Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
3993 Night Heron Dr 17-2797- NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 DATE: September 25, 2017 BUILDING APPLICATION #: 17-10000700 BUILDING PERMIT NUMBER: 17-10000700 UNIT ADDRESS: NIGHT HERON DR 3993 17-20-31-502-0000-1900 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: 3993 NIGHT HERON DR / LOT 190 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO-WIDE ORD Single. Family Housing CO 54.00 1.000 dwl unit 54.00 SCHOOLS -WIDE Single Family Housing ORD 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY. ROAD, 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Marv. FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: 6RANT i1ALOY; SE.MIMOLE C{li. irry C:I...Fi*, OF CIRCUIT COURT & COMPTROLLER BK 9006 Ni 1.264 UP95 ) CLERK'S Y 2017103573 RECORDED 10/1.3/2017 02-',+3:31 PM RECORDING FEES $10.00 RECORDER BY hdevore Parcel IA Number 17-20-31-502-0000- 1 `j 00 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) W-Indhgm Preserve, P8 81 Pgs 93-102, Lot 1 q D Address: 3 i 3 i h'- } Yn _1 y ; "rQ- :!A GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name:. Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA_ 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA In addition to himself, Owner Designates NA of To receive a copy of. the Llenor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713,13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under p alties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to! 71r,,,7—wledge and belief. rgnature Owner's Printed Name Florida Statute 713.13(1)(g):'The owner must sign the notice of commencement and no one else may be permitted to sign In his or her stead State of _ i_ County of sL_ The foregoing lnstrument was acknowledged before me this j q day of tnr cil _P .20 by I i l 1 fl k Who is personally known to mea Name of person making statement OR who has produced identification type produced: t e of Edentiftcation c ; • t y Shayne Mangel s NOTARY PUBLIC i, STATE OF FLORIDA Gomm# GG113111VNotary signature, . Ci ViNCE19 Expires 6/21/2021 ? L1 is SEA' 19 20V CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / `7r'A 7 9 Documented Construction Value: $ 10 1:310q:5cf,"" l i Job Address: 3T 3 Nig&.t 4-era,Historic District: Yes No Parcel ID: 1-1- A 1) - 31-5oa - C]bC 0 Residential Commercial Type of Work: New T& Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: ir„"r\c. (1.Q1 Title - Phone: j1- -7 0% - o1.La. l Fax: Lt-c-7-L.Qq j- La0 Email: 1nau,n ,rnaxv.e d o"10 errs . Property Owner Information Name V Qnno..s mac.. Phone: ` -t-7 - `16%- Qlto I Street: P- ,o -_ D wResident of property? : o City, State CA Contractor Information Name n L-LC1 Phone: L-k-0`I - La kA 3—IOca Street: p Lim} P44-0l uJd)A _S\ `l c\ 7Z xa ic_ lay' Fax: L{-n-[- L I-41- City, State Zip: jPU 3;)t4 tP State License No.: C, Cr C.15 ala,3 Architect/Engineer Information Name: Street: a0 S. CY-1F.Ole, City, St, Zip: "" . N-y%"'\fr Phone: 9.1S- ( oylo- '$OOI Fax: ek E-mail: Bonding Company: Mortgage Lender: V Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF ^7 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. p\ FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5' Edition I, )Florida Building Code "^ Revised: June 30, 2015 Permit Application I 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. Signa wn /Agent Date Print Owner/Agent's Name 1 Pr Signature of No -State of Florida 0 Date Shayne MangerYqNOTARYPUBLIC STATE OF FLORIDA Comm# GG113111 Owner/Agent 10 •P 91*9PPRY391to Me or Produced ID Type of ID Dt-- q),S) Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name a nulz*4, Signature of No -State of Florida Date 4g A Shayne Mangei NOTARY PUBLIC STATE OF FLORIDA 2 Comm# GG113111 Expo s 6121 /2021 Contractor/Agent is VPersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical Mechanical 2 Plumbing' Gas Roof Construction Type: Nrs Occupancy Use: SZ3 Flood Zone: x-5CE AiTAu4t-D Total Sq Ft of Bldg: Z 4R Min. Occupancy Load: ) # of Stories: 7— New Construction: Electric - # of Amps 150 Plumbing - # of Fixtures i'7 Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: 4010 UTILITIES: ENGINEERING:yN,C- k()-3 201? FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. ZC(. -77/a tyv, 2y oc Ist l e - U Fire Alarm Permit: Yes No 2 WASTE WATER: BUILDING: SE Z-6•t& Revised: June 30, 2015 Permit Application CITY OF SANFORD w . M BUILDING & FIRE PREVENTIONry:. PERMIT APPLICATION Application No: % Documented Construction Value: $ 1311 lD-1 O Job Address: 3 99 3 Ng,.-r hex n 1 v a Historic District: Yes No Dk Parcel ID: Residential Commercial Type of Work: New K Addition Alteration Repair Demo Change of Use Move Description of Work: C tn;;A--jcA- Plan Review Contact Person: Title:e- Phone: L--j- `I0% - o:2 I.Lo-1 Fax: p'jppEmail: Property Owner Information C-' Name 1 a ln'c- n v a. 1r--1 n ; . LA-c, Phone: `t-a`i - -. 6 - O t Q, 1 Street: iLi tSl ` ,` T e amResident of property? : o City, State C ,N 3d(-LLp Contractor Information Name ",, V—U n _L—C, Phone: 'A-0-1- La LA.-:Z - 3 Oy Street: 16 lL* lay' Fax: City, State Zip: ;--1kA tp State License No.: Architect/ Engineer Information Name: - 4- Phone: :)\XS - LOL110 8a01 Street: S. I(Y1aOle, Y'ee-- " Fax: City, St, Zip:,,1,1e, E-mail: Bonding Company: "N Mortgage Lender: It-Jpc Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 1/` Z, C S Silgnafthe7gent Date Print Owner/Agent's Name Signature of No -State of Florida 0 Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Owner/Agent irO E t P&8$fllyp'Ry3%1to Me or Produced ID Type of ID tt- q),S) I-Z)- Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name Signature of No -State of Florida 0 Date A Shayne Mangei Q NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Rr 19 Expi s 6/21/2021 Contractor/Agent is VPersonally 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 APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 21ZZ WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Revision Response to Comments City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # d' l— 1 q Submittal Date Project Address: Contact: t+e J f- . Ph: CA 11( v Fax: Email: % 51-4 Trades enc passed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General.descr ption of revision: ROUTING INFORMATION Approvals S-ORD Y OF FIRE DEPARTMENT Building &Fire Prevention Division fin PLAN REVIEW COMMENTS Application Number: 17-2797 Date: 01/25/2018 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3993 Night Heron Drive Contact Email: Shayne.Mangel(a)starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. COMMENTS: 1. The index, cover page and plan pages contain multiple elevations. Only 1 elevation should be shown on the plans. Please revise as necessary removing all elevations and options that do not apply. FBC 107 (M C. 2. The Washing Machine is required to be served by a 2" minimum vent. The riser shows a 1.5" VTR. Please revise the riser. FBC 107 3. The electrical page indicates 200 amp service, however the load calculations specify 150. Please revise accordingly. FBC 107 > fr, £ L Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Of ee meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner 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.mangelCa)starlighthomes.com Property Address: 3993 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1900 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: E 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) y;gam liioF r`ta'3wti. c s. OFFICIAL USE ONLY L Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2797 Reviewed by: Michael Cash, CFM Date: October 3, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & to P) Landscaping in Right -of -Way www.sanfordfi.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and/or any construction of a Is, 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 More you dig. 1. Project Location/Address: 3993 N lkyAc- 3a"177 2. Proposed Activity: XDriveway Walkway Other: Start3. Schedule of Work: Daate Completion Date Emergency Repairs 4. Brief Description of Work: This application is su it Property Owner. John Reny Signature: C Print Name: Address: C' V ',(lam V- Phone: VC61 "L 0- O Lt..n I Fax: L-til" l - lnLA, - 0-100 Email: ryXAI Da e: r t 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 shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its counciipersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have readaJu{ upderst4nd the above statement and by signing this application I agree to its terms. Signature: Date: 1 ,— \'A ">1 This permit shall be posted on the site during construction. Please call 407.688-5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: tD- -2ot1 Date: eat 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: 9 -15 - FT Project Name: Project Address: Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Erie Korsten Print Name of er an Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Name of Gen. Contractor Signature of Gen. Contractor GGC 1522347 Gen. Contractor License # CALLED INTO: Progress Energy Rev.02/10/15) C[A f V" - 'Vr Print Name of El. Contractor ignature of El. Contractor F0 0nQ -Dq El. Contractor License # Florida Power and Light on n THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mary. FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole GRAI'dl' IIALOY? SEMINOLE COUNTY i...ERIK OF CIRCUIT COURT & COMPTROLLER Bit 9006 Ps 1.264 (1Pgs) CLERK'S A 2017103578 RECORDED 1U/13/2ti17 02:4,3:371 Pit RECORDING FEES $10.00 RECORDED BY hdevore Permit Number: Parcel ID Number. 17-20-31-502-0000- 19 00 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve. PB 81 Pas 93-102. Lot I ` Address: GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: -Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under p alties of perjury, I declare that I have read the foregoing and that the facts stated in it are true tot wledge and belief. ignalure Owners Printed Name Florida Statute 713.13(1)(g):'The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead.` State of L Countyof r The foregoing instrument was acknowiedged before me this Ida'y of 2; by rYl S 1( nr Who is personally known to me Name of person making statement J OR who has produced identification type of Identification produced: Shayne Mangel 1/ 1VICE NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 1930 Expires 6/21/2021 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED BUILDING PERMIT Min Max 10 10 20 30 30 40 50 50 1000 60 70 70 1000 1000 Permit # % -1- Inspection Description Foundation/Formboard S Slab Lintel Sheathing — Roof Sheathing — Walls Roof Dry In Frame Roof Final Insulation Final Insulation Final Single Family Residence Address: 394-- Min Max inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final i a't#.'i-t tt" s'w PUG!in??IT T' aieY%YCk L'S ,, a .' i" $ ... ISOWz ' „ ,z. c Min Max inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Cis.Ldm'TN 1 1!I?ECI NICA"jL PERMIT e. Qzv ;. W.W.z '.+ t .; Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final i REVISED: June 2014 RECORD COPY FORM R405-2014 FLORID ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 190 2406 UR 1; Builder Name: Ashton Woods CountyStreet: 39y 3 lam; d+' Permit Office: Seminole State, Zip: Sanford, FL, 32773 Permit Number: ', _ 2 T USANFORDCity, S 7Owner: j Jurisdiction: 417/ Design eminoleLocation: FL, Sanford County:: (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. 'Nall Types (2724.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft2 b. Concrete Block - Int Instil, Exterior R=4.1 1088.10 ft2 S. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1419.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1419.00 ft2 6. Conditioned floor area above grade (ft2) 2402 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(191.