, SIGNED: 12116/2013 l`N lll I ll ro r i L ENsfi9s 26" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED SEEANCHORS PER LOCATION CHART ff5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX }- - I 6" MAX 6" MAX 96" MAX FRAME HEIGHT L 6" MAX SERIES 420 SGO REINFORCED WTHOUTADAPTER EXTERIOR VIEW DESfGNPRESSURERATWG IMPAC77RA77NG 35.OPSF NorrE W17H 2-1u32" SX L SEE CHARTS #7 AND #2 FOR OTHER UNITS RA771VGS DESIGN PRESSUR8 RATING IMPACT RA7 MG 25.01-2&6P6F NONE WrTH 7-7JP SILL SEE CHARTS a'S AND #4 FOR OTHER UNITS RA77NGS CHART#7 WJTH2.1f22"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. CfS Alr1TF a .tl,'FF7 i Design preswre chaff 0:4 Prarro Single Panel and Talai rarm VMh(in) Helght CN) 90,0 6100 34 7200 42.0 84.OG 40.d 96,00 PeeI Neg I Pa I Neg I Po N45.7 N42eqDeo- 0{ A0 4D0 40s 4PAo.0e404 1 5524 1 4 38. 920 40.D I 524 40.0 45A 1 40.0 1 40.5 3 A 37,1 96O 40-0 1 49A 40.0 43.1 1 38d 1 38.4 35.0 35.0 CHART #2 WI7NE 1/32'SILL INHERE WATER INr-XTRA770H RESISTANCE IS,NOT REQUIRED. SEE NOTE 8 SHEET 1 Design pressure eharf (PsV SBIgla Panel and Total rarmWdlh On) 30.0 60,00 3410 72UO 420 48000 Pos Neg Fos Neg7 S&O 7 42A 420 2.4 52A 45A 45,4 4DA 49.8 1 49.8 1 43.1 43,1 1 38,4 1 38A 1 35.0 1 35.0 aEM51oNs D55CRIPaDN DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. CHART#3 WITH 141211SILL WHERE WATER IN1:ILTRA770N RESISTANCE IS REQUIRED. unrco cuccrI Design pressure chart (pso Fntse SSnglePanelSol Total Ran'eWdthOn) lie9ht N) 30' 0 6DA0 36. P 200 420 AO 48. 0 96, 00 PDs Neg PUS I Neg I pos Neff I pas N g 84: 0 25.0 47.8 25.0 41.7 25X 37A 28.0 34.4 88. o 25,0 d52 0 363 25A 352 32 920 75.0 429 25.0 372 25.0 332 5.a 30.3 96. 0 25X 53_j 25.0 51.4 26.0 Me CHART# 4 WITH 7-12' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART d3 Design pressure Chart (PSO 9 ngte Pdnal and Total Frain Width 080 Fraire Ne1gM 30, 6 6. 00 36. a 7200 42X a0 48. 0 98. 00 In) Pas Neg Pos Neg Pos I Neg Pos jNeg a4. 0 47Z 47,8 41.7 41.7 37.a 37.4 34.4 34A at0 46.2 452 3e,3 393 362 2 32.2 322 920 42.9 42,2 372 372 332 33.2 W3 303 9G0 0. 353 353 31.4 37,4 8.fi NOmhrr ofenchorlomV-nsmq deal Single Panel and Total Prone WCth On) From 30A 36.0 42.0 4a.0 F riko im) Gao 7iaS lamb 720 I Nas I ,lamb 84A I Has 1-01 96, 0 H& S I Jam 94, 0 4 1 6 1 8 1 6 6 fi 8 6 9E. 0 4 6 5 6 e 6 6 8 92, 0 4 6 5 H 6 e s a 96, o 4 8 b 8 6 8 6 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 v, SERIES 420 SAD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION I F1 DRAWN: V. L. D4G ND. 08- 02249 RE' r A scALE ANTS O41c 10/30/13 -EET2 OF 10 N 3EHSFgd bs 4r STATE OF ZORO. 1.. l 9 M FR, H EI 95" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART J6 FOR NUMBER OF LOCATIONS REQUIRED S" MAX 1- —{ 6" MAX 1 I S" MAX T- 6" AX ME GHT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW 0ESIGNPRESSURE RARNG IMPACT RATING 35. oPSF I NDrIE WITH 2-1P32" SILL SEE CHARTS 91 AND a SHEET2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACTRATING 25. 01-28.6PSF NONE WITH 1-12,SILL SEE CHARTS #S AND #4 SHEET2 FOR OTHER LINTS RATINGS RNSIONS I REV I pocRipmItA I DAte I APPRwwen 1 A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. it CHART# 6 Nvmberofaneborlo fronsragvffod 36. 0 420 40.0 7L0 84.6 SEX b HAS Jamb HAS Jamb HAS Jamb goi5666666 5 6 6 6 6 6 6 S 6 fi 6 6 6 6 fi 6 6 6 6 6 5 3/8" ---1 2" Lj --I 2 1/32" SILL ALUMINUM 6063-T5.055THICK 1 11/2" i il2" SILL ALUMINUM 6069-7-5.D55 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96, FIN ELEVATION V. L. 08-02249 sHEET3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/6" MIN. WOOD FRAMING EMBEQI4ENF OR 2X BUCK i BY OTHERS 1/4" MAX. SHIM 1110 WOOD SPACE SCREW ID WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR t uI Ii11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BVCKWSTAL LA7iON NOTES 1. INTERIOR AND EXTERIOR FIPIISHES. BYOTHERS, PIOT SHOWN FOR CLARLTY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WWHASTME21 f2 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. ENT RE' S10NS p 50R17710N DA7E A^PRDVFb ADDED FLANGE AND FIN I1,15TALLA11014 I 12/1D/13 , R.L. 1 3/5" MIN. EMBEDMENT 1/ 4` MAX. r SHIM SPACE I INTERIOR 1/ 2" MIN.L zr EDGEDISTANCEal k==r 10 WOOD EXTEI SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2x BUCK INSTALLATION BY OTHERS LLC M] WINDOWSl000l W. CROSB RD CARROLLTON, TX 75006 ti GENS _cP k• C * SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 96" FRAME INSTALLATION DETAILS a Tee OF may] hTAT F•- LOR\ DRAWN: DWG N0. AN v. L 08-02248 A MAt. NTS - 10/30/13 s""T4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRILUNG SCREW INTERIOR L TO BE SET IN BED OF VULKEM 116 NSTRUCTION ADHESNE ECUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTUREINSTALLATION NOTES. i. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W" ASTM EZ f 2 T- 7/8" Mll EDGE DIST/ I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS I--R^EV I DESCRIPTION I DAM- I APPROVED ' I A I ADDED FLANGE AND FIN INSTALLA110N 1 12/10/13 I R.L e,.cra acv JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M[ WINDOWS AND DOORS LLC W. CARROLLTON, TXB75006 Itb/i,!' Ittl. 1001 CENs 61M-TM SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9 6" x 96, OFRAMEINSTALLATION DETAILS 6bF 11 S,SY/// IIIII0 \\ V.LN: owc No. 08-02249 A NTS ATE 10/30/13 sk TS OF 1D a. CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TD BE PROPERLY SECURED SEE NOTE 3 SHEET 1 2 1 /2" MIN. EDGE DISTANCE e 1 1/4" MIN. d._ EMBEDMENT 1 /4" MAX. rL SHIM SPACE 3/16" TAPCON EXTERIOR LL1J LL1J INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION AW-ESIVE OR EQUAL 3/16" TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS T 4 1 1/4" MIN. a'• EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET EW SONRY 1N5F'ALLATION 1 1/4" MIN. EMBEDMENT MIN. '. s' • . EDGE DISTANCE 3/1 S" TAPCON CONCRETE/MASONRY BY OTHERS N. OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RLMSMNS DESOXF110N DATE APPR0VE0 ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R.L. 1 /4' MAX. SHIM SPACE INTERIOR V INNI—no EXTERIOR JAMB INSTALLATION DETAIL CONCRET&MASONRY INSTALLAT70N NOTES.' 1. INTERIORAND E)CTERfOR KNISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANTBY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 MI WINDOWS LLC W. AND ROSBYORD CARROLLTON, TX 75006 6 NSF J a 5 * SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• 96" x 96' FRAME INSTALLATION DETAILS y= i471aTAT OF iFS tORlO? DRAWN: oWG NO. ttev 08 A j/DNAIy scA NTS ` 10/30/t3 SO"T6gOF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMINC OR 2X BUCN BY OTHER: 1/2• MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT I SHIM SPACE 10 WOOD SCREWS EXTERIOR LI IJ LL ll INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1.1NTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SY07HERS TO BE DESIGNED IN ACCORDANCE WrfH A STM E2112 1 3/8" IAIN. EDGE DISTANCE BE SEC IN OF VULKEIN 116 RUCTION ADHESIVE 1#10 WOOD UAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MIN. IENT WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS DESORIY(ION 041E APPRWEO ADOED FLANGE AND FIN INSTALLATION 12/10/13 R.L TI 1 /4" MAX. SHIM SPACE L, INTERIOR l m. EXTERIOR JAMB INSTALLAT70N DETAIL WOOD FRAMING OR 2X BUCKINSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75OD6 5R IICIIjj" J 1 v,\O+NS'cF 4• //''I0y 3 #= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE ]NSTA UATION DETAILS TATE OF tr i/ s ORI ONAf{E V DRAWN: DYIG N0. 