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Floor 2 6 480.4 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 gallons0. Floor Types (1419.0 sgft.) Insulation Area EF: 0,950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft2• b. Conservation features b. Floor over Garage R=19.0 385.00 ft2 None G. NIA R= f12 15. Credits Pstat Glass/Floor Area: 0.080 _ Total Proposed Modified Loads; 00.31 Pr ASSTotalBaselineLoads: 68.93 m I hereby certify that the plans and specifications covered by Review of the plans and E ST4. this calculation are in compliance with the Florida Energy Code. specifications covered by this calculation indicates compliance with the Florida Energy Code.,,,O p1'S p PREPARED BY: Before construction is completed9h DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. CAD yyE Ktz OWNER/AG T ` In 0 Q9A __ BUILDING OFFICIAL: DATE: R 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 putt Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RgSNI;T Standards, is not greater than 0.030 On for whale house. 5/16/2017 11:45 AM EnergyGaugeD USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1, of 4 FORM R405-2014 PROJECT Title: Lot 190 2406 UR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2402 Lot # 190 Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Ashton Woods Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE j IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 07.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FI-_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium RLOCI($ Number Name Area Volume 1 Blockl 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616,2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 11080.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 116.7 ft 0 1034 ft' 0.35 0 0.65 2 Floor over Garage Floor 2 385 W 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1587 ft? 0 ft' Medium 0.5 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1419 f12 N N 5,16/2017 11:45 AM EnergyGauge4D 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 1419 ft2 0.1 Wood WALLS t Adjacent STo %N aceTypep Cavity Width RIUe Ff In Height Ft In Area Sheathing Framing Solar Below o 1 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft2 0 0.25 0.5 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft2 0 0 0.5 0 3 E Exterior Frame - Wood Floor 2 13 38 0 a 1 307.2 ft2 0 0.25 0.5 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft2 0 0 0.5 0 5 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft2 0 0.25 0.5 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft2 0 0 0.5 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft2 0 0.25 0.5 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft2 0 0 0.5 0 9 W Garage Frame, Wood Floor 1 13 39 9 9 4 371.0 ft2 0 0.25 0.01 0 iiOORS .. Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Wood Floor 1 None 39 3 6 10 20.5 ft2 2 W Wood Floor 1 None 39 2 10 6 10 19.4 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 2 e 3 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 3 e 4 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 12 ft O'in None None 4 e 4 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 12 ft 0 in None None 5 w 7 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 6 w 7 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 3 ft 0 in None None 7 W 8 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 14 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wail Insulation 1 385 W 384 ft? 64 It 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000383 2414.6 132.56 249.3 3444 7 5/16/2017 11:45 AM EnergyGaugeO 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 l(Btu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT {!!WATER SYSTEM FSEC Ced # Company Name Collector System Modei # 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 6 480.4 ft Attic 120.1 ft Prop. Leak Free Floor 2 cfm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES . Programable Thermostat: Y Cooling Jan Feb Mar Heating Jan XFeb XMar Vehtin Jan I j Feb [[X filar Ceiling Fans: j A r May X Jun rj JulX Aug Apr l May Jun Jul AuSeP iC) A r [ Ma ! Jun Jul Aug Se Se X Oct Nov Oct XNov Oct [ X Nov Dec X Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pump 1 - Central Unit 5/16/2017 11: 45 AM EnergyGaugeJ USA - Fl4Res2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 kf 1:.A9[:!ai]r. l.Ri:!'=,2riG P_'11F^ifll::•Cf:4 4::..-3-',4V.e:1),a.-:'P':.t':.1,.'1r®4:'A'f+.43lrtM•v': L: 'fth.0 iiN'if.:J•.tf'ea> ,•--i+ti„'r:,:::e t¢"'+A ESTIMATED ENERGY PERFORMANCE •• The lower the EnergyPerformance Index,the more efficient the home. c•.,s...r..:,:+e.:.z:-R•.e-..a,.:r..iu.....v as:r.-•,:•a.: :::c.:.... sf.c:,.-.rn..•+r_..-a-,-,u_.;r::•vc:-v•:,rr=.xtiw<sv-a;:a..-.,_-sn.•se::.s:._r. Sanford, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1419.00 ft2 6. Conditioned floor area (ft2) 2402 b. NIA R= ft2 7. Windows" Description Area R a. U-Factor. Dbl, U=0.34 150.00 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 R ft2 6 480.4SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft2 a. Central Unit 36.0 SEER:14.00 SHGC: d. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 1.000 ft. a. Electric Heat Pump 36.0 HSPF:8.20 Area Weighted Average SHGC: 0.258 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft 2 a. Electric Cap: 50 gallons b. Floor over Garage R=19.0 385.00 ft2 EF: 0.95 c. NIA R r ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which in this home before final inspection. Otherwise, EPL Display will be installed (or exceeded) Card be TIRE sr vo cFo a new will completed t r . , based on installed Code compliant features. F;,,?• Builder Signature: ` Date: Gl%rl- Address of New Home: ity/FL Zip: CIOds 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.corn 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. 5/16/2017 11:45 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 190 2406 UR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier In any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. 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 wails 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 5/16/2017 11:45 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant So%vare Page 1 of 1 FLORIDA ENERGY FFIMENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 190 2406 UR Street: City, State, Zip: Sanford , FL, 32773 Design Location: FL, Sanford Cond. Floor Area:: 2402 sq.ft. Envelope Leakage Test Results Regression Data: C: I n: . R: r Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Builder Name: Ashton Woods Permit Office: Seminole County Permit Number: Jurisdiction: Cond. Volume: 20697 cu ft. Leakage Characteristics CFM(50): E LA: 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 Clima..te 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 tumed off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 5/16/2017 11:45 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 EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 190 2406 UR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: - ViE 5L16/2017 11:45 AM EnergyGaugeO USA - FlaRes2014 - Section R405A.1 Compliant S Page 1 of 1 ' ff b- wrightsoft° Project Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wwmenergyaircom For: Lot 190 2406 UR, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 °F Inside db 70 'F Design TD 26 °F Heating Summary Structure 17444 Btuh Ducts 2617 Btuh Central vent (70 cfm) 1985 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22046 Btuh Infiltration Method Simplified Construction quality Semi tight Fireplaces 0 Heating Cooling Area (ft2) 2449 2447 Volume (ft') 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Job: Ashton- Starlight Homes Date: 10/10/2016 By: Plan: 2406 S Summer Design Conditions Outside db 93 F Inside db 75 F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 19519 Btuh Ducts 3142 Btuh Central vent (70 cfm) 1354 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 24015 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 525 Btuh Central vent (70 cfm) 2079 Btuh Equipment latent load 5163 Btuh Equipment total load 29178 Btuh Req. total capacity at 0.75 SHR 2.7 ton Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NBO360000A Cond CH14NBO360000A AHRI ref 0 Coil FB4CNP036L AHRI ref 0 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 24750 Btuh Heating output 33800 Btuh @ 47'F Latent cooling 8250 Btuh Temperature rise 28 F Total cooling 33000 Btuh Actual air flow 1105 cfm Actual air flow 1105 cfm Air flow factor 0.055 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 34 °F Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsoft• 2017-May 16 11:age 1gRight-SuiteC J Universal 2017 17.0.08 RSU17013 Page 1 ACCA... t Specific\Wyndham Preserve\Lot 190 2406 UR.rup Calc = MA Front Door faces: W wrightsoft, Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: www.energyair.com For: Lot 190 2406 LIR, Ashton Woods Homes Sanford, FL 32773 Design Conditions Job: Ashton- Starlight Homes Date: 1011012016 By: Plan: 2406 S Outdoor design DB: 92.6°F Sensible gain: 24015 Btuh Entering coil DB: 76.1 °F Outdoor design WB: 75.9°F Latent gain: 5163 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 29178 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 100% of load Latent capacity: 6713 Btuh 130% of load Total capacity: 30674 Btuh 105% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 22046 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 150% of load Capacity balance: 34 °F Supplemental heat required: 0 Btuh Economic balance:-99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 °F Meets are all requirements ofACCA Manual S. 2017-May-16 11:41:04 1ti + Wr,lglL. ltSOft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCA ...t Specific\Wyndham Preserve\Lot 190 2406 UR.rup Calc = MJ8 Front Door faces: W wrightsofto Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: w v.energyaircom For: Lot 190 2406 LIR, Ashton Woods Homes Sanford, FL 32773 Job: Ashton- starlight Homes Date: 10/1012016 By: Plan: 2406 S Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0. 22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.116 in/100ft 0.116 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length ( TEL) 241 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk bat h 255 14 13 0.334 4.0 OX 0 VIFx 8.7 75.0 bed.3 c 1420 46 69 0.190 6.0 Ox 0 VIFx 22.3 125.0 st1 bed.4 C 1741 71 85 0.196 6.0 OX 0 VIFx 17.6 125.0 st1 bed2 C 1857 73 91 0.282 6.0 Ox 0 VIFx 24.1 75.0 cl.4-A h 232 13 10 0.200 4.0 Ox0 VIFx 19.8 120.0 st1 fam-kit-din C 2715 129 132 0.155 7.0 Ox 0 VIFX 35.3 145.0 st3 fam-kit-din- A C 2715 129 132 0.157 7.0 OX 0 VIFx 33.8 145.0 st3 fam-kit-din- B C 2715 129 132 0.174 7.0 OXO VIFx 26.3 135.0 st3 flexA h 2081 115 79 0.116 7.0 Ox0 VIFx 51.1 190.0 st4 flex-B h 2081 115 79 0.119 7.0 Ox0 VIFx 46.1 190.0 st4 lawn c 632 3 31 0.344 4.0 Ox0 VIFx 6.3 75.0 loft c 1008 47 49 0.318 5.0 Ox0 VIFx 13.0 75.0 m ba h 349 19 19 0.363 4.0 Ox0 VIFx 7.1 70.0 m bed C 2481 88 121 0.340 6.0 OXO VIFx 7.4 75.0 pdr-A h 1221 67 24 0.149 5.0 Ox0 VIFx 48.3 140.0 st3 v^c-A h 840 46 38 0.312 4.0 Ox 0 VIFx 14.6 75.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AVF 130 164 0.190 470 8.0 0 x 0 VinlFlx st4 Peak AVF 229 159 0.116 519 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 684 580 0.116 639 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 684 580 0.116 639 14.