08-0249 REV A SCALE . NTS 10/30/13 7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INA=01TVANCE WRNASTM E21 i2 7- 7/B" MI EDGE DISTI I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RLMSONS DESCRIRrION GA1E. aPVROVEn ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS ORAWNI WC ND. R V.L.03-02249 scnit NTS I °ATE 10/30/13 GH"-TS OF 113 7 v,•,GENs.; pG REVM[ONS 2 1/2" MIN --{ REV DESCRIPTbN Da7E APPROVED EDGE DISTANCE I A ADDED FLANGE AND FIN INVALLAtON 12/1b/13 1 R.L z 1 1/4" MIN. a` + EMBFDMENT 1 1/4" MIN. CONCRETE/ y Q. EMBEDMENT MASONRY 1 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1/4" MAX- lX BUCK. To BE 2 1/2" I SHIM SPACE INTERIOR PROPERLY MIN. SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 d 3/16" TAPCON I I 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR v SILL TO BE SET IN Q A BED OF VULKEM 115 CONSTRUCTION ADHESIVE EXTERIOR 3/16" TAPCON OR EQUAL SEE SHEET 3 JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS OPTIONAL 1X BUCK CONCRETEIMASONRY INSTALLATION CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 a' ! NOTES., a 1 1/4MIN. 1.WTERIORAND EXTERIOR FINISHES,BYOTHERS, ed EMBEDMENT NOTSHOWNFOR CLARITY. e 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEE) IN ACCORDANCE WITH ASTM E2112 2 1/ 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLATION MI WINDOWS AKD DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 v, SERIES 420 SGD REINFORCED WITHOUT ADAPTER k• 95" x 96- FLANGE INSTALLATION DETAILS DRAWNt DWG N0. REV V.L. 08-02249 SCIIE NTS Hale 10/30/13 im=g OF 10 Lo ENs s% i NAL IIIII RM)ONS REV D6C#Pf7ON DALE APPROVED WOOD FRAMING { 1/4" MAX BY CT}JERS SHIM SPACE A ADDED FLANGE AND RN INSTALLATION 1 12/10/13 R.L INTERIOR 1 5/8" MIN. EDGE DIST. L J TRIM ° 1 1/4" MIN. MIN. INTERIOR EMBEDMENT EMBEDMENT MASONRY/CONCRETELVr BY OTHERS 8 WOOD IC:— —cl— X BUCK BY OTHERS, SCREW EXTERIOR HOOK STRIP 1X BUCK TO SE 7/16" MIN j PROPERLY SECURED EDGE DISTANCE I j 3/16" 8 WOOD SCREW JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN_ EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 7/18" MIN EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION W000 FRAMING OR 2Y BUCK INSTALLATION FOR SILL LNSTALLATION SEE SHEETS 4-0. EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS INTERIOR TRIM TRIM 1 3/8" MIN. 7io q EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD _ #10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLA77ON HOOK STRIP INSTALLATION 2X BUCYAVOOD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC \\\oxj;IIIjjj // 1001 W. CROSBY RD \• 9 i CARROLLTON, TX 75006zz V v\t+ENS: •cA SERIES 420 SGD REINFORCED WITHOUT ADAPTER :=*a5 NOTES: I. fNTERLOR AND EXTERIOR F/NlSHES, BYOTHERS, NAILfIN &HOOK INSTALLATION TAELATIONDETAILS pQ': TAT OF NOTSHOWNFOR CLARRY. 2PERIMETERAND JOlMSEALANTBYOTHERSTOBE nRAww uvc NO. REVFs:°ORtdP DESIGNED IAIACCORDANCEWITNASTMF21i2 _ DATE OS- 049 A NT5 1D/ 30/13 10 Of 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1 /4" MAX. SHIM SPACE EXTERIOR It II II II II II INTERIOR VER77CAL CROSS SECTION WOOD FRAMING ORV BUCKINSTALLAMN NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETERAND JOINT SEALANT SY OTHERS TO BE DESIGNED IN ACCORDANCE WTTR ASTM E2112 1 3/8" MIN. EMBEDMENT I 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW 3E SET IN F VULKEM 116 CTION ADHESNE L SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. SENT 1 /4" MAX. SHIM SPACE RCIISIONS DESCRFMM DAZE APPROVED ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/13/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L INTERIOR E— , EXTERIOR JAMB INSTALLATION DETAIL WOODFRAMING OR 2X SUCK INSTALLA77ON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRA754d: DWD No. F. A. 08-00503 NTS ° ATE D2/23/09 ILHUT3 OF 9 P. I I L/ Q fifVSF iP i 0 51 *= TATE OF t` 0RI'D g: sYONA1. 1N M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE GY OTHERS EXTERIOR VERTICAL GROSS SE'GTION METAL STRUCTURE INSTALLATION NOTES. 1. [WERfORANDEXTERIORFINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETERAND JOINT SEALANT BY OTHERS TO BE' DESIGNED IN ACCORDANCE WIT}f ASTM aY 12 1 /4" MAX. SHIM SPACE 4 7/8" MIN. 10 SMS OR EDGEDGEDISTANCE SELF DRILLING SCREW INTERIOR #10 SMS OR SELF CRILUNG SCREWS D BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS t /4" MAX. r SHIM SPACE FINTERIOR EXTERIOR REWSIONS REV I DUCMP71ON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 6 RENSED PER NEW TESTING 10/75/13 C ADDED FLANGE INSTALLATIONS 12/06/13 R.L H=m JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION ME WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS PRAWN: OwG ND. F.A. 08-00503 smz NTS DAh 02/23/09 -E-4 OF 9 11 l rLIo v - NOENo 9C9I- w TATE OF DRIv:•`: 010IVAL G 11111I11111 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 DISTANCE 1/4" MIN. DoIBECMENT RE'A51om5 REV I DESCRIPTION OAT£ I APPROVED A ADDED CHARTS 03/06/12 R.L. B REV15E0 PER NEW TESTING 10/15/13 R.L C ADDED FLANGE (NSTALLA'RDNS 12/06/13 R,L 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 2 1/2' MIN. EDGE DISTANCE 1 INTERIOR ( 7--7 II`_jI 1/4" MAX. J SHIM SPACE 3/16' TAPCON 3/16- TAPCON CONCRETE/MASONRY• BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUALIf11.4^E. SEE SHEET 2 II FOR SILL OPTIONS T 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALIATION EDGE/DISTANCE lu7L l EXTE IORR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK OONCRETE&ASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. f. INTERIOR AND EXTERIOR FINISHES, SY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BYOTHERS TO 39 DESIONED INACCORDAN08 WM ASTM F2fY2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. OE-00503 S NTS 0-.02/23/09 1SHEET 5 OF 9 R 11L r,• CElyS.d :• TATE OF 000 FRAMING OR 2X BUCK BY OTHERS 10 WOOD - Z SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING jk OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE MIN. EMBEDMENT 1 /4. MAX, SHIM SPACE 1 3/8" MIN. EMBEDMENT 7---- 1/2" MIN_ EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUC110N ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/5" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK WSTALLATFON NOTES. L WTERIOR AND f:XTEfi10R FFNISHES, BY OTHERS, NOT SHOWN FOR CLARFFK 2, PERIMETER AND JOINT SEAF.ANT BY OTHERS TO BE DESIGNED INACCORDANCE WfTH ASTM Elf 12 REVRIONS DFSCRIPf10N DATE APPROVED ADDED CHARTS V 03/05/12 R.L. Y REVISED PER NEW TESTING •10/15/11 R.L. ADDED FLANGE INSTALLATIONS 12/O6/l3 R.L. 1/4' MAX. FSHIM SPACE EXTERIOR a JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES: 430/4-40 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: Owc No. F_A- 05-00503 SCALE NITS DATE 02/23j09 ET6 OF 9 SFgs fir- 0,,&51 •c' TAT S 0 F ; rL METAL STRUCTURE BY OTHERS EXTERIOR - 1 /4" MAX. SHIM SPACE OR 7/8' MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS 1 /4" MAX. SHIM SPACE wn fNTERtC)R REVISIONS REV OESOR1P110N DATE APPROVED A AppED CHARTS 03/06/12 R.L B REVISED PER NEW TESfiNC 10/15/13 P-L C ADDED FLANGE INSTALLATIONS 12/06/13 1 R.L. L-1 SILL TO BE SET IN Z. A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SMS 0R OR EQUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR METAL SEE SHEET 2tiSTRUCTUREFORSILLOPTIONS JAMB INSTALLATION DETAIL BY OTHERS METAL STRUCTURE LNS7ALL4TfON YERTICAL CROSS SEC77ON METAL STRUCTURE INSTALLATION NOTES Y. 1NTERIORAND EXTERIOR FINISHES, 8YOTHERS, NOTSHOWN FOR CLARITY 2 PERLME7ER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACC0RDA NCE'NITHASTA4 E2112 MI WINDOWS AND DOCKS LLC loot W, CROSBY RD CARROLLTON, TX 75006 SERIES 430/ 440 XIX SGD 143' x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWO NO. F.A. 08-00503 NTS 02/ 23/09 —7 OF 9 rya TA7E OF w REVISIONS 2 1/2" MIN. REV OESCWTION UCE APPRWED CONCRETE/ EDGE DISTANCE A ADDED CHARTS a3/06/12 R.L MASONRY BY OTHERS 8 REVISED PER NEW TESTING TO/15/13 R.L. c • • i •', .d . •" C ADDED FLANGE INSTALLATIONS 12/06/13 R.L b' , < 1 1/4" MIN. a ' EMBEDMENT a• 1 1 /4" MIN. 1 /4" MAX. s a - EMBEDMENT SHIM SPACE OPTIONAL — 2 t/2" MIN. 1X BUCK EDGE DISTANCE ° INTERIOR TO BE V PROPERLY 1/4° MAX. ` FillSECUREDSHIMSPACE E NOTE 3 3/16" TAPCON SHEET 1 3/16" TAPCON a CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16• TAPCON '° " SILL TO BE SET IN EXTERIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL OPTIONAL 1 X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRE FjMASONRYINSTALLATION SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE By OTHERS F NOTES: e • 1 1/4" MIN. 1.INTERIORAND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOTSHOWNFORCLARITY. 2. PERIMETER AND JOINT SEAANT BYOTHERS TORE d•, DESIGNED IN ACCORDANCE WITH ASTM E2112 a• VERTICAL CROSS SECTION 2 1/2" MIN. CONORETFIMASOPlRYWSTALLATION EDGE DISTANCE MI WINDOWS AND DOORS LC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DPAWN: ow0 No. F.A. OS-00533 sckE NTS DATE 02/23/09 11WB OF 4 1 5/8' MIN. EDGE DIST. TRIM —_ INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1 /4" MIN. EMBEDMENT T 1X BUCK BY OTHERS, 1X SUCK TO BE PROPERLY SECURED 3/16' TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM 1 3/8" MIN_ EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2XBUCKWOOD FRAMING REVISIONS DESCRIMON DALE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/18/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L METAL STRUCTURE HY OTHERS TRIM INTERIOR HOOK STRIP SELF DRILLINGSCRSCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUMRE NOTES., 1. ffTTERIOR AND EXTERIOR FINISHES, BYOTHENS, NOT SHOWN FOR CLARITY. 2. FER/METERAND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOROANGE K-77HASTM E2112 AND DOODS LLCMIWINDCCOWW. CRCSSY CARROLLTON, TX 75006 StREI Ia v,•'v NS$1 S' 0SERIES430/440 XIX SGD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS p`: STATE OF ,z! fFdsl aRlO`' FRA Dwo NO, 08-00503 iAL11 SCALE DATEN1'C 02/23/09 SHEET 9 OF 9 6/9/2017 Florida Building Code Online fB _I"'LA BCIS Home Log In ( User Registration ' Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ( BCIS-Site Map Links Search Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL 4 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@rwbldgconsuitants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer k 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 3. King, P.E. v' Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence, pdf Referenced Standard and Year (of Standard) Standard Year AAM A/ W D M A/CSA 101/I. S. 2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:llfloridabuilding.org/pr/pr ppp dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/o2fuCfc2MRiSC82 v*/`3d°/`3d UAl 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 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summa of Products Model, Number or Name Description 000.1 fr15 a. "Fiber -Classic" or "Smooth -Star" 6-8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000 1 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, RE. 43409 Impact Resistant, No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 i odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 fI INST 15000 2 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1500O R2 II INST 15000 3 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 'I odr additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of '7" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1500O R2 II INST 15000 4 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409ImpactResistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 4 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of '7" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" WO "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Conficiurations) https://floridabLilding.org/pr/Pr_app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 If INST .15000.S.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.pdf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" I6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 fI INST 15000.6.pdf 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 1S000.6.pdf additional use limitations, installation instructions and Created by Independent Third Party; Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) Ja rl, Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 .Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records. request, do not send electronic. mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012,licensees licensed under Chapter 455, F.S. must provide the Deparment-with an email address if they have one.. The emails provided may beused 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 withan email address which can be made available to the public To determine if you are a. licensee under Chapter 455, RS., please click -here . Product Approval Accepts: 0 ® EGIIFL{: Credit Card Safe https: llfloridabuilding. org/pripr_app_ d.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8n/`2fuCfc2MRiSC82w%3d%3d 3/3 zcIEEEX (a INTERLOR DOOR PANEWIDTH HORIZONTAL CROSS SEMION DOOR PANEL MY FIBER CLASSIC) FISER CLASSIC) DDOR PANEL uj 1/2'GWS 25" STEEL INTERIOR S TERCEPr SPACER 40 41 SEE NOTE 1 5" IN SWC L(E FRAME G aSs W/ Q1A7fNQQMFI 13.9375" MAX. PANEL 7,113" MAXMA) t.-- SIDELITE PANEL Smooth Star 1 /2" MIN. GLASS THK. 1/8" TEMPERED GLASS 1/Z' GLASS AIR SPACE - t 25" STEEL TEMPERED I I INTERCEPT GLASS SPACER 40 29 SEE NOTE 1 INSULATED GLASS W/ PVC LITE FRAME GLAZLN_G_DETWL 1/2" MIN, GLASS THK 1/811 TEMPERED GLASS AIR SPACE 1 /8., TEMPERED GLASS rrw cy tl N •• V a G2 g mia 0 E 1 0 3a b SEE NUIE i 1 HORIZONTAL CROSS SECRON 4 SIDELPE PANEL 2152" 2589` - s 42 F1 PLASTIC UP L17E_ MWE / PLASTIC UP LITE FRAME' FXIRUDED PVC FXFRUDED "4 j 1,w' 2 VFIZTICAt CROSS SECTION 111i11 1077' e 51DEUTE PANEL MOTE"! 1. Spacing for Item #29 & J41 (fits frame screws) r— F" ' is os fofiov v-- From the bottom up on sides S.5 1-531, ----iii. i Si with (7) mars spaced of 9.875" c.c, there are (2J screws both top and bottom at 2.125" in from each 42 SIDELITE i0P & BOTTOM RAIL 38 S1D 1 E BLANK SIDE S71LE comer. PINCER JOfNTEO PONDEROSA PINE, SC=0,43 FINGER J01N PONDEROSA PINE; SG-0,4.3 a z i e 02 24 12 Le N.TS. er: JK c 9r. LFS '- tnHc FL-15000.3 n aF c I 49 GSWk WA i g m a n 1D z m a tt crQ• 7 T t... •{ . l v ] C W 1..r, I. The sldellte re direct set into the jamb with (72) a item #43 a J8 % 2" pfh. ward screw. Thera are 13 (4) at each vertical jamb, from the top down at 76 1M5 , 31 ; 4SZ- & 66" There are (2) at the 21 18 header at 4" fram the outside corners of the w1-1/4'"MIN. frame. There are (2) at the silt, 4" from the H outside comers_ EXTERIOR HORIZONTAL CROSS SECTfON ti 7 H 48 1-1/4" MX a OEM6. (T1'P) i m 15MM. 47 i3 45 C-SBJK 6 4.4 INTEM vi 10 ACj1VE i : E : •''':}T Cl 1A 36 .• .. :• v1 4.3 SEE NOTE 1 35 o v EX1ER1Ok a 9 a 43 21 urc 02/24 12 Y 10 16 12 E N.T.S. 2a W, JK m HORIZONTAL CROSS SECTfON HomZONTAL CROSS SECTfOId II2I R CW- an Lr'3 ORAWM no.; a t8 FL—? ooz n rss y or T2 " 4. 11 IIMUWON SHOWN FOR II MASONRY 49 II REFERENCE II i HEADOPENINGTYP. II MULLION ll JAMBS Il SHOWN FOR 11 I[ REFERENCE It I I[ it 2X BUCK EI II II II iI II I1 ASTRAGAL 11 I I SHOWN FOR It I II II REFERENCE Il II Q 11 fl Q it II D It Y. II If DOUBLE W/SIDELaES BUCK ANCHORING MASONRY OPENING CONCREMANCHORNOTES: i- Concrf anchortccationsatthecom5 maybeadjuftdtomcd7twnthe mh. 2X BUCK edge dtstanceto morfrn'joints. 