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-May-16 11:41:04 wrightsoft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP.... t Specific\ Wyndham Preserve\Lot 190 2406 UR.rup Calc = MJ8 Front Door faces: W Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rb1 Ox0 951 928 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 177 0 0 0 0 Ox 0 VIFx 2017-May-16 11:41:04 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 C.0, ...t Specific\Wyndham Preserve\Lot 190 2406 UR.rup Calc = MJ8 Front Door faces: W Job #: Ashton- Starlight Homes Performed for: Lot 190 2406 UR 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 TVTW Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 20,17 17.0.08 RSU17013 2017-May-16 11:41:10 ham Preserve\Lot 190 2406 UR.rup level2 772 m bed 8x 19 10x6 121 cfm 12x12 6° , 177 cfm 5IL 10 x 6 7/14 p Ris 49 cfm " RA OJ"DOOR 24x12 951 cfm x6 J W is tuba 8x4 4 ' 4 46 cfm 3' VTR 0 4'VTR 3'VTR 4 8 x 4 bat 14 cfm 4 8' g x c1.4 i 1 rfm In 8 x 4 6'OA VTR 4 " 13 cfm 49 CFM J 6' 7/ 6' cl.3 10x6 14x6 10x6 14 x 6 69 cfm 85 cfm bed.3 1 0 x 6 91 cfm cl2 bed.4 bed2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 190 2406 UR 5401 Energy Air, Ct Right -Suite® Universal 2017. OrlandoFL 32810 17. 0.08 RSU17013 Sanford, FL 32773 2017-May-16 11:41:10 Phone: 407-886-3729 ...ham Preserve\Lot 190 2406 UR.rup www. energyair.com GRenner@energyair.com 1-1/2" VTR ;). Q VTR. 1-1/2" VTR 1-1 /7n VrR. PLAN 24 oL1l11AmilkiUfIV RlSE Llil-%%-Yr If-UY! 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. POINT OF COMMENCEMENT PCP JNORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 25.0' WESTERLY LINE OF iolTHENORTHEAST1/4 N OF SEC 17-20-31 O (BASIS OF BEARING) Q ao Z LL_ 03. o= w LO PALMER'S SUBDIVISION yo ITLO) (PLAT BOOK 2, PAGE 41) o0 . z of ofN POINT O --\ BEGINNING N89'40'51 "E _ 520.39' PCP LEGAL DESCRIPTION 1 M WYNDHAM PRESERVE - LOT 190 PLOT PLAN o W o wNrn N o V) WYNDHAM PRESERVE cv N 0 LOT 190 a Proposed) o 3P 1-7' 279 -7 1 z v y N Ok to construct single family home 0° :n r- with setbacks and impervious area shown on plan. 2c, -7% LOT 189 NV89' 43'03 "E 115.00' Z3 o o 5. 3' 40. 0 N PROPOSED o PATIO o 2 STORY RESIDENCE 4. 0 N _ 5. 3' 3993 NIGHT HERON PROP SED DRIVE WALK1 D'o LOT 190 CONC PORCH o AREA = i 2406 SOLSTICE ° 6,900 S.F. ±; ELEVATION - U I o PROPOSED o N GARAGE - RIGHT ITN I DRIVEWAY iLo i- FFE= 25.9 F- I 36. 0 49.7' ' 1 W i PAD 13 0" <3\ I I I 115. 00' S890431031W LOT 191 BuHding Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00'19'09"E., a distance of 1,819.07 feet; thence N.89040'51"E., a distance of 520. 39 feet to the POINT OF BEGINNING; thence N.00'16'57"W., a distance of 60.00 feet; thence N. 89'43'03"E., a distance of 115.00 feet; thence S.00'16'57"E., a distance of 60.00 feet; thence S. 89'43'03"W., a distance of 115.00 feet; to to the POINT OF BEGINNING. Containing 6,900 Square feet, more or less. PEP — Pool Equipment LEGEND:ADUSSD—Access/Drainage/Utilities/Sidewalk BusinessLB —Licensed BFP— Backflow Preventer Sight Distance Easement S — Survey PRM—Permanent Ref. Monument RePorte d PCP —Permanent Control Point D escription IR —D—Plat FP& L— Florida Power & Light P FFE — Finish Floor Elevation D.B. — Deed Book M —Water Meter O.R, — Official Records Book N —Water Valve P.B.— Plat Book Z7—Fire Hydrant Pg.—Page ROM —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 O—Utility Pole CI —Curb Inlet O—Guy Pole GTI—Grate Top Inlet O—Light Pole P.U. E.—Public Utility Easement Guy Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride Storm Sewer Manhole NCS—No Comer Set (Falls in Water) G—Sanitary Sewer Manhole SF —Square Feet 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 p —Sign SIR —Set 1/2" Iron Rod LB7768 WN—Gate Water Valve SPKD—Set P.K. & Disk L87768 Gas Meter FIR —Found 1/2" Iron Rod LB7768 11-1—Existing Grade FIP—Found 1/2" Iron Pipe LB7768 a —Blow —off Valve P.K. Nail & Disk L87768 ----Drainage Flow Direction FPKD—FoundFCM—Found 4"x4" Concrete 10.0—Proposed Design Grade Monument PRM L87778 10.2 —As—Built/Existing GradeL Note: Some items in above legen may _not be applicable Description I Date I Dwn. Ck'd I P.C. I Order No. ADDED A/ C PAD 1 5/26/171 MTP I JDL SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for `WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for 'WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) KRIDA s D. LevinerPROFESSIONAL SURVEYOR & MAPPER NO. .............LS691.5 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL LOT 210 441 h 0 0 y LOT 209 o LOT 208 DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 6, 900 SQ.FT. LIVING AREA= 1,034 SQ.FT. GARAGE = 385 SQ.FT. PORCH = 24 SQ.FT. DRIVEWAY = 469 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 42 SQ.FT. IMPERVIOUS= 29. 7 % SOD = 4, 846 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTALAREA AREA = 8, 400 SQ.FT. DRIVEWAY = 583 SQ.FT. SIDEWALK = 342 SQ.FT. SOD = 5, 092 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: PROPOSED LOT 190, according to the plat of "WYNDHAM PRESERVE",City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: JE Checked: JDL P.C.: Data File:BdssonEast-Plat Date:04/ 25/17 Dwg:BdssonEast-1.0190 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PALM ER ELECTRIC Ashton Woods Homes Seminole 2406 Starlight LOAD CALCULATION May 26, 2017 I. HVAC LOADS (NEC 2011 - 220.82(C)(3) - (4)1 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 4.00 TON 7.20 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR CONIPRESOR @ 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 12.19 KVA I1. GENERAL LOADS (NEC 2011- 220.82(B)M - 0 QTY LIGHTING 2401 Sq Ft @ 3VA/Sq. Ft VALUE 7.20 TOTAL KVA KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA 1 LAUNDRY CIRCUIT 1.50 1.50 KVA 1 DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA 1 DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN(2) G 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT # Q 7.20 60AMP POOL CIRCUIT d 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 37.70 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 11.08 KVA SUB -TOTAL (GENERAL LOADS) {NEC 2011- 220.82(B)1 21.08 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 21.08 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)l 33.27 KVA MINIMUM SERVICE SIZE 138.61 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 NEC 250.94 Intersystem Bonding Bridge SANFORD Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B 17 279 7 Ground Clamp Concrete Encased Electrode RECORD COPY 0,\LDING Soo-090 Boise Cascade n a"P R Engineered Wood Products 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 SYSTEM- So Simple? Floor and Roof Framing with BC13 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 BCI® Floor Framing Details .......................... 5-6 O ail BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8-9 h3 BCI® Floor Load Tables ........................... 10 - 12 1 BCI® Roof Framing Details ........................ 13 - 14 BCI® Roof Span Tables ........................... 15 - 18 a BCI® Roof Load Tables ........................... 19 - 23 e5 BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rmmboard 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. VERSA -LAM"', Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 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, LISP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover BU" JolSts 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 2750 2.03100 1Yz T ,, 1Y2'I e T J1'/e'I P 1'/e,I r 91/2' 11%11 11%' t j 13 3 '/i' 11'/" 9'/' 3/" 11 %8' 11'/e' 11'/e' 8 14" / 14" 14" 16" 14 .€1 3'/z' 16" `rq to 16' 3'/2' 1g to 1 to 24" 14" 16" 14 16" 16" I7'% t r r1 1 1- 1 I— 1%11 2" 25/16" 29/16" 25/16 3'/2" 1'/2' 1W 3'/2' 3'/2'to5'W 1'/2' 13/4" Some products may not be available in all markets. Contact your Boise Cascade EVVP representative for availability. 3'/z", 5'/:' BCI" and VERSA LAM!' products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. Is Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI® Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI® Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI® Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. t'C'sSr. i8 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****,, CAUTION MINIMUM STIFFNESS i s ALLOWED BY CODE * cAUTIO,N4 Live Load deflection limited to L/480: The Live Load deflection limited to L1960+: 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 floorjoists, 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%i' and 11Va" 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" 19.2" 24" 32" 12" 16" 19.2" 24" 32" Depth Series o.c. o.c. O.C. i o.c. 0.c. o.c. o.c, o.c. o.c, o.c. o.c. o.c. O.C. o.c. O.C. 4500s 1.8 16'-11" 1 15'-6" 14'-8" 1 13'-7" 11' 9" 11'-6" ; 11,_6„ 10'-0" 10'-0" 9'_7" 18,_91, 16'-8" 15-3" 13'-7" 111_91, 5000s 1.8 1T-0" 16'-0" 15-2" a 14'_1" 12 5".:; 11' 11'-0" 10'-0" 9'-11" 19'-4" 1T-9" 16'" 14'-7" 12'-5" 9%d' 6000s 1.8 18'=2' 16' 8" 16-8 ' a 14'-8" 13-4" y 11'-6" 11'-6" I 10'-0" 1a-w ', 10-" 20'-2" 18'-5" 17'-5" 15-9" 13'-8" 6500s1.8 18=8" 1T-1" t6'1" 15'-0"''j 13=8"', 11'-0" 11'-6" 10'-0" 10'-0" "10'-0" 20'-8" 18'-11" 17'-10" 16'-7" 14'-3" 4500s 1.8 20'4' ( 18'-4" I 17'4" 15'-5"" 13'-4' 15-6" 14'4" IT-5- 12 6" 11-4" 21'-10" 18'-11" 17-4" 15'-5" 13'4" 5000s 1.8 20-9" 19'-0" 1T-11" 16'-7" 13'-4" _ 15'-6" I. 14'-9" l 13'-11" 12'-11" _ 11'-9" 23'-0" 20'" 18'-6" 16'-7" 13'" 6000s 1.8 21'-7" 19'-8" I 18 7" 1T-4" 14'-10" 16-6" 15-4" 14'-5" 13'-5" 12'-1" 23'-10" 21'-10" 20'-0" 1T-11" 14'-10" 6500s 1.8 22-2", s,20,_3„ 19 -2" .1 T-,1'0" 14 -10" '' i 16 -0" 15'-10"1, 14'-11" 13'-10"„i. 12'-7" 24' 6" 22'-5" 21'-1" 18'-10" 14'-10" 60s 2.0 23'77" ",1"? 1 '--6'! "1' 20-4" ; ,18'-11" " .16- TI" 1 16-0" { 16-9" _, 15-9" 14'-0" -..,13'-W 26'-l" 23'-10" 22'-6" 21'-0" 16-4" 90s 2.0 264",` I 24'-Y . 22-10"'1 21'-3" 194! 1'9-0" 18'-lW 17'-8" I 16-5" j `14'-10" 2T-5" 26'-10" I 25'-3" 23'-0" 19'-" 4500s 1.8 22'-9" 1"20'-7" 18-9" I 16-9" 13'-11" ' 17'-10" 16,4" 15'-4" 14'4"` 4 13,4„ 23,-10" 20'-7" 18'-9" 16-9" 13'-11" 5000s 1.8 23 7" , i ,21'-7" 20'-2" 18'-0" 13'-11" ` 18'-0" I 16'-10" j 15-11" I 14'-9" 13'-0" 25-7" 22'-1" 20'-2" 18'-0" 13'-11" 6000s 1.8 24-0" 22'75' 21 2' 19'-0" ; 15 5' 01 19'-2" i 17'-6" . 16'-0" I 16-4" _ 13'-11" 27--1" 23'-11" 21'-10" 19'-0" 15-5" 6500s 1.8 25 2,s 1, #70' ^, 21-8", r ' 20'-2„ I 15-5" 19'-8" 17'-11" i 16"-11" 15-8" 14-3" 2T-9" 25-2" 22'-11" 20'-6" 15-5" 60s 2.0 26 4" ! 24'-5„ 234F 21'-5" `( 16-4" ` 20'-11" ( 19'-0" 17'-11" 16' T, ' 16-1" 297„ 2T-0" 26 6" 21'-10" 16-4" 90s 2. 0 30'-1".. ' 2T-5" 25-10"' j 24'-0" 19'-6 `t 23'-0" 21'-4" 20'-0" 18'-0" 16'-9" 33'-3" 30'-4" 28'7" 26' 0" 19'-0" 4500s 1. 8 25'-2" '22'-0" I 20-l" _ 17'-11" 14' 1".. 19 9 18'-0" 1 1T-0" 15'-t0" = 14'-1" 25'-5" 22'-0" 20'-1" 1T-11" 14'-1" 6000s 1. 8 27'--0" T '24'-0" 23'4" ;p ;20'-1V' j 15 9", 21'-2" 19'-4" j 18'-2" 16-11" 15-4„ 29,-0" 25'-.6" 23'-A" 20'-10" 15_9„ 16" 6500s 1.8 27 ,9' _ t' 25'-4" 23 11r i 21'-1" 1 15'-9" .. 21'-9" 19'-9" I 18'-8" 17 15'-8" 30'-8" 26'-11" 24' 6" 21'-1" 15'-9" 60s 2. 0 29 7 2T-0" 16'-4"i 25-8' a 21-10, , 23 2 21'-1" d :19'-10" 18'-5" F= 16'=4" 32-8 r 29'-10" 2T-4'' 21'-10" 16-4" 90s 2. 0 33- - ,T, 30'<4" 28-7" • `1 26-2" ' 1 19-7" _ 26'-0" ; 23-7., j 22'-2" 20-" 18'-7" 36-10" 33'-7" 31'-0" 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load ( 12 psf dead load for 90s 2.0 joists). Span values assume 23/32" minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action Ooists 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. Y 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. 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.) ICC ESR 1336 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'/ V glass fiber insulation to fire assembly: F3cis :. ada -' ::- ta: r ;;i4 e Cuide • i _`15 NOTE (00 When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only connectors,/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCfs JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in BW floor systems. fi 4040, BCI® rim joist. — See page 6. BOISE CASCADE® Rii See pages 6 and 25. For load bearing cantilever details, see page 9. BCI''' Joists. VERSA -LAMA and ALLJOIST'D must be stored, installed and used in accordance with the Boise Cascade E'vVP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM AL" OIST`-'; and BCIt' Jcists must be wrapped, covered, and stored off of the ground on sackers at all times prior to installation. VERSA -LAM", ALLJCIST and BCII' Joists are intended only for applications VERSA -LAM® header or an BCI® header. 