2. Concrete aneharfocationsnofed ar .VAX. ON G&•1T1:R'rrtt stbe adi5,ated to mafitch the min, edge distance to morfarjofrds. cdditionof concrete anchors may he requtted to emure ttte "MAX ON CEN7ERn danensr-on are not exceeded 3. Candela anchortobte: 9 ::.: n• fill,::., ti1:f;:C-arle5.. N„!tN>ik;R N TAPCON ULTRACON® 1/,' 1-1/4" in 4" MASONRY OPENING 2x SHOWN FOR ! I 49 1t REFERENCE (I TYP. HEAD II do JAMBS I I 11 II 11 II it II II II 11 II I1 IMULLION f I it SHOWN FOR I 1 REFERENCE I Il II 11 II Q 49 Q TYP, MEAD Q JAMBS Q Q Q 0 6 j ASTRAGAL SHOWN FOR u REFERENCE II DOUBLE DOOR INSWING SUCK ANCHORING i 17 vMASONRI OPENINC xT g A 2X BUCK yi a q tU i4 u O rfynnct x o q. mk y Y v X. V\ C • v AM, u z o a z 02/24/i2 L- N.T.S. 9 a er: JK n wwc N ° FL- 16000.3 a ar 8 ova n xmsemura": nax mxv.r.sv-,—eavn-evi xramrmrtC+.mser".sxtx."•twcnro'nm,nr+,+tnr!mrranrrs»•%HCM`nM'.r'•eYfWiAW'<rc:r-y..+anve 2xrn5 H.... •—^--r i— ...-.. Ta+ ..,-.-.—ir•,.—.Tn. . .ax"en—i—-:—T.Yz.-.n—n.'.. .{--—..ct..s... ,-... sn eno:ll.,.X•:S.Fvrr:•:[-a-_+G-r.:Smr¢:rae4encCTa:+nT n:n`vm'nr?rurM.++n ryr narn.. -+xxlinrw:,c,e .er' n 95.75" a a 18.88".. I 143e good F Y o r •:Z OTTQM I ro_ o ppigEwAda c o E oz 27 3i 27 Typ' 27 TYP. TYP. y 32P t 1.970" 2, a a OJS 0.75' U w II0.063' -• w 2 SEE NOTE 1 N 4 w IO 0.128' •---I 1 o 0 NOTE ASTR4GAL DETAIL DM 44112 z AT.s. me¢ sn JK n 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP cNx : AND THE BOTTOM. oMwus td FL- I5000z n Wmm 11 OF— z THERMAITRU 0 THERMA -rRU D00R6 Tin rr1DL6TRrnr. DR.. EOOSRinN. OH —517 FIBER CLASSIC" f "SMOOTH START 60 INSWING wt & WOUT SIDELITES F[SERGLASS DOOR NON -IMPACT" GENERAL NOTES f. This product has been evaluated and'ahcompiiancewlththe 5th Edifoh P014{ Ronda Building Code ( FBCI stiuchnol requirementsbdadIng the'E1igh Velocify Hurrcanekne OMO. 2. Produclancharsshdi bL•as rated and spaced as sfiovm on det ils_Anchorembedment io loose material shall be, beyond wal dressing ors'ucoo. 3. When rued In ihe'Hvi` P this prodvct k required to be protected vvlh an trnpacfreslsmnt covering that complies wifhSe0on 1616 of the M. 3 4. When. used In areas outside of the WWI regOng% ind borne debris proiection flits productis required to be protecledwith an Impact resistant covering that compfresw fh Section 16W.12af a theTBG 5.For 2xstud lratningcorniNclirmanchorfngofff}ereunits shall bethe mnteasihatshown lor2x bur:cmasonry car shuaHon d. Slie concRionsthatdevicne from the detals of this drawing requlte fudheren5insering anolysp by a licensed engineer arregisiered architect. 7. This product does notmeetihewader inlillmtion requirements for the" KvHr. Ui w g units shall be s installed orify innon-tiabadble. areas or at habftablelocatfomplotected by an overhang or canopy such that fhe ohgIs between the edge of canopy of overhang to sill Is less town 45 2 degrees. 7d&E OF MN1ENIS SH47a OSSCFIPRON f Typlcalelevatiorss,design presaxes& generdnotes 2 Door oanddetabs Smoothshil 3 Doorpo iel delolk (Fberclosod 4. Sid -lie panel deldits & glmlig details b Vedicalcrosssecklis 6 Horizontal crossseci}ors 7 1 Horitontolcrowsecllora g BuckAnchDring 9 Frame anchonrig 10 Fmmsarlchoring Il Astragal detaik 12 B3 of matedats & Components G3 37.WV'MAX avewl u S SEE DETAIL W } SHEET 6 5 000,Ei W/ SIDELUES INSWIN UNIT OX)CO SEE DETAIL A'/ SHEET 6 QV IiS E INSWMG UNIT XX z om O laa L o_ v t m aH` n „ e SEE DETAIL W / 1 Si1EEr 6 5 5 SAwGI_„€' Wlsai ff INswm- UNIT OXO Fs•n.G.s'rre+.e'... Jv Jsta ;l i?I ef,Rfi`sr 7' MIZZIA,,MM//, r: s r r rt w @ W < 7 O a D 02 24 12 i N- T. S. on JK In FL-150m sr i ot• N's 9 55 IA 56 c; 6 zEXT-gam 54 K Li'v 0V 3(LW'MA)C WERIOR No ANEL Doo' p WJIT8 14, l HORIZONrAL CROSS SECTION DOOR PANEL S2 4.037' 23 0.336' 1 L4MIOR ke SEE TCH SME LrloVMpl0-)0tTHlllA.R) Smcoth Star w Z, In DAM 4/12 INGE &jll 11HRIJ VERTICAL CROSS SECTION H-T-S. 2 SSMOOTH S-rAR) 2/ OOOR PANEL LFS 31 38 Ar A7 13 15 4 T5 76 4 tIL, IR 17 17 4j, 25 1 4 50 42 ST a .3`a 20 7 a *3 77 33 SEE NOTE 1 47 SEE NOTE 2 3d, co 30 rn 20 FXTFRI() EXTERIOR EXTERIO SEE v G-1 NOTE 445 46 SEE NOTE 2 IA 47 3VERTICAL CRO- SS SECTION Shown w/lx sub z: 28 40 42 v) 0M0NAL SURFACE BOLTS ON ACME PANEL 19 a i ( SEE DESIGN PRESSURE Ck4k1) 5! TZ SEE NOTE I NOTE": 7. The slofollte Is dTract set into tha Jamb with (T2) Item J43 a #8 x 2' pfh. wood screw. There are (4) at each vertraol jamb, from the top down at 13. sk1131, 48.5' & 66" There are (2) at the header 2 24/12_ 3at 34" from the outside Garners of tha frame. there are NT-3- 2) J1.3 a #8 x 2— 1 12" pM wood screw e the oxc ec JK Fa siT, 4" from the outside comers. CHK. ft LFS amtc AD -- VERTICAL CROSS SECTION /' 2 VERMCAL cRoss sEc-riON 2. OPTIONAL SURFACE BOLTS ON ACTJVE PANEL FL-15000.4 SEE DESIGN PRESSURE WART) . MT _.6_ of jo PADS C-SINE 1. The sldelite is direct set lrri° the jamb rrrr4rtiiti n 43 WM (12) Rem J43 a age x 2" Pfh. Woed screw. There are (4) at each vertical lamb, .from the top dot+a of 13.5", 31 ", 48.5" do B6". Them are (2) at the header ACTIVE L.j 3 z m a at 4" fmm the outside comers of the n rigor m t°`a' , frame, there are (2) J13 a J48 x 2-1/2' pfh woad screw of the sNf, 4'• from Me 1•t` a - rta Gz c7 flUtside comers. v_ ••+ sic t!.`r' x6 d 1NTFRlOR o 36 4 p4-544 a8 41 29 35 DETAIL A` I to o 17 78 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 1.1/# Ai[N. SEE DESIGN PRESSURE CHART) FMH (T1PJ RE lunmOR 3 HORJZONiAL CROSS SECTION tt 6 a x 22 a m0.16'MIN. GW 24 8 7 SEE NOTE I 27 g 7 43 33 O INACTIVE I I ACTIVE 10 c1 F rt R°•°.' 3:'.Y;'SJ_ to':(' i's,'iy.C. o 7 13 INMIQB 36 44 c 4 rdz ° c g 10 37 45 woe: 02 Z4 f2 aces: N.T.S. ° 1NTERfOR Mr. en ,II( e° HORIZONTALRIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION LFS dwnNctin: a Fl.-•15000.4 0 6 8 am -L OF 2 a0 v.....,.,.,..,,",.,,...,,..,,,,.,..,.,,....,...n",,,,,,-.,=„a•.a,,,.•,.,.,_.,,.,em,.,,,.,,9"„.,,.„s.,":,,R,:,,..,e.•-,,,,,....n.,z",.,,..;.,.a,c,.z.,,,:me,.:.,—, ,,...:_., 11 II II - t I 38 II I I MASONRY OPENING I I Tom• HEAD I I & jwss it ASTRAGAL I I SHOWN FOR II f REFERENCE 2X SUCK I I II 1 I f, tl l I i' MULUON tl MLTLUON^ ' ! II SHOWN FOR @ SHOWN FOR II II REFERENCE REFERENCE II II tl !I II ii No fl tl li H DOUSI.F.. DOOR WLSMEUTES MASONRY. OPENING 2X QQNC&7EANCHORNOTES t- Concrete anehorbcaBons of the comers maybe adjusted to mainioin the min - edge distance to,mortorjoinis 2. Concrete oncharlocaiionsnoted as"MAXONCfMFR'mustbeadjustedio mdntatn the min- edge didance to modarjomis• adcWanot concrete anchars maybe required to ensure the "MAX ON CF...WER" crjmernion are not weeded. 3 Concrete anchartable: MJFIgC-{ FliR.4`NEE•. fN::. . z: 1'RE'':''"•:$1XB'::`c`•iEMH D14lf=(1T'.i..-O;plq`tiI,2Y_=.'(7 F; ITW m TAPCON 2" 4" ULTRACON MASONRY, 2X it II 7 Il II 38 11 II II 7YP HEAD Il & JAMBS IE it Ii I II II MULuou II II SHOWN FOR II 11 REFERENCE II I JI a I I MULLION I I a' I SHOWN FOR I I n o II REFERENCE II II II II I! it 1€ SINGLE DOOR W/SIDELIJES BUCK ANCHORING 14f tl 38 li tl A 7YP- HEAD JAMBS tl ASjRAGq{• SHOWN FOR It REFERENCE I tl 6 ' tl 6 B I( I y O,LEDOOR BUCK ANCHORING a`-- j rrrr1 1 11i `,` M Ci Q6dM oMIDWL w- ix 1 FL- 15000.4 sir , or1,2 MASONF OPETHD FRAN 2X suc SEE DETAIL VIEW "8"-"A' I I l L t I JT 1 SEE DETAILYlf N51'ALLATION l 7TALLATIONK BUCK39S E 43 TYP. HEAD do 11'A UAMSS a suax K SEE DETAIL "7'" Tm SILL 74 IT I DOUBLE DOOR WISIDEL7 CONCRETEANCHOR NOTES: T. Con[sote onchorlooaBons at the comely maybe adjusted to marniain themb. edge cWonce to mortarjoints. 2 Concreta anchorlocationt noted Or"MAX. ON CENTER" mustbe odjusted to maintatn the min- edge distance to mortarjoinis, addlt7onal Concrete anchors mayberequted to ensure the MAX.6J CFNWcirmemfan ore not exceeded. 3. Concrete anchortoble: c_..-..xc._...:_..._ ei.:__.:.-e.:.^•_.nL.•EDti-rx.;Y-;tir"tF?73QR•?. WCONO CONa714 1.11'r ITV ® 7APCpPI 311b" WOOD SCREW INSTALLANON NOTES Matnfolnaminim dA16— X T^:,.- ,, hn r i. umSIB' edge dGtcmca, i en w ,odscrews to prevent the spfd8ng etwood- THESE- (2) AA `` REVD ONL DP > ` ` l fT it47 jNow XzMASONRzx sucKOPENINTALWTlONSUCK 1 a miaTXLLATCU n c FRAME -,,, AD JAMBS0SUCKIXSEC ? X BUCK SEE DETAIL TYP. OErS r''r: t t 1 [ ITYP. SILL f 4 ' 1 r V ` VIEW "C --'T=" " L* A• VIEW W"- A' VNCLE DOOR W/ SIDELrrFS n m 73 49 30 W/ 2X BUCK f3 0 3t INSTAU.A110N 31 13 W//1X BUCK 4a N I INSTAUNO N o 70 DETAIL 13' DETAIL "2" 10 ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD = 10 DETAIL 5` i3 n W J 3! o C x73 930 gm to JKmDETAIL "1• cm rn LFS DETAIL "4" SURFACE BOLT STRIKE PLATE mwm ^o' n 0 THRESHOLD FL- 15000.4 d mlev y4 cr 7 x Z. DETAIL '3" VIEW "B"-"B" I . I I l 1 DETAIL °a" W/zx sucx - r INSTALLATION n OPENING W/ix BUCK a INSTALLATION •O kWaS EAD dr - 0 FRAME 2X BUCK SEE 14 Typ. slLL DETAIL 'I" SEE DETAIL '4" 9. '-I L A" DOUBLE OODR CONCRETEAKCItOR NOTES: T. Cohcrefeanchor locafionsatihecomets moybeocrusiedtomobtdnthernim edge distance to mortarjointz 2. Concrete anchoriocotions noted os "A4AX. ON CENTER" must tba adjusted to malntalh the min, edge distance to mortarjoints addBonat concrate anchors may be requaed to ensure the "MAX. ON CENTER" dinension ore not exceeded. 3. Concrete anrhortable il•;S077R_:. r tea:,. uv...: J=rn a- a-. 7L);;?( DIAGeEI•i itvJ TAPCONm 1414- Frw x TArcoNm 31t6" T-1/4" 3" 1.1/2' 7. Ma nht n a min mum 51&' edge distance, 7" end distance, & 7`o.c. tpwhtg of waodscrewstapreventthespfiftlr ofwnod. A.„-III 1 is w/ zx aucx INSTALLATION w/ x eucx MASONRY 91tL5' I' ALLATION OPENING Ham° JAMBS FRAME ,,,- 4 2x SUCK - SEE rq v 0DETAIL 5' 14 T' P. SILL - SINGLE DOOSG R W/ 1X BUCK INSTALLATION t3 INW/2Sf BUCK 12 STALLATTON1370 10 DETAn _' 3" 10 DETAIL ' 5" W/iX BUCK 50 INSTALLATION IV/? X BUCK 13 INsrALtArD DETAIL 4" VIEW A" - A" 49 0 30 W/2x BUCK 13 INSTALLATION 37 W/iX BUCK 48 INSTALLATION DETAIL " 2" 6 ASTRAGAL Fc SURFACE BOLT o STRIKE PLATES ® HEAD n w 37 3i = a 0 o _ 2 aAzr 02 24 12 30 0 30 sr N T-5- atrG arc JK DETAIL 7" cw_ or: LFS SURFACE BOLT STRJKE PLATE -Ow THRESHOLD t1- 75000.4 10 as 1 1p 18b8a IB.38" Mal 18.5" 14.38" I 111 z dj gg ggcw 27 27 y'- 27 TYP. TYP. s o 3 iJa azr q 1.910' r mOXV DIS' g O.Od3a--mil-- w 24 SEE NOTE t ti qp Y 24 V 0 NOTE T1 ASTRAGAL DETfJL W& ggL. t5. 2 uws er JK a' 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. VS FL-15000.4 OF SFICET s:.w_wmeso:am--rr+n^-.- ..--n..—.-r..--,r..._.._.. ...-.._. _..._............._. .. msv..._--nr_-mnr.:sr•=me'r"-T'f—.:.:sri--:.r_ez-a-m++.'x rt.pr rnma.rx:sV•....emmna*+:uex..raaa.mn.,.eiam«eye,+t y z ezc.._. nananm... vam^v...r sn-r...._. .... .nae:m.mmc....-esmrzmaaonc., wa rrrr..-+rnmn-..as. a Rem I DESMYDON Malaria! 1 FIBER OfAS9C FC) PANEL SO CAI URL THK FBEMAZ DYMMA-TRU With yield drenglh Fy(;ai} oDD dQ fiBEP.QASs 511OOTH STAR 15 SIS Pk NFl D97 A1P1-MMZAM 6Y THE UA-7RU whh Y16d **,ygt6 d FNERG SS 2 TOP PAL HOOD COYPOSTIE 3 Fc WCH SCE woop C(>1P05 E 4 FC HTNCE SIRE PCNDEROSA PJM& SC-a43 OOQ 5 FC 8=9 RAO. AUOp GOLLP05ffE 6 fm=w (Lft . 9EL1511Y FDAV 7 SRORr REtOH OJMPRESSiON WEAT102s OP FOW 8 LONO RFACN CMPRESSVN WEdt iP D 4' x C HfNGE .09T TH um 10 10 x 314LA PFR ROD SggW STEEL 1! LfA50, W - 3000 RY UIM CONCRETE C08FV MIC TO M JOf CR MILL& SWCN CORMFUNG M AM C90 GbHCRtr 1 10 x 2 LGL PFH WOOD SCREW SIM 13 fe x Z } I.C. -PM-MDSCREW sila 14 i x 2-1 4 W PFH CONCRETE SCREW 15 SOEUIE HOTMW 900r.W0' FXIRUDED WML MYL Iq 2Y BUCK 56 5- CM NOD 17 WX 1 4' WM 1WWkL WOOD 8 0MU PASSCE LOCK - SIWWtMW SRIFS IS SELF ADJl67WJMWW SADDLE THRFSHOLD AL 00 20 PO ERDSA PN- SC- MCI) 21 51101.E .MMB D7IDgTOSA PINE sr-0,43 HOOD 22 MME JUIB CNDERQS4 FIN& sG4.0 WOOD Ed OVM7 ORDBOLT - SIGRATW SERIFS 24 HL)RRiCMJF ASTRAGAL ALUMINUM 14A ASTRAGAL. FIl15H SOLT STEEL 24R A57PAGAL FLUSH BOLT RUAM AL MINUH 6 1K LUCK SC » 0.55 WOW-- 17 Ito x r-T 2' LG. PANHFAD 5MET METAL Sao STEEL 28 INSMHG 002 BUM N 9"v AM 2 6-18 x 1-3 4' PELLIPS FLAT),M) SCREWY M 33 STLFL 3D SURFACE 00LT SI,RYE PLATE 57E L 51 110 x 2-1 ' PRIURS FLAII M WOOD 5" STEEL 32 1 4 71D4 CEILU R GA20rG TAPE sng-4 ZM- 33 PlASTTC LIP VIE FWE m 34 PLt57iC Il° VIE ME 92, SNC BLOC JANB PONDEROSA PINE 5(;=24. wom 6 MDEWE 90E SRIJ? FYNDERO51 PNE &G43 37 t0 x 1-3 r LG FFH WOOD SCREIY STEP)_ 3B T 4' r 2-3 4' PFH aM OR nw CONCRETE STREW 911ca J9 Vrr 3-3RA Pr7T MKrJ TE SCREW SrFA 4D SR. L'LNE CAULK (DOV 7s5l SUCONE 41 5- 10 x 1 1 ' PIASCREN FOR MN 34 STaL sipalre MP k 601TOV RA HOOD 43 8 x PRf W000 SCREW STEEL 44 3 ' x 3 e OLARMI? ROUND RHGER JOMM RNE file" YR1M45 1 L x.040' Dtl BRAD IMY NAO. mm 6 NE5 SURFACE BOLT f454.25 SM Sim 47 1 4-2D SIX BOLT W 14-20 FDAAIE FFA SIM 48 3 16' r 3-1 4" RW PFlf CGIVGRETE SORER SiE>:L 49 ASOCk SMIT PLATE 50 1 f x 3-1 4' ITN' PFH CONCRETE SMEN SS 1OP ML 55 Z LAXH SIRE mcoposm 56 SSHOICESTU6ROsAPIKESOx0.43 57 SS POTMY RAC gtpp^_ 7 r l J 46 SURFACE BOLT fLVfg .25- 5rFEL) 4MX b P T s WDOD FRA1F 35 FINGER JOINTED PONDEROSA PINE, SG-0.43 7S q° 3 LZ- O 01 ti... c. Q r d, i iFTFh1 1j1L, p, ri one 1 m UN •• i 3 s e Y nor m fL4o= 30 . SURFACE BOLT SMtKE PLATE eJ25' STEEL) 0 z I C) INSWING DOOR 907TOW SWEEP VINYL -080" MAX WAL4 035' ANN_ WALL I Ijj— 1 INSWING SIDELITE 15 007TOMBOo7 0.09" EXTRUDED VINYL WALL DATE• 02/ z4/12 sate N. T.5_ MA ar` JK a,, LF' S nwsram M.: FL-15000. 4 awj-zura s R W R W Building Consultants, Tic. B Consuidng and Engineering Services for the Building Industry P.0,Box 23UYahlco,FL33595 Phanc0(3,659,9t97 Florida Boon! 6PPmfens(6eal Eoefners Certificate of Authorrtadou No. 99 (3 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber 0lassic" / "Smooth Star - oDoors Doorss Exterior Door IIS industrial Drive 8'a mewing w1and wfout Side(itee Assemblies Edgerton, OH 43517 Fiberglass Door Phone (41a)298-1740 Non-irn act' soaps: This Is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.I . (Syatam fD # 1998) for Therma-Tru Corporation based on Hula Chapter No, 61 G20-3, Method 1 D otthe State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire ffnandal interest in the company Limitations: manufacturing or distribufing the product or in any other entity Involved In the approval process of the product named herein. 1. This product has been evaluated and is in compllanco with the bth Edition (2014) Florida Building code (FRO) structural requirementsIncludingthe 'High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond waft dressingorstucco. S. When used In the "HVHZ" this product is required to be protected with an impact resistant coveringthat compiles Mill Section 1028 of theFBC. 4. When used in areas outside of the "HVHZ" requiring wind borna debris protection this product is required to be protected with an Impact resistantooveringthatcompileswithSection1609.1.2 of the FBC. 6. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.4 require further engineering analysis by a ioensed engineer or registeredarchitect. 7. Inswing configurations do not meet the water Infiltration requirements for the "HVHr. inswing units shall be installed only in non - habitableareasorathabitablelocationsprotectedbyanoverhangorcanopysuchthattheanglebetweentheedgeofcanopyoroverhangtosillIslessthan45degrees, 8. See drawing FL-16000,4 for size and design pressure limitations. Supporting Documents. 