116" knockout holes at approximately 12" o.c. are pre -punched. tiF15, See page 7 for allowable hole sizes and location. VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. BCI® Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM". ALL JOISTA, and BCI" Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCI'' JOISTS UNTIL ALL HANGERS, BCPD RIM JOISTS, RIM BOARDS, BCI' BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI joists in the flat direction. VERSA-LAMO is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. c.;: 4sca'llt'T. E ster: Sf.a•it., ;.,i1= is 4. ,.ii1i F07 Na Ca Rif BC 8d each flange. Additional floor framing details available with BC FRAMER° software 47A, Dimension lumbe is not suitable for use as rimboard with BCI° Joists. fber is not Blocking may be f r as rim perpendicularto k boats with BCI° Joists. consult design prk of record and/or local building official. fF02- 2x6 1 ' i BOISE CASCADE* Top Flange or Face One 8d nail Rimbaard l Mount Joist Hanger each side at bearing Solid block all posts Note: BCI°floor b joist ust be I from above designed to carry - 11/2" minimum bearing to bearing ' wall above when length (13/4" required for below. not stacked over 18" and deeperjoists) wall below. VERSA -LAM* To limit splitting flange, start nails at least 11 2" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. t . For load bearing wall above stacked over wall below). BCI° Jois blocking. t Backer block r(minimum 12" I wide). Nail with Joist 10-10d nails. Filler block. Nail with 10- 10d nails. Backer block required where top flange joist hanger load exceeds 250lbs. Install tight to top flange. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. 1• Load bearing wall above f * (stacked over wall below) W —2x block Double BCI® Joist Connection Filler Block see chart below) Web -Filler 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 atthe ends with han ers, rimboard, BCI® rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floordia hragm per IRC in high seismic areas, consult local bui ding official. MINIMUM BEARING LENGTH FOR BCI* JOISTS Minimum end bearing: ilk" for all BCI®Joists. 3%" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report orthe BC CALL® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 1'/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 11oisttosupport: 2-8d nails, one on each side of the web, placed 1% inches minimum from the end of the BCI Joist to limit splitting. Double Squash Block Vertical Load blft JoistSpacinglin] Size 12 16 `. 19.2 24 2x4 4463 3347 12789 2231 2x6 7013 5259 4383 3506 1. Squash blocks are to be in full contact with upper floor and lower wall plate. 2. Capacities shown are for 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 8 and 9. Uplift on backspan shall be considered in all cantilever designs. Sheathing toBCIOjoist: Prescriptive residential floor sheathing nailing reRuires 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 bracing spacing for full 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 Series BackeCBlock ThickneSs, FillerBlock Thickness 4500s or 1/4" Two %" wood panels or 1.8__ wood panels 2 x_ 5000s i 3/4" or r/s" Two 3/4" wood panels or 8 wood panels 2 x 6000$ 11/ e" or two V 2 x + Y16" or 1.8 wood panels 1h" wood panel 61.8 s lwoodr two I 3/a2" wood panel 60s2.0 1%" or two 1h" wood panels 2x_+'/W or 1h"wood panel 90s2.0 2x_lumber Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. 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 be. 2 x 6 mir. rafter. Rafter shall be supported 0y ridge beam or oih..r upper bearing sucport 6 12 min BRIE Heel depth be-Inwli 1..1 24' 2x blocking required at bearing (not shown for clarity). min. plywood/ OSB rated sheathing as reinforcement Install reinforcement with face grain horizontal. Install on both sides of the joist, fight to bottom flange. Leave minimum YV 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 Pilch Wall Bearing 6112 7/1 88112 ` 9/12 10112 12/12 2 x 4 4'/a" 45/." 411 - 41/." 41/." 41/." 2 x 6 3'/a' 3'/1fi" Zs/16" Z 1" 2fi/, " 2 /," WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI JOISTS FROM THE WEATHER BCF,Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI' RIM JOISTS AND BLOCKING Pk s J Vertical. Load Capacity: 1 'tV E IPlfl No W. S.a1' W S aL pe' pinl 'Series a 9%" j 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.8 6500s 1.8 4500s 1. 8, 5000s 1.8, 2150 N/A 6000s 1.8 6500s 1.8 60s 2. 0, 90s 2.0 2500 N/A 4500s 1. 8, 5000s 1.8, 2000 N/A 1411 6000s 1.8 6500s 1.8 i 60s 2.0, 90s 2.0 2400 N/A 4500s 1. 8, 6000s 1.8, 1900 2500 16" i 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 4 2 1c BCI® Joists are manufactured with 1'/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension D of largest hole (knockouts exempt) D i (see table below) i (see table below) I No holes (except knockouts) r— A 1/s" round hole may be i "'"'lam"—"—` i I allowed in bearing zones cut anywhere in the web. I Do not cut holes Provide at least 3" of larger than 12/2" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2 r Round Hole Diameter[in] 2 3, 4 5 6=' 6'/z 7 8 (`8Ya 9 10 ' 11- 12 13 ' a_ Rectangular Hole Side , 3 5 6.; 7 I 8 1'-0" 111" Any 1 5" 2'-1 2'-g" 3'-1" 3-5' 9/ z Span12 1'-0" i 1'-2" 2 2 3' 2 ' 4'-2" 4_8" 5'-2" Joist i 16 1'-0" 1'-7" 2 11" 4'-3' S' 7" 6' 3" 6'-1111 Rectangular Hole Side u2 3 " 4 ( 5 7 8 I ' t- 8( 1 1 1 5' 1'-10 2 4' 2'-7" 12'-10".3 4 3'-9 Any 12 jj 1 - 0" j 1 4" 2 -1 ' 2'-10 3'-7" 3'-11' 4 3 5 -0" 5'-8" S if t] 16 Joist1'-0" 1'-10" 2 10 3'-9" 4'-9" 5'-3" 5 9 6 9' T-T' 20 1'-1" 2'-3" 3 6 i -- 4'- 9" 5'-11' 6 -7" 7 2 8 5 9' 6 Round Hole Diameter [in] 2 3 i 4 5 6 ` 16'/z 1 7 8 8% 9 ` ( 10 I 11 12 13 Rectangular Hole Side g2 3 ( 3. 5 6 i 6 8 9 s- - Lp] .._.:__ I t a.. 1 1 2 1'-3 1'-8' 1 10" j 2'-1" 2'-6" 2'-10" 2' 11' 3 4 3 -8' 12 Any 1- 0 1'-1" 1 -3' 11-10". 1'-10 2'-6" 2'-10" 3 1 3'-9" 4'-3" 4'-4" 15-0" 5 7 14' Span ' 16 1 -0" (1 1 8 2'-6 3'-4' 3-9" (4 2 0" 5'-8 5'-10' 6 8 7 5' Joist 1 1 5 i 1 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 15 -2" 6'-3" 7'-2" T-3" 8'-4" 9' 4" 241'- 4" 2 6 3'-9 5'-0' i 5 8' '6'-3" 7'-6" 8'-7 8' 9" 10' 0" 11 2 Round Hole Diameter in 2 3 , 4 5 6 ! 6'% ' 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 1 6 8 9 1 10 8 1'-0" 114" j 1' 2" 1'-2 1'-3" i 1'-3" ' 1'-3" 1'-7" 1'-11 ' 2'-0" = 2'-5" 2'-9" 3'-2" 3'-7" 12 1'-0" 1 -1" i 1'-2" 1'-2 ' 1'-3" ( 1'-6" 1' 10" 2'-5 ' 2'-11 3'-0" 3'-7" 4'-2" 4'-9" ` 5'-4" Any Span 16" 16 ftl 1'-0" 1 1 1" 2 1'-2" 1'-8" 2'-1" ! 2'-6" 3'-3" 3'-11 4 0 '4-10" 5 7 6'-4" ' 7'-2" Joist 20 1'-0" ; 1 -1" ; 1 -2" 1'-2" 2'-1" , 2 -7" ' 3'-1" 4'-1" 4'-11 ' 64' 16-0" T 0" 8' 0 ?8'-11'- 24 1'-0" , 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 511" 6'-1" 7'-3" 8'-5" 9'-7" t10'-9" DO NOT " •' cut or notch flange a Y 4 DO cut in web area as specified j 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 /V round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1%" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC 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. 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 hole ;' Chart for Joist Depth h Joist Span -- --Minimum 2x diameter/ width of largest hole Simple Span Joist 6'-0• Min --- --------- Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software Maximum Hole Size " Joist Simple;' Multiple a Depth Span" ll span 9 / , 6" x 14" 6" x 12" 11 Y." 8" x 16" i 8" x 13" 14 1. 9:: x18" 10 x 17" 8 x16°._ 16" 11" x 18" 12" x 16" 10" x 14" Q hole See Max Hole Size on ft hole Chart for Joist Depth 14Joist -- _, i :.-- 44 Joist — Span San Multiple Span Joist 12'-0' Min— ' 1---Multiple Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. d Roof Total Load sf 35 45 55Occn s- ` F c Joist S acin in0 . cr 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0{ 0 O i 0 x- 0 X X 26 0 OI0 o`0 Xj0 X X 28 O d 0 { X O j X X X X X 30 0 0IX10 jX X X XX H 32 0 0 X 0jX X XTX X 0 3a 36 o _o 0 X maxo x X( X'X x ` X I x', x XrX XX 36 0 X XIX X X X XaX 3._.. 400 X XIXIX T X! XsX X 42 0 X{ X I X X i X I X X X 24 0 01 0 i 0 j 0 X 1 0 X X 26 0 0{ O i 0 1 0 X 0 X i X r m" 28 0 0! 1 0 X-X-X XX X x 300 0 1 ``0 X X_ X XX_ 0 32 0 o Xjo X I x X X X 34 00 XiXX{X X'X X oo 3638 0 0 0 X X X XIX XjX[X X XIX X X XIX 40 0 X jX!X{X{X!X XIX o, 24 0 0' 0 i 0( 0 0 0 j X X 26 0 0 0 r 0 0 X 1 0 X X oR i 28 0 0 010 0 X, -X XIX 30 0. 0 0 0 0 0 32 0 0 0' 0' X X X X I X 34 0 0{ X 0 LX X X X X coon 36 0 0 X O X XLXiX X 38 0 1 0 X X X 40 Dal0 X X;XIXjXiX3X 24 0 0 0? 0 0 0( o i 0' X 26 0 1 0 0 1 0 0 0- 0 TX , X 28 0 0 0( 0! 0 00 X X_ 30 0[ 0- 0 r0 T O X, 0 X `, X 0 32 0 0 1 0 0{ 0 r X 0 X X 0 34 36 0 0 0_ 0 0 { X JC 0 X X X_ XTX X X X X 38 40 0 0 0I 0 X 0 ! X IX 0 XX X X X X X,X 24 0 0! 0 1 0 WS ( 0 0 i X 26 0 0 0 00 0 0 WSE 0! 0 X 28 0 7 0' o - 0 0 X 0 jWS X 30 0 1 0 0 0 0 X 0 WS X y- 0 32 34 0 0 0 WS = 0 1 0 11 0( 0 X (--0 - X` X X I 0 X_ X v 36 38 O WS 0' o 0 V 0 W3 0 , WS X' O i X X1 0 XIX X X X' X 40 01 0 x{ 0, x z, X i x X 42 0 0 Xlo;x Xiz z,x 24 0 0 0 I 0; 0 WSj 0 i 0 1 1 260 i 0 0 1 0 i 0 WSro 0 1 1„ 28 0 0 0 0 O WS0, 0 X o. 30 32 0 ' 0 0 0 WS 0 0 WS 0 1 0 1 O i 0 X 11 0 1 T X 34 0` 0 wS,ojws X;o;x.x 3 36 0 0WS 0 WS X 0-Xi X J 38 0 0 WS 0, WS X I X 3 X X 40 0 '' 0 X 24 0 0 0, 0 1 0 0 1 0 i 0 WS 26 0 0 o 0 0 1 0 1 28-0 0i00{ 0 WS 0 01 30 0 0 00 0 WS'0 i0 X 0 32 0 0 0 '' b 1 0 1 i 0 IWS X 0 34 0 0 1WS! 0 1 0 1 0 1 X 36 0 0 WSlO 1 0 1 0! X X 38 0 0 WSi 0 0 X_0 X X 40 0 0 1 0 {WS X1 XIX LJ%.01 dVIaLa N _ Roof Total Load [psf 35 1 45 55 Joist S acin in Of N 16 19.2 24 16 19.2 24 16 19.2 24 24 O O j O j 0 1 0 0 1 0 0 1 26 0 0 1 0 1 0 0{ 0 0' 0 X 28 0 0 0! 0 0 0 0 0 x 30 0 0 O I 0 0 1 0 0_ X o 32 0 0 0! 0 0 1 0 0 X 34 0 0 0( 00X 0 1 X 36 0 0 I 0 1 0 0 X 0 1 1 X k 38 0 0 i — O i X 0 _1 X 40 0? 0( 1 1 0 O j X O i X i X 24 0 0( 0 j 0 0 0 0 0 1 26 0{ 0 0 0 0 0 0 1 0 '1 28 0 1 0 { 0 0 0 WS 0 O X 4' 30 0 00 { 0 0 1 0 `0 X w 32 0 0! 0 0 0 1 0 1 X coo 34 0 0 0 00 0 X_ 0 1 X 36 0! 0 1 WS 0 0 X 0 1 k X 38 0 0 i 1'. 0 0 X 0 1 X 40 01011 10 1 X 1 iXX 24 0 0( 0 0 0 0 0 1 0 0 26 0 01 0 1 0 0 0 O t 0 0 28 0 0 0 0 0 0 0 0 0 r 0I0_'Ir 0" 0 0 0'0 0 0 m. 30 32 0oI O) 0 0 0 0 O to- r 0 m 34 0 1 0 { 0 1 0 0 0 0 1 0 1 36 0 1 0 i 0 1 0 0 0 01 0. -1 38' 0 0 3 0 0 0 0 0 0 <` 1 40 0 0 1 0 0 0 0 0 0` `2 24 0 ! 0 0 0 0( 0 0 WS 26 0 0F 0 0{ 0 0 WS 0 0 WS 28 0 o{ 0{ 0 0 WS-1 0 0 _1^ e 30 0 0 0 j 0 0 WSI 0 WS X H 32 0 0 ,1 0! 0 0 WSJ 0 WSI X 0 34 0" 0 IWS ( 0 0 1 0 WS X v. 36 0 1 0 ' WS I 0 0 X 0 1WS: X 38 0 0 J WS : 0 WS-ii., X 0 X X e=H 40- 0 1 0 , WS 0 WS X' WS X E;X r r-' 42 0 1 0 1 WS 0 WS r X WS , X X 24 0 0' 0 0 0 WS 0 1 0 WS 26 0 j 0 0 0 0 WS 0' 0 WS 28 0 i 0' 0 0 0 WS 0 WS 1 m 30 0! O'IWS. 0 0 WS 0 WS, i o °D O 32 0' 0 WS 0 0_ WS 0 WS' 2 - c' 34 0 0 WSi 0 WS` 1 0 i!WS X- 36 0! 0LWS 0 WS 1 0 WS X 38 0 0 WS ( 0 o-'.-_ WS1 1 WS' 1 X 40 0 WS { 0 WS 2 WS 1 X 24 0 1 0 1 0 1 0 1 0 1 0 1 0` 0 'WS 26 0. 0 O 0 0 0 0 0==WS 28 0 0, 0{ 0 0 WS 0! 0 WS 30 0 0 0 0 0 WS 0 0 a 32 0 001 0_ 0 WS 0 iWS 1 0 34 0 0! 00 0 WS 0 WS 1- m 36 0 0 ,WS o 0 WS 0 ;WS 1 38 0 I O WS 0 0 1 0 1 2 40 0 1 0 1 WS I 0 WS 1 0 1 1 , 2 24 0 1 0! 0 i 0 0 i 01 0! 0 'WS 26 0 0 0 1 0 0 0 0 0 ;WS 28 30 0! O' 0 1 0 0 00 i 0 0 0 WS WS 0 0 ! WS 0 0 1 0 32 0 i 0 1 0 LL O 0 WS 0 !WS' 1 voi 34 0 0 ! 0_ 0_ WS 0 1WS_2_ co 36 0_ 0! 0 iWSj 0 0 1WS 0 WS 2 38 0 0 WS 0 0 1 1 1 0, 1 2 u4" 40 0 0 Ewst 0 WSI, 1 0 1 .'2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. t Roof Total Load sfj- 35 45 55 o c_ A c Joist Sacinin0f0 rr 16 19.22416 19.2 24 16 119.2124 24 0 0 i 0{ 0 0 0 j 0 0 _WS 26 0 0 0 1 0 0 0 0 TO WS 28 0 0 0; 0 0 0 0 0 WS 300 00 0 i 0 W 0 0 1 y 320 0! 0! 0 WS; 0 0 1 00 34 36 0 0' 0! 0 0 WS 0 0 1 0 0( 0 1 0 0 WS c 0 WS 2 38 0 0 s; 0 0 ;' 0 i 1 0 1 WS X 40 0 0 (WS, 0! 0 { 1 0 1 X 0 0 1 0 0{ 0 0 0 0 0 0 0 0 t 0 TO 00000 0[ 0' o r 0 0 0 0 0 40 0 0 0{ 0 0 D 0 0 0 o rn S. 0 0 0 10 00 -0 0 WS 0 s 0{ 0 j 0 0 0 0` 0 1 10 O I O 0 E 0. 