1. Test Re op rtNo, Test Standard TEL 01460337 A,B,C ASTM DSa5-03,ASTM D1929-96 ASTM 02843.99 TEL 01460336-A,B,C ASTM D636-03, ASTM D1929-96 ASTM 02843-99 STT500001 ASTM Q2q-95 15427- 107362 ASTM E64-00a ATI 67608.01-106-18 ASTM 0194.96 ETC 01-741-10701.o TAS 202.94 ETC 01-741-10703.0 TAB 202-94 ETC; 01-741-10595.0 TAS 202-94 TEL 06-1031-3 TAS P-02-94 TEL 06-1031-4 TAS 202-94 Testinu Laboratory Signed by Testing Evaluation Lab.,inc. Lyndon F Schmidt, P,E, Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratcrles Testing Evaluation Lab.,lnc, Testing Evaluation Lab.,lnc. Drawing No, Prepared by *u,•<sy i,P!t:? r, No, FL 15000.4 RW Building Consultants, Inc. (CA #9813) A'' ` i (- l_, i,' atCUietlenS Prepared by a }t' Anchoring RW Buffding Consultants, Inc, (CA#9813) ASTM E1800 Glass Load Lyndon F. Schmidt, P.E. < i ' ''t`rtrpi # ` f. Quality Assurance Certifloate of Participation issued by National Accreditation and Management nsHtute , certifying that Therma TruCorporation Is manufacturing products ` =_•,; - within a quality assurance program that complies with ISO/IEC 17020 and aulde 63. Shest 1 of 1 r. Lon Hicks, VP Operations Wtllfam E. F[tdh, 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. Sianed & Sealed by Lyndon F. Schmidt, P.E F, Schmidt, P.E. Lyndon P, Schmidt, P,E. FL PE No. 43406 PJV2016 V"NDHAM PRESERVE - LOT A SS SPECIFIC PURPO S V 3=o N a y a I o lyo 0003 00 0a U PCPS89' 40'51 "W 606.15' WAXWING 3z 160.15' Z Z 0 o CENTERTWAYLINE 50' RIGHT—OF—WAY a, _ PCP a N O o CONCCURB (PRIVATE ROAD) CONC CURL, m LO No PROPOSED 5' a Z CONC SIDEWALK b N89' 40 *51 "E 40. 00 2j3 to' UTILITY VMDHAM PRESERVE EASEMENT ( P) LOT I S8 C, t PB 81, PIS 93) w w ft LOT 1,59 LOT 176 LEGEND: ADUSSD-Access/Drainage/Utilities/Sidewalk LB -Licensed usiness BFP- Bockflow 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. B.-Deed Book 00-Water Meter O. R. -Official Records Book Dd -Water Valve P. B.-Plat Book Zf-Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Elev,- Elevation RCb4-Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver I] -Telephone Box SW - Sidewalk E -Electric Box FFE - Finished Floor Elevation O-Utility Pole Cl - Curb Inlet Guy Pole GTI- Grote Top Inlet Light Pole P. U.E.-Public Utility Easement E---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 HHo -Electric Handhole D. U.E. -Drainage/Utility Easement C06 -Clean Out FMGD- MAG NAIL & DISK CVD4-Irrigation Control Valve P. K. -Parker Kolon Nail I' -Sign SIR - Set 1/2" Iron Rod L87768 WDd-Gate Water Valve SPKD - Set P.K. & Disk L87768 Gcs Meter FIR - Found 1/2" Iron Rod LB7768 Existing Grade FP - Found 1/2" Iron Pipe L87768 a -Blow-off Valve FPKD- Found P.K. Nail & Disk LB7768 -.-Drainage Flow Direction FCM- Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM L87778 Note: Some items in above leaen 1 - As-Built/Existin Grad dmay not be aoDglicable 1 Description I Date I Dwn.ICk'd I P.C.lOrder No. 1 0) 2467 WAX' WAY 2260 MAGELLAN 10 ELEVATION - S GARAGE - LEFT FORMBOARD FFE= 29.44 16. 0 ' I oo 10. 0 w w o LOT 158 0 AREA - 4, 400 S.F. ± 40. 00' S89' 40'51 "W LOT 177 O O LOT 157 LOT 178 SURVEYOR' S NOTES: 1. Current title in 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 "MDHAM PRESERVE", City of Sanford) Seminole County, Florida. 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY SURVEY) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front =- 25' Rear = 20' Side = 5' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. LOT AREA CALCULATIONS LOT = 4,400 SQ.FT. LIVING AREA=. 1,002 SQ.FT. GARAGE = 411 SQ.FT. PORCH = 23 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 88 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS= 46.3 SOD = 2,362 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTALAREA AREA = 5,400 SQ.FT. DRIVEWAY = 515 SQ.FT. SIDEWALK = 288 SQ.FT. SOD = 2,488 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 " X" DESCRIPTION: LOT 158, according to the plat of " WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies the teq'SiPrL y bfoj a hereon described property 555 Winderley Place, Suite 109 was made un Yn meets the Starlards of Maitland, FL 32751 yy,, Phone: 321 27 Practice by- the. 'Board of Profesonal ( ) 0-0440. Surveyors 8 99.49 4iffV' 1% Florida Administrative Fax: (813) 248-2266 code, fur uaiLG to65tion 47.2.OQ7;, Florida Statutes Licensed Business No. LB 7768 a GeoPoi t oR. • - -- Surveying, Inc. es D. io PSuNCl LS6915 Drawn: MTP Checked: JDL P.C.: Data File:BrissonEast-Plat FLORRIIDAVAPRL OFESS 0 ,%WgWR` MAPPER NO . ................. HE SIGNATURE AND THE ORIGINAL Date: 2/O6/18 Dwg: BrissonEost-Lot158 Order No.: RAISED SEAL OF A iFLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: V. 7 0 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S NI.PAV o 5,110.00 Job Address: 2467 Waxwing Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-1580 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company Address: Fax: State License No.: CAC1816317 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Permit ApplicationRevised: June 30, 2015 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may, be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies; or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The, actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of O%vner/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 W—'//'x3'3/2018 Signature of Contra for/Agent Date l,,abert Kulp ri nt`Contractor/Agent's'Namc h ,. 3/3/2018 S nature of Notary -State of Florida Date 4r Notary Public State of Florida Arionna C Rosenwinkel 1Q ,My Commission GG 147038 s M1tl> Expires 10/0112021 ContractorlAgent is er o o to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg:. Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps. Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER inh fi-3R Date: 8/2/2017 41 144701 Subdivision I Phase I Bld I UU Blk BILL TO: Starlight Homes - AWH Lot /'Sub: Wyndham Preserve 158 2467 Waxwing WayADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford 1FL 32773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 2260 MagellanModel/Bldg: Order Taken By: Equipment Brand:. Carrier 14 Seer Heat Pump R-410a A/H-2 or FurnacE. Job Contact: S Woolwine A/H-1 or Furnace FB4CNP036LQ0 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NBO360OG CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base N/A AHU Location 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient A/H-3 or Furnace A/H-4 or Furnac( MUST BE ACCURATE AND COMP Heater or Coil Heater or Coil _ Bldg. Permit# CLI-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes Zoning, Brand: Honeywell/Johnstone Vent. Damper Y815OA1017 Qty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone. Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 402.56 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 ByPass. 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 2 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: EstimatedEstimatedTask - Description Hours Cost 1. 98 24.95 Rou hin $2,505.00 03-Fabrication Labor 27. 30 409.43 04-Installation Labor 7. 001 119.00 Trim $2,500.00 06-Piping Labor 14- Kitchen Vent Trim 1, 274.65 02-Material/Tax 1, 482.48 01-Equipment/Tax 09- Permit/Other 110.00 Permit $110.00 1. 42 17.95 011-Delivery Labor 2. 851 35.91 Total Contract: $5,110.00 20-Pull Material Labor 2. 