0 I 0 1G0 0[ 0 1 00 0 0 0 ': 1 24 { 0 0 0 0, 0( 0, 0 0 WS 26 0 0 0 0 'o WS. 0 0 WS 28 0 0 0 0 I 0 i WS 0 0 WS 0 30 0 0 0 r 0 0 i WS 0 WS WS i m i 32 0 0 000 (WS 0 WS 1 o 34 0 0, WS 0 0 1, WS 0WS X_ v 360 0 3 WS 0 0 1 wS 0 WS X 38 0 0 WS 0 WS 1 0- WS X 40 0 0 WS 0 WS i 1 WS WS. X 42 E 0 0 WS 0` WS ( X WS 1 X 24 0 0 0, 0 0{ 0 1 0 0 WS 26 0 0 t 0 0 i 0( 0 0 0 iWS m 28 0 0 0' 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 0 32 0 WS 0 WS WS 0 0 0 o 0 34 00{ 0 0 0 WS 0 WS 1_ m 36 0 0' WS 0{ 0 I WS 0 WS 1 38 0 0 WS 0 0 WS 0 WS 2 40 0. 0 'WS!; 0 jWS WS 0 WS 2 24 0 0 0 0 t o j 0 0 0 WS 26 0 0 0 O i 0 0 0 0 WS 28 0 0 0 0[ 0 WS 0 0 WS 30 0 0 I 0 0€ 0 WS 0 0 WS o 32 0 0 0' 0 ! OWS. 1 34 0 0 0 0 v iWSi 0 WS. 1 036 0 0 IWS: 0 1 0 W' OS OS WS; 2 38 00WS 010 LWS 0 WS2 40 0 o-'WS 0 wSjWS0 WS, 2 24 0 0 o 0 0[ 0 0 0.WS 26 0 0 0 0 0J 0 0 0 WS E 28 0 0 0 j 0 0 0 0 0 wS 0 30 0 0 0 1 0 i 0 WS 0 0 WS m 32 0 0 0 0 0 iWS- 1 0 0 WS o 34 0 0 0 0 0 WS 0 WS WS 36 S 0 WS 1 0 0 0 0 0[WS 38 00000 . 0 WS14000' WS' 0 0{ WS 0 WS 1 24 26 0 0 0 O t 0 0 0 0 0 0 0 0 767 0 0 0 0 10 28 0 0 .i 0 0 1 0 0 0 0 0 0 30 0 0 0 i 0 1 0 0 0 0 0 m t 32 0 0 0 0` 0 ( 0+ _.0 0 0 rn 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0( 0' 0 0 0 WS 38 0 0 0 0 c 0 0 0 0 1 40 0 0 0 ! 0 0( 0 0 0 1 KEY TO TABLE 0 .... No Ren`orcernent Required WS .... VVeb Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... VVeb Siitfeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing 3ii. f, U .:wit S4iid P3 4.-C11 ` PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads s®own type of reinforcements, if an that are required for load- shall be analyzed with BC CALC 2'-0" bearing cantilevers up to a maximum length of 2'-0". software. Backer block Cantilevers longer than 2'-0" Cannot be reinforced. These requirements assume a T-0" However. longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, f Uplift on back span shall be specific applications with the BC CALC'j software. see BC CALC® software. considered in all cantilever designs 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. N fln-Load Bearing WaI1,Canti,heer..Detaa s , _ BCI , 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 BCI11 90s 2.0 joists. Clinch all nails. BCI®Joist blocking Wood Structural Wood backer block 2x Closure Panel Closure See page 6 of Eastern 2x8 minimumISpecifierGuide ` / blo Joist blocking s Y1 . ,t i a k Drywall Ceiling or Section View Wood Structural Back Span Maximum I Panel Soffit Minimum 12/2 Times, 3 Back Span Cantilever Length i Not to exceed 4'-0" Back SpanI Maximum These details apply to cantilevers with uniform loads only. 3Y2" min. . • bearing 3 Back Span possible to exceed the limitations of these details bItmaybeP Y analyzingY 9 not to exceed 4--0^ a specific application with the BC CALC® software. Web Stiffener R,,e, ementsd 5 1 See web NOTES Stiffener Small Gap: Ye min., 1y s. Nailing Web stiffeners are optional except as noted Schedule Web below. 2 max. chart 2" min. Stiffener Width Web stiffeners are always required in hangers 4" maxL that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. clinch Web stiffeners are s requireduired in certainNailsYq z^ min roof applications. See Roof Framing Details on 4' max. r htrit web stiffenerg required when page 14. 3 r concentratedload exceeds 1000 His yexceedr1000onbcenttratdloadsthat pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange Sides ofthelolstweb in this situation. Follow the nailing schedule for o - e tf For Structural Lateral BCI Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1.8 l %a' W, 25/16' 5000s 1.8 W 25/16' 6000s 1.8 i° 25/16" 6500s 1.8 1" or 1'/a" 25/16" 60s 2.0 2s/16" 90s 2.0 2x4 lumber (vertical) 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. Allowable Uniform Floor Load tin pounds per lineal foot [PLF]) BCI® 4500s 1.8 Series 1%" Flange Width BCI° 5000s 1.8 Series 2" Flange Width 9%" BCI® 4500s 1.8 l l %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 1611 BCI® 4500s 1.8 9'/" BCI® 5000s 18 11 %11 BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Total Load Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 160 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 ( 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 G 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. Allowable Uniform Floor Load in pounds per lineal foot (PLF]) BCIO 6000s 1.8 Series 2 5 /16" Flange Width BCIO 6500s 1.8 Series 29/16" Flange Width 91/2.. BCI® 6000s 1.8 11%11 BC1116000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 91/2" BCIO 6500s 1.8 11%11 1 1411 BCI® 6500s BCI® 6500s 1.8 1.8 1611 BCI® 6500s 1.8 Span Length Live Total Load Load Live Total Load Load Live Load Total Load LiveLive Load Total Load Load Total Load Live Total Live t Total Load Load Load Load Live Total Load Load 6 320 333 346 353 320 333 i 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 11 183 192 141 174 200 181 208 189 212 153 192 174 200 208 181 189 212 192 12 112 160 166 173 176 121 160 166 173 176 13 89 j 147 144 153 160 163 97 147 153 L163 -O1314 15 73 129 60 112 117 142 97 133 148 138 151 141 79- 65 137 124 129 142 148 J 106133138 151 16 50 98 81 125 117 130 132 54,- 109 89 125 1 127,i 130 132 17 42 84 68 112 99 122 124 4!5'' 92 75 117 107 -i 122 124 18 58 100 84 115 112 117 64 110 91 115, 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 1 106 21 54 87 72 99 41 81 59 968 100 22 47 79 63 90 J-------- - 1 51 88 96 69T- 23 42 72 56 83 45 80 60 92 24 j 49 76 40: 74 53 84 25 j 44 70 47 771 26 42 r72 27 28 29 30 T — --------- Dl v-VIF - -; slerr Spe;ie, Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 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. iseis 5-- .:ias e -Skis • t s t _ E.. FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I I Blocking not shown ' i! for clarity. SAFETY WARNING BCI° Rafters Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. 05 t'J e.n install€ng L5o€se Cascacce FlN': croductsvOth treated'vi,00d, use orliy <.onnectors =asterlers that are approved for use vijith the corresponding vti7cd troat(rcant BCI® Rafter Header Multiple BCI® Rafters may be required. DO NOT ALLOW WORKERS ON BCI" JOISTS UNTIL ALL HANGERS, BCI,& SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI' BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI`6 Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCP) Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or Roof Rafter1x4Nailer@Max. 4'-0" o.c. Rafter Strut 2'- MiMinimum or BC 4 Depth T-O" o.c. or BCI° 5000s) Ceiling Loads: Minimum Heel Depth Live Load = 10 psf See table at right) Dead Load = 7 psf 12 = 2X Blocking Min. 6r- ,.9% 117/"or ,Web _ BCI° 4500s/5000s/BOOOs/6500s Filler , Ceiling Joist 24• o.c Maximum _ 3Y2" Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads 9Yz' BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500S 1.8 20'-0" 11'/" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCIo 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 r-Heel Depths Joist Depth End Wall 2 x 4 2 x 6 11%" 3Yz' 2IV' 14" 41/2" 31/2" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top Flange with 1 -10d (3" long) box or larger nail. 6) 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. i!io€ ,iIde i,7 5 rr. 4pe a r n,ie z t'i 15 Additional roof framing details available with BC FRAMER° software 2x beveled plate for slope Rimboard / VERSA -LAM® blocking. V" greater than Ventilation cut: 1/3 of length,'/z of depth Rimboard/ VERSA -LAM® blocking. Ventilation "V" cut: 1/3 of length,'/2 of depth 2x4 blocking Tight- Flange of BCI* Joists may for soffit for lateral be birdsmouth cut only at support. 2'-6" max, stability. the low end of the joist. Birdsmouth cut BCI® Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI° Joists may be birdsmouth cut only at flange must bear fully onI plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI® Joist 2'-0" max required each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. Simpson or USP LSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope for10dnails2x4onesidefor135PLFmax. at 6" o.c. 2x6 one side for 240 PLF max. governing building code. exceeds 7/12 (straps maybe required lower slopes in high -wind areas). Nailing per governing BCI® blocking building code. VERSA -LAM® LVL Holes cut support beam. for ventilation.,,, VERSA -LAM® t LVL support beams ,, t Backer block. Thickness per corresponding72 p BCI® series. 2x block BCI® blocking Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. I 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 may be Backer block L required when L exceeds 1 a (minimum 12" wide). 2'-0" rafter spacing. 1 Joist Nail with 10-10dnails. max Hanger Blocking as required.-. Nail outrigger l through BCI® web. DO NOT bevel -cut joist filler block. Nail beyond inside face of wall, except with 10 -10d nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI. Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM®, BOISE CASCADE® Rimboard or BCI® Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI®Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI' JOISTS Minimum end bearing: Ph" 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 or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 1'/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® joist to support: 2- 8d nails, one on each side of the web, placed 1% inches minimum from the end of the BCI® Joist to limit splitting. Sheathing toBCl®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacingfor minimum lateral stability: 18" for BCI® 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into 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 '"FiilerBlock'Thickness 1ptkThikncc4500s 1.8 wood pan4els Two %" wood panels or 2 x 5000s 1. 8 3/4" °f'/e wood anels Two'/4" wood panels or 2 z 6000s 1. 8 11Ae" or two'h" i 2 x +'/,," or %" wood panel wood panels - 6500s 1. 8 1'/e" ortwo is 2x_+%" or1'4" wood panel wood apnels60s2. O 1'/3" or two %" 2 x +'/,6" or %" wood wood anels - panel 90s2.0 2x_Iumber j Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI°' JOISTS FROM THE WEATHER BCI-- Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI• Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation 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. iui=,. Ir s ilai e i .,- ftx ae ^ z :z'tJ1Ei Maximum clear span in feet and inches, based on horizontal spans. OR A BCI® 4500s 1.8 Series BCI®,500,Os 1:8.S,erles . 1W Flange Width 2': Flange Width ' 7 =T 9Y2" 11%B' 14" 16" 9'/2' IM, 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 BCI® 5000s 1.8 Live Dead 4/12. 4/12 ; 8/12 4/12 4/12 8/12 4/12 4/12 1 8/12 4/12 4/12 8/12 4/12 , 4/12 8/12 4/12 4/12 8/12 4112 4/12 ! 8/12 Load Load or , to to or to € to 112/12'. or to € to or to i to or to to or to to or,, to to psf] [psf] Less? 8/12 112112 Less 8/12 Less 8/12 i12/12' Less' 8/12 j12/12 Less 8/12 12/12 Less 18/12 12l12 Less 8/12 12/12 Non- Snow 20 10 20 , 15 23'-. '' 22' 6" 122 1 21 3" 20'-10% 9 28'-5' 26 11 26 T' `24'-10" 25 3" 23 4' 1 32'-3' 130'-5" 30 28 G" 28'-3° 2 35' 9" 33 6 33-8" 31'-3" 3' -10 29 4' 4'-10' 23 6 23'-5" 21'-9" 22'-1 20 5" 29'-7" 28 0 12T-tt"25'-11' i 26' 4 24 4' 33'-8" 1 10 31'-9' i 29'-5" 29 11 27 7' o- 125 /0 20 20 21 1 20 -2" 18-i' 25 -8 24 v' r 22 1" 29 -2" i 27 -4" 2b-1 ° 31-4 3C- " a 2 -10" 22 5'. i 21'-Q' 19'-4" 26 -9 125'=0 ' 23'-0" 30,5 ` 28'-5 26 =2' 25 10 22-8 { 21_5" 19'-11" 26-11" 26-6" { 23'-6" 30 2 ' 29-0" 26AV 32'-T 31'-T'J29'-10" 23,-r' 22'4" 29-9- 28'-1"L26'-7 24 9_31'-11"130'-2"i28'-1" 25 15 21' T { 294" 18'-10" 25'-9" 24'-2" 22' 5" 28 2 3 2T-5" 25'-T 30 1 29'-4" 28' 3" 22'-6" 21'-2' 19'-7" AO"' 25-3 : 23'-4" 30'4" 28'-8 26'-7" O.C. 30 10 21' 8 20-0" 19-1" 25 9 24 5' 22-9" 28 3 i 2T-9" 25 11" 30 2 29 8' i 28 8' 22 7 21'-4 19 11' 6 10' 25'-5 23 9' 30 28'-11 27-0" C. Snow 30 I' 15 20' 9 19-T 1115/° 18-2" 24 5 234" ]_214' 26 7'125 11' 24 T' 28 5 2T 9" 26 10" 21 7 20 5 18 11' 25 9 24' 4 22 7' 28 f T-825 8" 40 10 40 i 15 19 8 a18 11`' 19 5 18 17 10 1 T 1 23 2 22 1 22. 8'-1 21 3 21 8 s 204 25 3 ,24 11' 24 1 123 T 24 2 22 11 F- O 25 8 26- 826 1 25 2' 24 -0 20 6 20 2 19 8 18 7 19 1 i17 10 24 5 23 8 23 5 22 2 22791121 3 2T 5 10 6 6 25 2 25 4 + 24 1 50 s 10 18'3,1T6r16T212 201 0199 231 0,2T5248 24-24-0 19-0 183j173'228 21-9 207 9102 46'235 20 23 4 20' '- 19 4'i 22„2 21'-9'+ 21 3' 8 1,23!3I 22'-9", 1`9-0!18'=1 16 1T 1p10''21' S 20',2" 23 9.'23'=4 22=10' Non- 20 1 10 21 ( 20'-5' 18 1 " 25 9 24 3' 22.6' 29 ' 27T' 257 31-5' 30-7" 28 4" 22 6 21'-3 19 8' 3Q 6 28'-9 Snow 20 15 2Q- 6 1 19'-3" 17G' 244- 22 1' 21 1' 27 26-0" 24-0' 29-0 23 2" 26 7" 21 4' 20'-0 18 ' 25 5" 2323'-1 8 14 27'-t I25 0" 125%2 20 20 19 6 : 18'-3" 16'-1G" 23-3 21-9' 20-0' 25-4 j 24'-5' 22-Y' 27-1' 26-2" 12'-11" 20'-4" 19'-0'1T-6" 24 3" 22--8' 20'-10' 2T-2"125'-10 23'-9" 25 10 20.6 (19 5' 18 1' 24-0 23'-l" -F 26 1 ': 25-T' 24 5' 2T-11" 2T-4' 26'-7" 21 4 2" 20-2" 18'-10' 25624'-1 :22 5" 28 1 2T 4 25 6' 25 15 19 7 18'- 5" 1T 1 22-4 21 9" 204 244 i 23 9" 22 11' 26-0 264" 24-5" 20 5 19 2" 1T-9" 24-0' 22'-10 21 2' 26 2 25-6 1 1' Os, 30 10 19'-T 18'-T' 1T" 22-5" 22'-0" 20-7" 24-5 24-0" 23=5" 26-1" 25' 8" . 25'-0" 20-5" 19'" 18' 1" 24'-1"23'-1 21'-6" 26 3' 25'-9 ' 24'-5" Snow 30 i, 15 18'- 7 17-9" 16-6! 21'-l" 29-7" 19-T 23'-0"22'-5" 21'-9" 24'-T' 24'-y' 23'-3" 19'J. ' 18'-6" 17'72" I22'4" 22--0" 20'-5" 24'4" 24'-1" 23'-3", 115% 400 415 1T-0 17 1 :` 16- 10 16-0 16 2 15 6 2q 1 19 1 19 9 19 3 18 8 16 2 21: 10 21 T' 2010 20 5' 21 1 19 10 23 4 22 3 23- 0 22 7 21 10 21 3 18 7 18 1 17 10 +16 10 17 416 1 21 7 20 6 21 L3 € 20 1 20 1 19 3 23 6 22 4 23. 22 8 21 1121 4 - 50 16' 2 15 10' 15-0 16 18 1"; 1T 9 19 11 19 9' 19 5 21 21 1 20 9 17 2 t6' 6' 15 8" 19 8 19'-518 8' 21 5 i21'-2 20 1y0'- 5Cj 15 ,'15'-0 q 15 3"x 14 8 1T T 1T 3 16 10: 19 2 r18v10', 18-5'' 20 5 20 1'=, 19 8'. 16 8 16;4; 15. " 18, 1Q„18' G-_,18 1' 20 7 20'72 19 9 Non- Snow 20 110 20 15 20-4 19'- 2" 15 3 { 18 t'_ 17 9` 1c-0" 24- 2 22 9 22- 10" 21- 2" 21 6' 19'-10' 26' 1 125'-11' 24 9 24 0" 24 1' 22 7 28'- 8' 20- 5' 28- 0" 26- 8 25'- 8" 24 8" 21- 2" 20 0 19'- 1'1' 18'-6` 25-2 18'-10 17-4" 3 1Q 23°-9 +22'-1" 22'- 5 20 8 28 8''27'-0 26 7 25"V t 25'-6 23 6' 125/ 0 20 20 18- 4 1 17-2" 159` 21 2 20-5" 18'-9' 23-1' 22'4' 21-3'' 24'-8" 23-10' 22'-9" 1971' 17'-10,16-5" 22-9" 21'-4 :19'-7" 4 10 23'-11 22'-Y 25 10 19'-3" 18' 3" 1 1T-0" 21'-10" 21'-5" 20'-2" 23'-10"i 23' 4" 22' 8" 25' 6" 24'-11" 24'-3" 20'-1" 19'-0" 1 T-8" 23'-6"; 22'-7" 21'-1" 25'-7" 25'-1" 23'-11' 25 ! 15 18'-0" 17'" t6'- 0" 20'-5" 19'-10" 19'-1" 22'-3" ; 21'-8" 20'-10" 23'-9" 23'-1" 22'4' 19'-2" 18'-0" 16'-8" 21'-11 21'4"19'-11' 3'-10" 23'-3"; 22'-5" 19.2" O.C. Snow 30 10- 30 ' 15 19- 01T- 5" 16- 11 16 7' 16 3" 15- 0 20 5 19 3 20 1" 19- 5" 18 9' 18 2 22 3 21AV I 20' 11 20 5" 21.4" 191023 10 22 5 23- T 22'- 10" 21 10' 21 1 Z 19 2 18 3 18'-2' 16. 11" 17 4' 16 1 22'-0" 20 8 21'-7 20 2 20- 2 19 2 3 11`' 22 6 23'-6 22- 11' 22 0 ; 21 3 115% 40 10 16' 2 !15 11" 15 2 18 3 18-0v 1T$ 19' 11 19 8 ; 193 21-0 21-0{ 20 7 17 4 16r9' 15 10 19 8 19 4 118 10 21 `5 21 „1 +20 8' 40 15 15 146 fT 5 1T 1 =i 16 7 18' 1118 T1 18 1 20 3 19 10' 19 4 16 6 16 215 2 18 8 18 17 10 20 4 20-0 19 5 50-10 14!9 14-0" 141 168 16-0'1L162 182180 1T6 195 1931811151015611481711'1T=9'175"197194119-0 r14' 1 {13'-10" 1 7 _ 16 0' 15 9";{ 15' 4" 1T 5 ,: 1T.-2'_ 16'-9"- 18 8" 18 4'' j1T;11"'15 2"1:4'-11 14'" 17 2' 16-s11" 16' 6" t$=9" 18'-5"118' 0", Non- Snow) 20 { 10 20 15 16 ' 1' 9" 17" 15 9" 16 15 5 22 0 20 3 21 1" { 15 7 19 8" 18 4' 24 0 i 23 5" 22 1 21 5" 22 4 2 r 25 7 23 8 25 24 3' 22 1' 2-0 19 , 18 6 18 6' 17 2" 17 5' ;r16 1" 23 4 1 10 22-0 e20 5 20 9_ 19 2 25 9" 23 9 25'_0 E23 3" j 21 9' 125 /0 20 . 20 16'-8 .15- 11" 14 18' 11 18-3" 1, -5' 20-8' (19'-11" 19-0' 22-1 21'^3" 20'-4" 17-8 16'-7' t 15' 3" 20 4' 19' 8 ;18' 2" 23'-1 22-2 21'-5 { 20'- 5" 25 i 10 1 T-3" i 16-10" 15-9" 19'-0" 19'-2" 1 18'-7" 21'-3" { 20'-10" 20'-S' 22'-9" 22'-3" 21'-8" 18'-6" 1 T-7" 164" 21'-0" 20'-7" 19'-6" 2'-10' 22'-5" 21'-9" 25 1 15 16'-1"' 16-T 14A0" 18'-2" 1T-9" IT-l" 19'-10" 119'4' 18'-8" 2l'-3" 20'-8" 119'-11" 1T-3" 16'-8"' 15'-5" 19'-7" 19'-1" 18'-4" 21'4" 20'-9" 20' 0" 24" O.C. 30 "10 16' 1 1510" 15'-l" 18 3 17 11'''1T-0" 19' 11 I19-T' 19 1" 21 3 20'l1 20 5" 174 16'-1015 8" 19 7 19'-3 18 9' 21 b 21'-0 20 6" Snow 30 J 15 16 2'" 14'- 9" 14'-4" 1T-2" 16'-9" 16'-T 19-9" l 18'-3" 1T-8" 29-0" 19'-0" 19-11" 16'-3" 15'-11"114'-11' 18'-5" 18'-0".1T-5" 20'-l" 19 8" 19'-0" 115% 40 [; 10 40 {- 15 145 14 2' 13Z8 135- 131 13 11 16 15& 16 1"15 9 153" 141 , 17 10 i 1T T` Al 167. 1T 2 16T 19-0 16t 18 9; i 18 5 173 1T94111 15 6 149 3`11 153' 14 7 14 14-0 17 7 468 17 4 16 11' 164+1511' 0 19 2 182 18- 10 18 6' 17-t, 0 174- 167"- 50 10 13'213-0''129 14'11 149='14fi 163161' 159 1T4 1T21610 14 12 13L7 160 15 57" i75 1T-250s`(- 15 - 12 J. `12'" 12- 1'' 14 3 , 14 0" 13 9' 15 T ,15'=4" 14 11" 16-6' 16' 0" 15 3"- 131 13-4. -0" l6-4' 14'-11 ,14'-3" 16 2' 15'-8 114.-11' 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. Maximum clear span in feet and inches, based on horizontal spans. Pp OV E BCI® 6000s 1.8 Series 2 5/16" Flange Width 91/2 11 Val, 14" 16' QjCJ0 6000s 1.8 --BCIO6000s-1..8 6000s -18--,- 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 i or to to or j to to or to to psfl [psfl I 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" 24'-6" 22'-9' M-1 1" 2 9'-2" 27-0" 35-2" i 33'-2" 30'-9" 31 -10" i 36' 7" 3' 34'-0" Snow 20 15 24'-T 23'-V 21'-4" 29'-3' 2T-6- 25 -4" 33'-3" 31 -3 28'-10" 36'-9-1 34'-6" 31'-10" 125% 20 20 23'-6" j 22'-0" 20'-2" 27'-1 V' 2 6'- 1 24'-0" 31 -9" 29'-9" 27'4" 35'- 1 32'-10" 30'-2' 25 i 10 24'-8" 23'4" 21'-8" 2914, 27'-9" 25-10" 433-43 1 -6" 1 29-" 36-10" 34" 10" 32'-5" 25 15 23'-6" 22'-2" 20 28'-0" 26'-4 24'-6" '-5" 31 _10" 29'-11" 27'-9" 34'- 11 33'-1 30'-8" 12" 30 10 23'-7" 22-4" 20 10' 28'-0" 26'-7" 24'-9" 31*-11" 30'-2" 28-2" 35--1" 33'-5" 31'-2" O. C. Snow 30 15 22'-7" 2 V-4" 19'-9" 26-11" 25-4" 23'-6" 30'-7" 28-10" 26'-9" 33'-0" 31-11" 29'-7" 115% J 10 21'-5' 7 25- 1" 24'- 6", 23A 3- 1 22- 2 3' 290727-16' 26 2T-117 T-1 25'-2 3 30 9" 29'-10" 29'-3" 29'-0" 27'-1011 40 501521 10 1T- T, 19-10 -A8'- 1 23'-7,,: 22' 21-,6 25-9", 24'-6 2 -F 27' 5,9 y' " P",'', V 18 'J 22'- V 3.,, 3 Non- 20 1 L) I 1023'-6" 22'-2" 20'-7" 28'-0" 26-5" 24'-6'* 31'-10" 30'-0" 27'-10" 35-2" 33'-2" M-10" Snow 20 1 15 1!12 2Z- 3" 20-- 11 19-4" 26'-6" M-11" 23'-0" 3Y-2" 28'-4'! 26-2" 33'-4" 3114' 28`-11" 125 O 20 0 21'-Y 19'-11" 18'-4" 25'-3" 23'-8" 2 V-9" 28'-9" 26'-11" 24'-9" 31'-5" 29'-9" 2T-5" 25 JO 224" 21'-l" 19'-8" 26'-7" 25--l" 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 J 21-4 20l 187" 25'-4 - 23-10" 22l 28'-3" 27'-2" 25'-2" 2"-3 30'-3" 29'-5" 27-4. 16" 30 10 21'-4" 20'- Y 18'-10" 26-Y 24'-l" 22'-5" IF 28'-4" 27'4' 25'- 6" 30-4" 29'-9" 28'-3" O.C. Snow 30 15 20'- 6" 19' 4" IT-11" 24-4- 23'-0" 21'4" 26'-8" 26'-0" 24'-Y 28'-6" 27'-10" 26-10" 115 % 40- 1-T-T, P- 23'- 0, -, 11 25!- 2'-T' 2T-10" 5 5 - , 27'72'! 26'4'11 40 7 7 5 Aig. -18'- l" 116- 10" 22'-2" 21 -6" 20- 24'-2"-, 23-8" 22'-10" T- 25'-10 54 248 50 1 18'-0" 64" 2--f4' 20'- 6' 19'. 23'-2" &-T' 22' 24-424'-6" 24'-1" 17'-l" 20!4 20'4!,, 19--,0 22 2 1'4'! 23 Non- 20 10 22'-111 20'-10" 19'-4" 26-3 24-_10" 23-0- 29'-11" 1 28'-3" 26'-2" 331-1'. 1 3V 281-11" Snow 20 j 15 2U-11' A" 18'-2" 24*- 11' 23'-5'* 21'-7" 28'-4" 26'-7" 24'-7 30'-8" 29--5" 27-2" 125% 20 20 19-11" 1 18-4- 1T-2" 23'-91, 20'-5" 26-10'2 254' 23 3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 22'-0" 2T-8" 26-10" 25'-0" 29'-7" 28'-11" 27'-8' 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 20'-9" 25'-9" 26-1" 23'-7" 27'-7" 26'-10*' 26-11" 19.2" 30 10 01, -9" 20--l" 1T 19, 23' -9" 22 '-T 21 '-V10" '-5" -0" 25' 25 24' 2T -8" -27'-2" 26'-6" O.C. Snow 115%24'-9" 30 A0 15 1 10 19'- 3" 18'-2" 16- 10" 1 B'- Y IT- T--2 E- 22-4" 21'- 3" 21'-7" 2T-1 0' 22' 4 20'- 0" 19 1-'T" 24-4" 23'-9" 2'- 10" 2 23'-2!,', 101, 26-0 25-5 24'-T23'- 11", R'23' 22' r50 10 AT-'10 F6-- 16 '4" j 5 2P' 19'11 - T 21 19-10", 19'27- 18 10 i,-,K,' 4-Y- 06" 21'-( 22 77 7 21 '26- V 6' 45' 164" 6'-l" e - 70" A 8' T' W--- 3",- 1 T-I 0" 20 LY-"- - 19A 1 19' 21 '21`3" 8" -7 20--10" No n- 20 10 20'-6" 19 '-4" 1T-11" 24' -4" 23'-0" 2 1'4' 27'-9" 26-2" 24'-3" 29'-9" 28'-11'! 26'-10" Snow 20 15 19'-4" 18'-2" 16'-10" 23 21'-8" 20'-0" 25'-8" 24'-8" 22'-9" 27'-5" 26'-7" 25'-2" 20 20 18'-6" 17'-3" 16-11" 22*-0' 20'-T 181-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-7' 25 10 19'-5" 18'4" IT -I" 22'-8' 21'-10 20'-4" 24-8" 23'-2" 26'-5"_ 25-10" I 25'-2' 25 1 15 18'-6" 1 T-5" 16'-2" 21'-2" 20'-7" 19'-Y 23'-0" 22'-5" 2 V-8" 24'-8" 24'-0" 23'-2" 24" 30 1 10 1 - " 16'-5" 21'-2 20'- 10' 0 10'. 19'-6" 23'-l"- 22'-8" 7, 22-2— 24'-9" -24'-3" 23'-8" O.C. Snow 30 15 1 T-7" 16-9" 15'-7" 19 ill, 19'-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11" 115% 1 '40 10 16'-2' T 16'-9" -1 F-Y f9 -0- 18.-,8".- 18'-2" 20'4 20 '-0" 22-1 21 '-9" 21 '4" 40 15, 1511 ---15'-T' 1*4' 18'07, 7 17'wT-- 17'-2", 181 91, 19'-F--'], 19'-3 7i 18 '8" '-,4 11 0181C, 19 -- 19',75-' 1-1181-9 0 50 1614'-T'- 14'4" 1'I-6'-T16A 1 T- 1 17':4" 16'-6 18-3 -174' 6710" Maximum clear span in feet and inches, based on horizontal spans. OR M11 A 0 a o • r BCI®°6500s 1 8`Series" 29%,s' F[ange'Width 9'/V BCI® 6500s 1.8 11 M." BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Live Dead 4/12 4/12 1 8/12 4/12 I 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 i° 8/1.2 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30' 2" 28'-4" 26'-1'" 34'-3" 32'-2" I 29'-8" 37'-10" 1.35'-7" ( 32'-10" 125%1 20 I 20 24'-3" i 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" ! 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 ` 10 25 5' i 24 1 22 5" 30'-3" 28'-7" 26'-7" 34 4 32 6" a 30.3" 37'-11 35' 10 33'-5" 25 J 15 24 3 1 22 10 ' 21 -2" 28 10" 27'-2 25 1 32 9 ' 30 10" 28 7" 36'-2 34 -l" } 31 7 12" 30 10 r.. 24 4 23 0 21 6'' 28 -11 2T'-4 25 6" 32 10 31'-1" - 29 0' 36 =3 34 4 32 1 O.C. a— --- - - -- Snow; 30 "j 15 23' 4" I` 22--0" 20' 5" 27'-8" 26'-2" 24'-3" 31 -6' 29'-9" i 27'-T 34'-8 32' 10" i 30'-6" 115% q0 ( 10 22 2 21 3' ` 20'-0'! 26'-4 25-3 `- 23 10 29 11 "2'8 8 27'-1" 33'=0 31 8 29 11" 40 i 15 21 9: 20 7" i 19 3 25' 11 24'?6 22 10 29 5 ! 27 10": 25 11' 31'-5 30 9 28 8' 50 10 . c20 6 ' 19 8 18 8 24'=4 23 "4 22 2 27 8jm 26 7 25 =2' 302 29 4 27 10" 19 6 ' „`i °.18' 3'". , 24' "4 23'=2 21'-'6 , 27 .0. , 26 4 's + 2 ,8'? - 28' 11 28 5, . IV, Non- i 20 10 24'-4" 1 22'-11" 21' 3" 28'-10" 27'-2" 253" 32'-10" 30'-11" 28'-8" 36'-3' 34'-2" 31'-9" Snow! 20 i 15 23'-0" 1 21'-7" 191-11" 27'-4" 25-8" 23'-8" 31'-1" j 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125%! 20 1! 20 21'-11" ( 20' 6" ! 18' 11" 26' 1" 24'-5" 22'-5" 29' 8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 ! 10 23'-1" 21'-10" 20 4" 27'-5" 25-11" 24'-l" 31 2 29'-5" 27'-5" 34'-1 32 6' 30'-3" 25 15 22 0 20 8 19 2 26 -1 24 -7 22 9 29 8 27 11 25 11' 31'-10 30' 11 28 7 16" 30 , 10 22 0 20 10 19 6 : 26 2 24 -9 23 1 29 9 ' 28 2 ; , 26 4' 31'-11 31 2" , 29 1 OX. Snow 30 '1'' 15 21 -1" " ' 19 -11" " 18 6" 25' 1 23'-8" 22 -0" 28 1 ' 26 -11 "- 25'-0" 30'-0" 29 -4" 27 -7" - 115% 40— 0 ' 20 0 =' 19 3'" °° `18 2 r- 23'-10 22 ,10', 21 7 26 9 I 26 0'- 24 6: 28'-7 28 2 27 1"' e 40 , 15 19 9 18 8 ' 17 5 '+ ' 23'-4 22 '-2 ' 20 8 25 5 ' f 24 11 -; 23 -6' 27'-2 26 8 25 11 ' 50 = 10- I ! 18 6 17 9" 1,6 11" 22'-1 21y=2 20 1 24, 5'_ 24 1 : I'22'-10 26'-1a '25 9 r25 3" 1 50 ,r 15 a18 6 ?17 8,,,; (16'-6".- 21'.5 ;s 21"'=0" 19.8 _ 5', 23 0';' 22'=4'.,, 25' 0., , a24 7" 24'-0" ; Non- _ 20 ( 10 22'-10" 21 6' 20'-0" 27'-1" 25'-7" 23'-9" 30 10 29'-1" 27 0 34'-0 32'-l" 1 29 10' Snow 20 I 15 21 -7" 20 3 13 9" 25' 8 24'-1 22 3" 29 2 27 5" ' 25 4' 32'-3 30 3 27 110 125% ---.. ZO 20 20 -7" 19 -3" 17 -9" 24'-6 ' 22'-11" 21'-l" 27 -10 26'-1" ( 24 -0' 30'-2 28 -9 ' ; 26 -6" 25 1 10 21'-8" 20'-6" 19'-l" 25'-9" 24'-4" 22'-8" 29'-l" 27'-8" 25'-9" 31'-l" 30'-6" 28'-5" 25 1 15 20'-8" 19'-5' 18'-0" 24'-6" 23'-l" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0 -- ' "- 28 3" 26 11 19. 