501 42.50 12-StartupLabor Level 1 N Al kit -fam 12 x 12 12x12 198drn 198 Cirri g 9, 12 „ Sup Riser 14" Fptr, 7 8 rvnv — — — T- -- 12 x 6 Cl2 100 cfm 4 Bed2 12 x 8 164 cf 14x6o 8x4 7 cfm Foyer uA'tr= garage Job M Starlight - Wyndham Energy Air, Inc Scale: 1/8" = VT Performed for: Page 1 Lot 158 - 2260 Sl 5401 Energy Air, Ct Right -Suites Universal 2017 17.0.08 RSU17013 Sanford, FL32773 Orlando, FL 32610 2017Jun-Jun10:32:54 Phone: 407-886-3729 ...m Preservek.ot 158 - 2260 SL.rup www. energyair.com GRenner@energyair.com level 2 AHU ON METAL STAND 3.0 TON 240V 75KW HP m br 10 x-6 109 ctm Loft Bx4 8 x 4 18x8 22 cfm 43C 12-:x 6 24x18 139dm 1105 cfm Sup Rise cls2 q" 7"14" 1 a 601 Yj ht' 6a 47 CFM Laun CVTR O Ta 4. ba2 8x4 In g„ rvT O26cfmhall x 4 4'— 4' eft wic 6" 4 10x6 4" 10x6 78 cfm 14 x 6 78 cfm 14 x6 8x4 4 cfm WIC wic4 br3 8x4 Bed 21 cfm Job #: Starlight -Wyndham Energy Air, Inc Scale: 1/8" = IV' Performed for Page 2 Lot 158 - 2260 SL 5401 EnergyAir,Ct RightSuiteOUniversal 2017 Orlando, FL 32810 17.0. 08 RSU17013 Sanford, FL 32773 Phone: 407- 886-3729 2017-Jun- 20 10:32:55 m Preservellot 158 -2260 Sl.rvp mMenergyair.com GRenner@energyair.com CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S I I- 2,g1o 5, 110.00 Job Address- 2467 Waxwing Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-158.0 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone! Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 Name: State License No.: CAC1816317 Architect/Engineer Information Phone: Street: Fax: _ City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work,: plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the code in effect as of that date:.5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that 'may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notifj, the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owmer/Agent Date a3/3/2018 Signature of Contra for/Agent Date Print OHmer/Agent's Name Wint`Conuactor/Agent's' J1 ` ; 1- Name 3/3/2018 Signature orNowy-5iate of Florida Date S nature of Notary -State of Florida Date rb Notary'Public State of FloridajoArionnaCRosenwinkelJc.1a My Commission GG 147038 ratitl. Expires 10/01r2021 Owner/Agent is PersonallyKnown to Me or Contractor/Agent is er o 0 Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY to Me or Permits Required: Building Electrical Mechanical Plumbing[] Gas[-] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 PermitApplication WORK ORDER Job #: 33338 Date: 8/2/2017 144701 Subdivision I Phase I Bld I UU I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 11581 2467 Waxwing WayADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford IFIL 132773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 2260 MagellanModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or Furnac( Job Contact: S Woolwine A/H-1 or Furnace FB4CNP036L00 Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NBO360OG CU-2 Date Required: T'Stat:. TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 82 HSPF Efficiency A/H-3 or Furnace A/H-4 or Furnac( MUST BE ACCURATE AND COMP Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter`Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency. Zoning Brand: Honeywell/Johnstone Vent. Damper Y815OA1017 aty 1EAIPullsPermit: yes Builder calls inspection: es Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 402.56 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass, Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 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 2 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.98 24.95 Rou hin 2,500.0003-Fabrication Labor 27.30 409.4304-Installation Labor 06-Piping Labor 7.001 119.00 Trim 2,500.00 14-Kitchen Vent Trim 1,274.6502-Material/Tax 1,482.4801-Equipment/Tax 110.00 Permit 110.0009-Permit/Other 1.42 17.95011-Delivery Labor 2.851 35.91 Total Contract: 5,110.0020-Pull Material Labor 2.501 42.5012-StartupLabor Level 1 N tlfor. l kit -fam 12 x 12 12x12 198cfm 198 cfm g - 12 " Sup Riser 14 ptr 7 - 6 ., rrtx 12x6 Cl2 100 cfm 4 Bed2 12 x 8 164 cf 14x6 8x4 7 stm @T Foyer garage Job M Starlight - Wyndham Energy Air, Inc Scale: 1/8" = TO" Performed for: Page 1 Lot 158 - 2260 SL 5401 Energy Air, Gt RighSuite Universal 017 RSU17013 1Sanford, FL 32773 Orlando, FL 32810 2017,Jun-20 10:32:54 Phone: 407-886-3729 ...m Preserve%Lot 158 - 2260 SL.rup wwWenergyair. com GRenner@energyaircom m br 10x6 109 cfm Loft 8,x 4 1 B xB 22 cfm 8 x 4 12-x 6 43 c 24 x 18 139 Cfm 1105 cfm cis2 Sup q• 7"14" 6" T m ba a t'ViR Laun 4' O a TR r5 8 x 4 In 9 26 Cfm hall x 4'— 4 1 WIC level 2 AHU ON METAL STAND 3.0 TON 240V /5KW HP i 6" jcfm 6" 10x6 N14 10x6 78 cfm 14 x 6 78 cfm x6 br3 wic4 8 x 4 Bed 4 21 cfm S 01 V7a n cFM lob #: Starlight -Wyndham Scale: 1/8" = 1'0" Performed for. Energy Air, Inc Page 2 Lot 158 - 2260 SL 5401 Energyk, Ct RightSuite® Universal 2017 Orlando, FL 32810 17.0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017-Jun-20 10:32:55 wwwenergyair,cam GRenner@energyair,com . m PreservetLot 168 -2260 SL.rup ENVIRONMENTS FOR iioly?'M" SITE ID: 375759 LOT: 158 BLOCK HOUSE: 2487 STREET: WAXWING WY CITY: SANFORD STATE: FL ZIP: 32771 COUNTY: SEMINOLE ACCOUNTf: 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/182017 PROGRAM: HERS1100% TESTER: EFL IECC: 2009 CLIMATE ZONE: PROPERTY OWNER: PROPERTY ADDRESS: 2487 WAXWING WY, SANFORD, FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: DaveRevelle DATE: 06/122018 I Tester I Dave Revelle I Date 1 06/12/2018 1 ResuB I PASS I axe k. t..:. 2, i1t TEST'NAME i F al '.# Freasre: rCORRECTION D" kNEEDE.a BUILDER r VERIFIED RATER VERIFIED WA 5. 1 Attic Access Panel (fully gasketed and insulated) 5. 2 Attic drop -down Stair (fully gasketed and insulated) 5. 4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) 5. 5 Whole -house Fan (insulated gasketed to the opening 7. 3 Fresh air ventilation installed per program specs Bkrwer Door BD Ta et BD Actual Room Pressure Test N .„ BUILDINGORIENTATION' APROGRAM P VOLUME CU. „, ter,;.,,,VOLUTAE r ' 4,`CODEv CU.' n PROGRAM !! A11r nM, SHELL, 8Q. , - ,p, q CODE ` / r „ dSMELL N/ A 21,085 0 0 PROD r' 0 R-A k b •' ; : CFM;50; ,. CO rx"` n a. a CFM'50.,. r t aPROORAM ,' rz r r§t a ACN 50 w k ,; 1 jc t 1;CODE"Y"a"'`'r 4 ACH 50 w r 4 PROGRAM mod,% of Shall unnn F". CODE % TF,w(n of Sh6d . 0 12,460 1, 281 3.65 i Mat Bdrm 0 Bdrm 2 0 Bdrm 3 0 Bdrrrt 5 0 Rm 1 0 Rm 3 0 Other 0 Bdrm 4 0 Rm 2 0 CO Detectors Energy Star QualifiedAppliances? Eftlent Ughting Package? 60 or> Of Hardwired Lights Must Be CFL Or LED Low Flow Faucets, Toilets etc? Programmable Thermostat? X Coditd Green Program Level Requires Visual Inspection Mechenlral 41 ManufsclurerName:i'YF Mo lF1 ", ygdel'j2 .,d ModelKi, r k`Modal# SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM WATER HEATER SYSTEM WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTDOOR OUTSIDE CARRIER CH14NB036 UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER F84CNP036 PUMP) SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP) SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP) SYSTEM FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) BUILDING SPECIFICATIONS UILDING. CHARAC7ERIST1CSr K„ r AS3DESIGN=VALUESt„ r„;±„"„s A3'BUILT='VALUES,.a,g.,,; Al OF BEDROOMS (REM) NA NA CEILING FLAT (REM) NA NA SEALED ATTIC (REM) NA NA VAULTED CEILING (REM) NA NA FOUNDATION WALLS (REM) NA NA EXPOSED FLOOR (REM) NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R-VALUE (REM) NA NA DUCT RETURN R-VALUE (REM) NA NA TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Rev@Ils DATE: 06/122018 BUILDING SPECIFICATIONS Q - 'SUILDING;CFiARiACTERISTICS#. PASrDESIGNx VALUES , ASBUILF=.VALUES , ,,,n