2" O. C. 30 10 20'-8" 19'-7" 18'-3°. 24'-7" 23'-3" 21'-9" 2T-3" 26'-6."'° 24'-8" 29'-1 ' ! 28 -7" f 2T-4" Snow 30 15 19 10 '18 9 ;+ 17 -5". 23 6 22 -3 20 8 25 7 25 0 I 23'-6" 27 , 5 26 9 25 11 ' 115% i 40 10 18 10 ; 18 1 r 17 1 22"4 21=-5 20 3'24 4 24 0'''j 23-0" 26.7 ' 25 8 ' 25 2 1 40 15 . 10 18 6 17 6. "` 16 `4 , 16 21'- 3 20 =10 19 5 23 2". I 22 -9" 22'-1" 24'-9 ' , .. 24 4 . 23 F 50 17 5 8 15 10" 20'-` 5 19 10 18 10 22 3 22 0,' 21 5" 23'-9 23 623 1 15 17 3 16 7.: -f 15 6.' r 19-7 19'=3_ 18 5 21 4', 21 .0' ; _20.6; 22-1 22 Non- 20_ 1 10 21' 1" 19 11 ' 18 -61, 25'-1 23'-8 22 0" 28 6 26 11"_ 1 25 0" 31'-4 29'-9" 27 7 ' Snow. 20 ! 15 20'-0" 18 -9" 17'-4" 23'-9 ' 22'-4" 20 -7" 27 0 25 -5" 23 -5" 28'-11 28 -0" 1 26 -11" 125 / 0 20 20 19'-l" 17 -10" 16'-5" 22'-8" 21 "-3" 19'-6" ' 25 3 24'-2" j 22'-2" 26-11 26-0" 24'-6" 25 10 20'-0" ( 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 1 25'-6" i 23'-10" 2T-10" 27'-3" 26'-4" 2 - - 25 15 19 1 ' 18'-0" 16'-8" 22'-3" 21'-5"_ 19'-10" 24'-3" 23' 7" 22'-6" 25' 11" 25' 3" ( 24'-4" 24" O. C. 30 i 10 19 -2" ' . 18'-2" 1 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11`' i 22'-11" 26'-0., 25'-7" 1 24'-11' 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%° 40j 10 17 5 16 8 15 9 20, 0 19 -8 s 1 8 9 21 9 21 5 21 0'? 23 3 22' 11—tT 22 3 40_ 15 16 91, 16 2"` ";€ 15 .1 19'-0 18'-7 0- 20 8 i 20-4"C.19 3' 21=7. !20 9,19 8 f 50 [ 10 m 16 1 i 15 5 14 8 '- 18' 3 y 18.0 1. 8 17 5 19 6 19 0 18 5 :_ 4 il19 loll 5 1_8 9 f 50 , t. °15 15 5 .i 15 2"' t 14, 4 ', ._ 17 -3 16 8 15 11 ., 17 11 ' -; 17 .,[ 16 -6' 183 17 8 16 -10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code - Maximum clear span in feet and inches, based on horizontal spans. M IltPEI "Sti BCI® 60s 2.0 Series BCI T9Os 2ffSenes 25/16" Flange Width 31/2" Flange Width 11Y." BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/.II" BCI90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Dead 4/12 4/12 8/12 4/12 1 4/12 8/12 4/12 1 4/12 8/12 4112 11 4/12 1 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or 1 to 1 to or 1, to to or to to or to to or to psf] [ psf] Less 8/12 12/12 Less 8/12 12/12 Less 8/12 112/12 Less 8/12 12/12 Less 8/12 .12/12 Less 8tol 2 12/121 Non- 1 20 10 34'-1" 32'-2" 29'-10" 38'-9" 36'-7" 33'-11 " 42'-11 " 40'-6" 37'-7" 39'- 0" 36'-1 0". 44'-3'41'-9" 38'-9" 49'-0" 46'-Y 4211'* Snow! 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 311-10, 40'-8" 38'-Y 35'-Y 37'-0" 34-9". 32'-l" 1 413 4' 36'- 4 46'-5- 43'-7" 40'-3" 125% i 20 20 30'-10" 28'-10" 26'-6" 35'-V 32'-10" 30'-2'' 38'-10" 36'-4" 33'-5" 35'-Y 3T-O" 30'-4" 9. 39'-11 "1' 37-5" 34'-5" 44 -Y 41'-5" 38'-1" 25 I 10 32'-5" 30'-7" 28'-6" 36'-10" 34'-10" 32'-5" 40'-10" 38'-7" 35-11" 37'-1"i35'-0"I 32'-7" 42'-0"1_ 39'- 8" 36'-I1" 46'-6" 44'-0" 40'-11" 25 15 30'-11" 29'-l" 26-11" 35'-2" 3T-l" 30'-7" 38'-11 36'-8" 33'-11" 35'-4" i 33'-Y 30'-10" 40 -1" 37'-9" 34'-11 " 44'-4" 41'-9" 38'-8" 12" O.C. jo io P, - 5--- 31'--0" 29'- 4" 27'-4" 35'-Y 33'-4" 31 '-1 " 39'-0" 36--l-l" 34,-5 35'-5' ,33'-7": 31'-4" 40'-2"' 38'-0" 35'-6,, 44'-6" 42--l" 39'-4", Snu.. 29'-8" 1_ 28'-0" 26'-0" 3T-9" 31-10" 29'-7" 37'-5" 35'-Y 32'-9" 34-4-1 32'-l" 29'-9" 136'-4" 38'-6' , 33--g" 42'-8" 40'-Y 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32--1" 30'-9" 29'-0" 35'-6 1. 34'1-1" 32'-2" 32'-3" 130'-11 29'-2" 36'-6" 135'-0" 33--1" 40'-6" 38'-10" 36'-8 1" 40 15 27'- 9" 26'-3" 24'-6" 31'-7" 29A 0" 27A 0" 34A 1 33'-1" 30 10' 311-9"130'-0" 28'-0" 36'-0" 34'-0" 31'-9" 37'-9" 35'-2"' 50 '16 26'-V' 25'-0" 1. 23'-'9 ig--8- 2 W 29 -8'-8" 1'27'-2" 33'- 10, 32'-5" 3 0--1 3T 6-!1 35'-1V 4-- 3 - 2'-'-- 15 24'- 0' 29'- 8'.28'' T Z 29-4]29'10" 28 6 1 133 5''. Non- i 20 1 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35'-4" j 33'A"i , 31'-0" 40'-1" 37'-10" 35' 1" 44'-5"j41'-11" 38'-11" Snowl 20 1 15 29'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28*-10" X 34'-8" 32'-0" 33'-11" -6"; 31'-6" 1 29'-1" 37'-11" 35*-8" 32'-11" 42-4- 1 39'-6" 36'-6 125%F-26-71 20 27--11" 26'-2" 24'-1" 31'-9" 29'-9" 27'-4" 35*-2" 32'-11" 30'-4" 31'-11"129'-11", 27'-6" 36'-2";. 33'-11" 31'-2" 40 1" 37'-7 34'-7" 25 j 10 29'-4" 27'-9" 26-10" 33'-5" 31'-7" 29'-5" 37'-0" X-11" 32'-7" 33'-T 31'-9". 29'-7' 3W-1 36'-0" 33'-6" 42'-2" 39'-10" 37A 2-5-7 15 28'- 0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3 33'-2'* 30'-9" 32'-0" 30'-2" -27'-11 36'-Y 34'-2" 31'-8" 40'-2" 37'-10" 35'-1'. 16" 30 1 10 28--1" 26'-7" MIT 31A1" 30'-3" 28'-2" 364" 33'-,6" 31'-3" 32 A" 30'-5", 28'-4" 36'-4" 34'-5" 32'-2" 40'-3 38'-2 O.C. Snow 30 15 26A 1 " 25'-5" 23'-7" 30'-7" 28'-10" 26'-10" 33A 1 " 32'-0" 29'-8" 30'-9" 29'-0 27'-0" 34'-10" 32AV 30-J", 38'-7" 36'-5 33-10" 115% 40 10 25 24'-6" 23'-',1" 29'- 0" 27"' 10", 26'--' 4" 32'-2" MAO" 29'72" 29'-2"28.70-' 26'-5" 33--' 31'-9" T 30'-0" 36'-8" 35'-2" 6" 133'Y - 40 15 25A" 2T-9" 22'-2" 28'-7" 27'-V 25'-3" 31'4' 30'-0" 27A 1 28'-9" 25'-4" 32'77" 30 -10" 29'-5" 289" 36--1 342 31 A 0' 50 W 23'-7" 22'4 21'-' 26':l T' 25- 9 24-U' 29'-I 28'Ir-T' 2727' Il" 24' J", 27A1" 3'-11" I'32'-73 0'-1 f, 0 523J", 22'-6" 2d" 26'-10":25 23 17 2T7F' 26'-5",27,-- 5`9''24'71" 430'- -Jf I I X-1 V, I 32 -4"1,30`87 Non- 20 10 29'-V 27'-5" 25-5 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 3T-Y 1 31'-4" 1 29'-l" 37'-8'* 35'-6" 33'-0" 41' -8" 39' 4" 1 36-7 0 Snow 20 1 15 27'-6" 25'-10"231-10" 31'-Y 29'-5" 2T-l" 34'-8" 32'-7- 30 1' 31'-5" 29'-7" 2T-Y 35'-8" 33'-6" 30'-11" 39'-6" 37'-l" 34'-Y 125% 2 -0 --2'-0' 26 --'---3- '-' 2-4-'- T"- 2 - 2-'---7 '-' 29 O'J27 ld25'--8- 0 33' " 30' " 11 28'-6", X-O' 2T-V 25'-10" i 34'-0" 31-10", 29'-3" 37'-8" 35' 3" 32'-5", 25 10 26'-1" 24'-3"-31'4" 29'-8" 27'- 7" 34'-9" 32'-10" 30'-7" 31'-6" 129'-10"127'-9" 35'-9" 33'-10". 31'-6" 39'-7" 37'-5" 34'-11" 25 I 15 27'-7"- 26'-3" 24'-9" 22'-11" 29'- 11" 28'-2" 26'-1" 33'-1" 31'-2" 28'-11" 30A 28'-4" i 26'-3" X-l" 32'-1" 29'-9'* 37'-9" 35'-7" 32'-11" 19.2" 30 10 LL 26'-4" 25'-0" 23'-4" 30'- 0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30 1" 28'-7"' 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 34-3 33'-6" O.C. Snow 30 15 25'-Y 1 0 " 2- ZT— 28'- 9" i7 25 '-2" 31'-10" 30'-0" 27'-11"28'-10"1:27'-3"'25'-4'- 327-9-W011- 28'-8" 6 3 31 '-1 0" 115% 40 -107-- O- 0.- 2 3- " 1 2 7'f 72- 6 T4 81 30' -2" 29'- 27'-4", 4'-- 27'-5" .1 O, 28' 34'5!' 33'4' 31'-,'2" 40j11523'-7," 22'4' r2 20'-10' 26-10" 25'- 5" 2 T-8" 28A 2T-IT 25'-7' 2,6'- ll'-'[25'-6"I23'-l0" 30 -28'-11" 77" 27'4 33-10" 32'-l" 29'- 10 122'-2" 21'-3" 20'-3": 25'-Y 24'-2"- 23'- 0" 25A 0' , 25"Y 24'-5-l' 25-.4,,, `24'4' 23--l" 28' V! 27'-7" 26'-2!' 3-1 0-T' 171, 29 "1 50 1 15 i 22'4!1 2l'-2-:,j-,j9'7q" 4- 23'-9", 23'7-,0" 21'-11" 25'-4"'j'=24!- 2!' jt 22'-7" 28-8"[27%5" 25'-7" 29'-8" 29'-8" 28'-8" 28' 8" 27'75' Non . 20 1 26'-11" 25'-5" 23'-7 HAT' 26'-10" 33'-11" 32'-0" 29'-B" 30'4" 29'-0"' 27'-0" 34'-10" 3Z-11" 30'-7" 38'J" 36'-5" 33'-10" Snowl 20 1 15 25' 6" 23'-11" 22'-l" 28'-11" 27'-2" 25'-2" 32'-l": 30'-2" 27,-10' 29'-l" 27'4"' 25'-Y 33'-0" 31'-0" 28'-8" f 36'-7 34'-4" 31'-9" 125% 20-1 20 24'-3" 2 2-'- 9 - 20'-11" 27'- 7" 25'-10" 23 -10 " 30-'-7 23'-8 26-'--4- iF- 61 26 0 .23 -11 31'-5" 29'-6" 27'-1",34'-10" 32'-8" 30A" 25 1 10 25'-6" 24'-2" 22'-6" 29'-0" 27'- 6" 25'-7- 32'-2" 30'-5" 28'-4" 29'-2" 127'-7 25'-9" 3 -1 31 - 1 29'-2" 36'-8" 34A 32 -4' 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26--l" 24'-2" 30'-B" 28'-11" 26*-9" 27-10"! 26'-Y 24'-4" 31-'--F"I 29 27'-6" 34'-Il' 32'-11" 30'-6" 24" 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'- 3" 24'-6" 30'-9" 29--1 27'-2" 27'-ll'"f24-8 '" 26-5 f 31'-7"129'-11" 28,-7- 28'-0" 26'--7- 35'-0" 33'-7- 33'-2" 31'-0" O— C. Snow. 30 15 23'- 4" 22'- 1" 20'- 6" 26'-7" 25-- 1" 23'- 4" 27'-4" 26--1 24'-5" 26'-9" 25'-3" 23'-5" 3Y-,3-T 31'-8" 29'-5" 115% 40 1 Q-7 40 -15 21'-10" 2l'-Y 20'-8" 20,', j1 19'-3" P 24'- 22'-5" 7'' 21'- 6",' j 0" 20'- 5" 4'- 9"- 22- 524,' I V- 6", 23'-1 20'-5" 2 5 23A" 24 - 11. 1 23 '_7 22'-O" TrT 2T: sT' '26' - 8" 26,' 25'- 0" 11" 8'-0" 2 30'4' 26'- 11" 28Y10 " 1 251" 76" 26 50 10 20'-6" IT- V T8'- Z[ 18- IsT' 20`8" 20'- T' IT-67 19'-6',' 2'.-5 x-22 21'-5" 25W" -24'11" 24'-1 i2E WWI; 2 R F22 4 14-' L 1 50 '15 6" 19'-0" 18'-4" 19'-0" 18' 17'-6" 23 -4",,,22'4' 20A 1 23'4-" 21'-8 8" 22 8" 11 _11 22'11"-91' 1 BclSe "'L)S-jd'i .0- 1- d 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® 4500s 1.8 Series 11/4" Flange Width 9%" BCI® 4500s 1.8 - ` 1 V/" 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`i Non- Non- Non - Span Snow Snow Snow I Snow Snow Snow Snow Snow j Length 115% 1 125% L/240. 115% 125% L/240 115% 125% 1_/240 115% 125% L/240 6 315 343 338 j367 353` 383 356 387 7 270 j 294 289 315 302 329 305 332 8 236 257 I -,- 253 275 264. 287 267 290 9 210 j 228 225 j 245 235' i 255 237 258 10 189 i_ 205 202 220 211 230 214 232 11 172 187 184 200 192A, 209 194 211 I - 12 147 1 160 169 183 176 191 178 193 13 125 136 156 169 162- E 177 164 179 14 108 118 107 139 151 151` ( 164 152 166 15 94 102 88 e; 121 131 141; 153 142 155 16 83 90 i 73 106 115 126 1 137 133 145 17 73; j 80 61 94 102 111.' 121 125 136 18 65" 67 i_ 51 ' ` 84 91 m ^ 99 ' j 108 113 123 19 58 58 44 75 82 73 89 i 97 102 111 x20494938 68 74 63 80 87 92 100 21 43 43 33 61 67 1 54 73 I 79 83 90 22 I'_; 56 61 47 66 ; 72 76 82 23 I 51 54 42 61, 66 69 75 24.` 47 48 37 56 60 54 64 69 25 43 43 32 51'_56 48 59 64 26 i 47 51 42 54 59 I 27 44 48 38 50 54 28 I 4144 34 47 T 51 46 29 43 47 41 30 i _ _ -. 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding- Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. 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. BCIO 2" 5000s 1.8 Series Flange Width 91/2" BCI® 5000s 1.8 11 1/8" BCI® 5000s 1.8 14" BCIO 5000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length- Snow 115%) Non -Snow 125%) L/240 Snow j1 15%) Non -Snow 125%) L/240 Snow Non -Snow. 115%) (125%) L/240 6 315 343 338 367 353` 383 7 270 294 289 315 302 j 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 11 189 172 205 187 202 184 220 200 211. 230 192 209 12 157 171 169 183 176 191 13 145 1 158 156 169 162 I 177 14 125 136 r 120 144 157 151 164 L_ 15 16 109 95 1 118 104 98- 81 135 122 147 133 141 153 132 143 17 85 89 68'", 108 118 124 135 18 1.11 - 19 75 65 76 65 1 58 49- 96 87 105 94 82 114 124 103 I 112 20 56 1 56 42 78 85 71 93 101 21 48 l 48 37 71 77 61 84, 91 22 42 42 32 64 70 54 76 i 83 23 59 62 47 7076 68 24 54 54 41 64 70 60 25 111. 11.1111. .......... .... . 26 48 43 4 8 43 37 33 59 64 55 59 54 48 27 28 51 55 47 50 43 38 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® 6000s 1.8 Series 25/16" Flange Width 9%" BCI® 6000s 1.8 11'/e' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load I Deflect. Non- I Non- Non- 3 Non - Span Snow Snow Snow Snow Snow Snow.! Snow Snow Length 115% 125% L/240 115% 125% I L/240 115% 125% L/240 115% 125% L/240 6 360 392 375 408 390 i 424 398 432 - 7 309 336 322 350 334. 1 364 341 371 - 8 270 294 3 --- 281 306 293; 318 298 324 - 9 240 261 250 I 272 2601 283 i - 265 288 - 10 216 i 235 a - 225 245 234- 1 254, 238 259 - 11 196 213 204 222 213 231 217 236 - 12 180 196 187 204 195 212- 199 216 - 13 1,66' 180 173 188 180, 196 183 199 - 14 145` 158 135 161 175 „ 167° i 182, a - 170 185 - 15 126 137 111 150 163 156, 169 z - 159 173 - 16 111, 121 a. 92 140 153 146 159 149 162 - 17 98 j 101 78 126 1 137 137 149 140 152 - 18 86' 86 66 112 122 108 130, i 141 132 144 I - 19 74 74 56 101 110 92 120 130 I 125 136 20 63; 63_.'- 48 91' 99 80 108 117 119 T 129 - 21 55 j 55 42 83 90 69 98-__ I 107 112 122 - 22 48 48 36 ; 75 79 60 89_,'. 97 88 102 111 _.-.. - 23 42'` 42 `° 32 69 70 53 82' 89 78 93 101 - 24 61 I 61 47 75, 81 68 86 93 25 54_ 54 42 69 75 61 79 86 - 26 49 49 37 --_ 64 69 54 73 79 27 43 43 33 59 63 48 67 73 65 28 57 ,- 44; , 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least 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. err, ` iC' _.