uCOMMMENi=?, PROGRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE (PRIF).CONVENTIONAL r ' WATER HEATER FUEL TYPE (PRIF) W s= r•' ELECTRIC., a WATER HEATER SIZE, EFFICIENCY & LOCATION PRIF) INFILTRATION ( HOUSE LKG) ACH (REM) c Htg.3.85 CI` i.3.85=ACH @;50 Pa"scals" FRESH AIR VENTILATION TYPE (PRIF) VENTILATION FAN MANUFACTURER (REM) NA NA VENTILATION FAN MODEL # (REM) NA NA VENTILATION FLOW REQUIRED (REM) NA NA VENTILATION EQUIP. RATED CFM (REM) NA NA VENTILATION # OF FANS (REM) NA NA VENTILATION TIME - HRS/DAY SPECIFIED (REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR (PRIF) FRESH AIR VENTILATION FAN WATTS (REM) NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC' S (PRIF) INTERIOR % OF CFL'S (PRIF) DISHWASHER ( PRIF) REFRIGERATOR ( PRIF) FOUNDATION TYPE (PRIF) SLAB TYPE (PRIF) SLAB AREA (PRIF) SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE (PRIF) FLOW RING (PRIF) HEATING ( REM) NA NA COOLING ( REM) NA NA AIR - SOURCE HP (REM) NA NA WATER HEATING (REM) NA NA TOTAL CONDITIONED FLOOR AREA CFA SO FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET SYSTEM 1 SO FT. SERVED (CFA) TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Revell@ DATE: 08/122018 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Z' oD '781 i SYSTEM 1 DUCT LEAKAGE TO OUTSIDE p r 90 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE =Infinity/ 3i98 /: CFM25) TARGET ,a q (CFM25) ACTUAL , a.) (% OF CFA) ACTUAL- , rR SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM OF 271 s +' aN/ O'OOh CFM25) TARGET (CFM25) ACTUAL '" CFA) ACTUAL ; cs. N SYSTEM 2 SO FT. SERVED (CFA) py . Y a'I r. SYSTEM 2 DUCT LEAKAGE TO OUTSIDE ,i ! 4 4 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET G 0 a ` 1 (CFM25) ACTUAL, i^. (% OF CFA) ACTUAL L SYSTEM 2 TOTAL DUCT LEAKAGE if, 0 r)'T' S SYSTEM 2 TOTAL DUCT LEAKAGE ? - SYSTEM 2 TOTAL DUCT LEAKAGE (%OF CFM25) TARGET r ' (CFM25) ACTUAL ) is i. CFA) ACTUAL s a11 , SYSTEM 3 SO FT. SERVED (CFA) mm SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE °' SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET *``` 0, u:. j0 "°'u (CFM25) ACTUAL r (% OF CFA) ACTUAL ro- a, w 'd'N' W"Opc SYSTEM 3 TOTAL DUCT LEAKAGE °) SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3TOTAL DUCT LEAKAGE (% OF CFM25) TARGET a' 0 e :0 ' @ (CFM25) ACTUAL q I CFA) ACTUAL SYSTEM 4 SO FT. SERVED (CFA) -40 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE a 0F" Cr `"0 11 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE fr " rg SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET t a° #fi`a°tl (CFM25)ACTUAL -+ a a` (%OFCFA) ACTUAL - I " i s. TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Revelle DATE: W12/2018 SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE °1 SYSTEM4TOTALDUCTLEAKAGE(%OF CFM25) TARGET0 q0 (CFM25) ACTUAL „ CFA) ACTUAL BUILDING SPECIFICATIONS mBUILDING`"CHARACTERISTICS;"Jo y granAS,DE3IGN-AElJE3 ..,,...,,.,,AS,BUILT,=VALUES,, 1s ;... ., . l , WIN, w;.1.`sn. COMMMENTa._,., i h. "I DUCT LEAKAGE TO OUTSIDE (REM) NA 0.04 CF.M25 GCFA, TOTAL DUCT LEAKAGE (REM) NA , ,G ,,;., . 0.12 CFM25.6CFA „ FLOW RING (PRIF) SUPPLY TO MASTER CLOSET IS COVERED BY SHEETROCK 1 06/12/2018 I FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 2467 Waxwing Wy Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 2467 Waxwing Wy (Lot 158) Jurisdiction: Cond. Floor Area: 2260 Cond. Volume: 21085 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: Sinnle or Multi Point Test Data HOUSE PRESSURE FLOW: 1 50 Pa 1281 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm CFM(50): 1281 ELA: 70 EgLA: 167 ACH: 3.65 SLA: .03 ACH(50) " : 3.65 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405.2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Signature: Printed Name: Dave Revelle Date: 06/12/2018 Digitally signed by Dave Revelle Date: 2018.06.12 09:53:51 EDT CN=Dave Revelle, O=TopBuild Home Services, OU, EMAI LADDRESS=dave.revelle @topbuild.com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10/25/2017 375759EFL 9X817I97_T F:t:Ze37*y-C63T C 3'Z T•) FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 2467 Waxwing Wy Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 90 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Duct Sum lines 1-4 90 System Leakage Divide by 2260 Total Conditioned Floor Area) 0.0398 (Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Digitally signed by Dave Revelle Date: 2018.06.12 09:53:40 EDT CN=Dave Revelle, O=TopBuild Rater Of Record: ( ; Tn Home Services, OU, i ~.a-..TW:w—EMAibC-d ave eveii PrintedName: Dave Rev$Ifls RESNET #: 4311088 Date: 06/12/2018 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:. r = Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 375759EFL r kTA, 'n1 y F .11( ff '. K. '41 R PCP S89'40'51 "W 606.15' _ CENTER WAXWING WAY 3 160.15' LINE 50 RIGHT—OF—WAY PCP CONC CURB ( PRIVATE ROAD) o o \ / z F/R N89'40'51 "E 40.00' LOT 159 1k LOT 176 5' CONC SIDEWALK p F/R 10' UTILITY EASEMENT (P) CONCRETE W DRIVEWAY 16.0' a 20.7 U r7 z PORCH 6.0'' 7.3 1 STORY RESIDENCE 2467 WAXWING r^i WAY L FFE= 29.44' 6.0 28.0 6.0 4 16.0 0 0 0 l A/C o o i PAD 10.0 i w L4 o LOT 158 C AREA = 4,400 S.F. 0 FIR I d2 nn' LB —Licensed Business LEGEIVD:ADUSSD—Access/Oroinage/Utilities/Sidewalk 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 FIFE —Finish Floor Elevation O.B.—Deed Book R—Water Meter O.R.—Official Records Book D4—Water Valve P.B. —Plat Book Z7'—fire Hydrant Pg. —Page RCM —Reclaimed Water Meter Elev.— Elevation RCD4—Reclaimed Water Valve Conc. —Concrete Cable Box BP —Brick Paver m —Telephone Box SW —Sidewalk Electric Box FFE —Finished Floor Elevation 0 —Utility Pole Cl —Curb Inlet Guy Pole GTI —Grate Top Inlet Light Pole P.U.E.—Public Utility Easement Guy Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride O —Storm Sewer Manhole NCS—No Corner Set (Falls in Water) D—Sanitary Sewer Manhole SF —Square Feet EHHo —Electric Handhole D.U.E. —Drainage/Utility Easement COO —Clean Out FMGD —MAG NAIL & DISK CVD4—Irrigation Control Valve P.K. —Parker Kalon Nail Sign SIR —Set 1/2" Iron Rod LB7768 WX—Gate Water Valve SPKD —Set P.K. & Disk LB7768 Gas Meter FIR —Found 1/2" Iron Rod L87768 1-91 —Existing Grade FIP —Found 1/2" Iron Pipe L87768 al —Blow—off Valve FPKD—Found P.K. Nail & Disk LB7768 ---Drainage Flow Direction FCM—Found 4"x4" Concrete 10. —Proposed Design Grade Monument PRM L87778 10.2 —As—Built/Existinq GradNote: Some items in above legen may not be a',Nicableel REVISIONS Description A Date I Dwn. Ck'd I P.C.-Order No. TELEPHONE PEDESTOL O O O LOT 157 S89'40'51 V F/RTLOT 178 LOT 177 II 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 VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. 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. N m a) C -W 3= o D a U) a c . o00 v o 0 p J — p0 v Z, z Uv ` c c v 0 0 .o m WYNDHAM PRESERVE LOT I S8 PB 81, PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' SURVEY NOTE: No SOD at time of Survey PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, in Flood Zone "X" DESCRIPTION: LOT 158, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 5 25 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 Board of Professional Fax: (813) 248-2266 4 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Se Statutes. le o,nt Surveying, Inc. Prmes D. Leviner LS6915 [SDate:.5/30/18 n: MTP Checked:JDL P.C.: Data File:BriasonlAst-Plat ORIDAPROFESSIONALSURVEYOR & MAPPER NO. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Dwg: BriaonFmt-Lot158 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. I Field Bk: ^