-i:3e 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° 6500s 1.8 Series 2'/16" Flange Width 9'/2' BCI® 6500s 1.8 11'/a' 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- j Non Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% ( L/240 115% 125% U240 115% 125% L/240 1150/6 125% L/240 6 360 I 392 I 375 1 408 390 424 - 398 432 - 7 309 336 322 350 334 364 - 341 371 - 8 270 294 281 i 306 293 318 - 298 324 9 240 250 260 283 + - 265 288 10 261 216 235 - 272 225 245 234 254 - 238 259 11 196 213_ _.. 204 -222 213 _. 231 --- -=-_ 217 236 12......... 196 1 - 187 1 204 195 212 - 199 216180___L 13 166_ 180 i - 173 188 — 180 196—`. - 183 199— 14 154 168 147 161 175 182- - - 170.-- 185 - 15 140 152 121 150 167- 156 169 159 173 16 123 132 101 163 _ 140 153 146 159 - 149 162 - 17 109 111 85 132 144 137 149 - 140 152 - 18 94 94 72 125 135 118 130 141 - 132 144 - 19 80 80 61 112 122 101 123 134 - 125 136 20 69 __.___69 53 101 _110 87 117 127 = 119 129 - 21 60 ' 60 46 91 99 76 108 118 _ 113 123- 22 52 52 40 83 1 87 66 99 107 96 108 118 - 23 46 46 35 76 ' 76 58 90 98 84 103 1 112 - 24 41 1_ 41 31 67 ( 67 51 _ 83 90 74_95— 1 103 _ 25 60 1-60 45 76 83 66 87 95 - 26 53 1 53 40 71 77 59 81 I 88 _ 79 27 47 ' 47 36 65 69 53 75 81 71 28 43 1 43 32 61 62 47 69 76 63 29 56 -- 56 43 - 65--) 70 r-- 57-- - 30 51 51 39 60_ 66 52 31 46 46 -35 - 57 62 47.- 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 - 35 j 43 43 33 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) M.M11 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'/2", Flange Width 11W BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/e' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 IdWI-Load I iDeflect, Total Load i Dofied. Total Load__Daffel:L__IQWJm_ DefiefA, Totall.Qad :DefierA. Total LQad__D_efied Non- Non Non- Non- Non- Non Span Snow i Snow 1 Snow I Snow 11 Snow Snow Snow Snow Snow j Snow Snow I Snow Length o l o o j o o o o o! o f o i U240 i ML/24 6 413 449 413 449 413 449 507 551 '_ - 510 1555 - 015of 514 ' 559 7 8 354 309 385 336 354 309 385 , 336 354 309 385 336: 434 472 380 ,' 413 i - 437 383 476 T - 416 - 441 479 385 419 9 10 275 247 299 269 275 247 299_ 269 27_ 5_ 247 299 269 338 3_67 I _- 304 ' 330_I - 340 3_ 0_6 370 - 333 - 343372, - 308 1335 11 225 245 225 245 225 245 276 3 300 --` 278 302 - 28 30 05T - 12 206 224 206 224 206 224` 253 275 - 255 277 - 257 279j;. - 13 190 207' 190207 190, 207 234 254 235 256 - 25 23718, 14 177 192 177_ 192 177_ 192 236 218 238 - 220 1 239 15 165 179 165 179 165 179 217 202 ' 220 204 205 1223_= 16 154 168 154 168 154 168 190 206 I, 178 191 222 208 - i 192 209 17 145_ 158 145 158 145 158;; 194 180 i 196 - 181 197 1. - 18 137 ' 149 137 a149 137 A49, 169 ` 183 : - . 170 185 - 171 ` -1861 - 19 130' 141 123 130 141 130 141 160 174 ' -- 161 175 162T 176 - 20 123 134 106 123 134 123 134 152 165 ; -. 153 166 1 154 j 167 - 21 118 121 92 118 128 118 128 144 157134 145 158 - 147 159 ` 22 106'; 106 814 112 122 112 12Z 138 150 118 139 151 - 140 152 - 23 93 93 71 107 117 103 107 117 132 136 E' 104 92 133 144 - 134 14 - T 2482826310311291103112120120127138 - 128 139 - 25 73 73 56 99 106 81 99 107 107 107 ' 82 122 1133 117 123 134 26 65 65 50 94 94 72 95 103_ 96 96 I 73 : 117 128 104 118 1129 >I - 27 58 r_ 58 44: 85 85 65 91 99= 87 86 .l,r 86 651,113 123 94 114 , 124 _ 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84110 119 - 29 47 47 36- 69 69 52 85 92 71 70 g 70 e—. 53 100 100 76 106 1115 j 102 30 43 43 32 62 62 47 82 84 64 63 63 I 48 91 91 69 102 i 111 j 93_ 31 56 56 43 76 76 58 57 57 44 ' E,} 82 82 63 99 108 85 32 4 51'. 51 39 69 69. 5352 52 ; 40 75 75 57 96 i 101°. 77 33 47 . 47 36 63 63'' 48 48 i 48 t 36 69 69 52 92 ' —92 ` - 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 1 53 41 40 i 40 ' 31 1 58 58 44 1 78 ( 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. R ; a . , % rt St em Spec i e r r c rs 4. ;; t: Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. End Reaction{Ibs] Intermediate Reaction [Ibs] BCI® 1'/2" Bearing 3'/2" Bearing 3'/2" Bearing 5'V BearingJoistDepthWeightMomentElx106Kx106Shear Series inches] plf] ft-Ibs] lb-inz] Ibs] Ibs] No WSI'I WSP No WSM WS(2) No WSI'I WS(2) ' No WSI'I WS(2) 9'/2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11'/e 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 j 1725 2350 3050 i 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 j 1975 2400 3200 ' 2525 3350 9'/z 2.3 2725 175 5 1475 950 1125 1125 1 1275 2100 2350 ' 2525 2750 2.6 3485 295 6 1625 950'' 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 1 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 i 1975 2400 3200 2525 3350 91/2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11'/e 2.8 4060 335 6 1675 1175 1425 1425 j 1475 2500 2850 2900 3000 1.8 ' 14 3.1 4815 490 8-,---- 1925 1175 1525 1525 l 1725- 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 ! 2950 3350 9'/2 2.7 220 5 1575 1175 1375 1375 ( 1425 2650 12700 2750 6500s 11% 3.0 3505 4495 365 7 1675 1175 1425 1425 1475 2400 2500 2850 2900 3000 1.8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 ; 1975 2650 3350 2950 3350 11'/e 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 20 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 ! 3200 3650 16 3.8 8520 895 9 2175 1 1175 1625 1550 1975 2750 3650 3200 3750 11% 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 2 0 , 14 4.6 11390 980 8 2350 145.0; 1950 1850 ! 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 ` 2550 1475 2150 1900 2350 3425 4000 ! 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) Nailing Perpendicular to Glue Lines (Wide Face) Nailing , Parallel tor< . Glue Lines Narrow Face) 0 5W14 wh 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] All BCI® Joists Nailing Perpendicular to Nailing Parallel to Glue trine (Wide Face) Glue Line (Narrow Face) O. C. Spacing End of Joist O.C.Spacing! End of Joist NailSizeinchesinchesinchesinches8d Box (0.11Yo x 2.5") 2 1'/2 4 1 /" 8d Common (0.131"0 x 2.5") 2 1'/2 4 3 10d & 12d Box (0.128"e x 3" 3 25) 2 1'/2 4 3 164 Box 0.135"o x 3 5 2 1'/2 4 3 10d & 12d Common & 3 2 6 4 i16dSinkerx3", 3.25") 0.148"e 16d Common 0.162"e x 3.5" 3 2 6 4 RCIo, nianhra(im TahIP (1) Diaphragm Capacit-.<<2)(3)[&ft] « n BCI® Series Unblocked `, Blocked,, ,, 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges in building code 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges As permitted for 3x framing 1360 Ib/ft for 6" o.c. nailing @ panel edges 6000s, 6500s in building code 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges As permitted for 3x framing iAs permitted for 3x framing in building code with nail 60s, 90s in building code .spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least X. inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. c3cis .. acl-;; _iia; e i rcii "'vide - c9 z."`: 1 WhirIItoH!" 11'/8" n14 l 81 i 16" lit, 1 1/8rr ' 1 *116" 13 4" BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®# 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability, Perpendicular r • Parallel See chart for vertical load capacity. See chart for vertical load capacity Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Connection per design professional of record's specification for shear transfer. Fx" tlia through bolts (ASTM A307 Grades A&B, SAE Exterior Wall Sheathing 1429 Grades 1 or 2, or higher with washers and nuts) Max.'s/32" thickness or.dia lag screws (full penetration), staggered BCI"/A)S00 Joists Min. connection for 40/10 psf deck loading Perpendicular or Deck Joist Length Connection _ parallel to rim 12'-0" & less 2 rows % bolt or lag screw, 24 o.c. (300,p1f max I 12'-1"-18'-0" 2rows %" bolt or lag screw, 16" o.c. (450 plf max) ,. N ote: For snow bads greater than 40 psf, and/or dead loads greater e e than 10 psf, size connection per max pit values shown above. rm¢ t-1 t— BOISE CASCADE* Rimboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck Construction Guide. Vertical Load Allowable Design Values _ CapacityR, Compression Maxlinum Flo6r Diaphragm Modulus of ` Horizontal Perpendicular, Uniform Point Lateral`Gapacity Flexural Stress Elasticity Shear to Grain---: Rroduc' t ' If lb Ib/ft lb/in] lb/in']Ib/in2 Ib/inz 1"`- BC RIM BOARD0(2)z 3300 3500 180 rnited'span capabilities, see note,2 z1" BC RIM BOARD®,OSB V). , 1'/ a'';BCRIM BOARD® OSB ?I, 4400 3500 n 180- . ; Limited span capabilities, see note 2 its/ s VERSA-CAM®1 4 1800 (1) s 1 6000 6 4450 Permitted p build erin code P, g 2' thick framing floor diaphragms. for aA nominal 1800 - 1 400,000_ 225 525. ; , i 1'/. VERSA-LAM®;2.03100!'l.r 570:0 4300 Permittetl per building code for all nominal 2" thick framingFBoor diaphragms 3100 2,000,000 285 750 Q8dBox ( 0113mx25a):3 3 3 3 8d Comm6n .., 1 m (013x2:5°) 3 3 3 3 1a'0d & 12&B6 x (0:128 m x 3, 3:25") 3 3 16d Box € ( 0135"o x 3 5") n_ See publication in note 2 for 3 3 _ 10tl further nailing information. 4 4 16d Sinker d1 _(014$ o x 3 25°j 16d`Coinrnon ( 0162 0 z,°3.5)' 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. AIntroduction VERSA -LAM" Products Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior - type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing 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. 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/" 7'/ 4" 1" 9'/ 4" and greater 2" 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. End Bearing r Y-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 I Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint r/z" air space Strap per code if top plate is not continuous over header. Verify hanger capacity with v z= at bearing. required hanger manufacturerI, between a VERSA- MI concrete column p 4 and wood. Column connectorr y Per design i Trimmers f f professional of record Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall rn t Wood top plate must be flush 7 Tx nit with inside of wall Strap per code if + , Sloped seat cut -_'INottoexcee, ' atf Hanger top plate is not continuous 4r inside face bearing. 9 fT of DO NOT bevel cut VERSA -LAM® beyond inside face of wall without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between t • shown for clarity. t or BC CALC® software analysis. t ' concrete and wood t VERSA -LAM"" Installation Notes Minimum of I/V air space between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA -LAM® beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). Maxirriuitl Uniform Sitle Load [plq Nailed ' Dia. Through Bolt M Dia. Through Bolt(') Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows of Sinkers @ Sinkers @ 24" o.c. 12" o.c. @ 6" o.c. 24" o.c. 12" o.c. @ 6" O.C. Members 12" o.c. 12" o.c. sta ered sta eyed sta eyed sta eyed sta ered sta ered 1%" VERSA -LAM" (Depths of 18" and less) 2 470 705 505 1010 2020 560 1120 2245 31z1 525 375 755 1515 420 840 1685350 4(3) use bolt schedule 335 670 1345 370 745 1495 3%!;`VERSA -LAM 2t3 use bolt schedule 855 1715 N/A 1125 2250 N/A 1%" VERSA -LAM® (Depths of 24") Number Nailed R) Dia. Through BoIN" %" Dia. Through Bolt(') of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ Members Sinkers @ Sinkers @ 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 12" o.c. 12" o.c. staggered sta ered sta ered sta ered sta ered staggered 2 705 940 755 1010 1515 840 1120 1685_ 312l 525 705 565 755 1135 630 840 1260 4 (4) use bolt schedule r 505 670 1010 7 560 745 1120 1. Design values apply to common bolts that conform to ANSI/ASME standard 618.21-1981 (ASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2" for''/:" bolts and 2Y' for W bolls. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135" diameter x 3.5" length, 16d sinker nails = 0.148' diameter x 3.25' length. 4. 7' wide beams must be lop -loaded or loaded from both sides lesser side shall be no less than 5 % of opposite side). u;=rApm For top -loaded beams and beams with side loads with less than those shown: Plies-,d Depth., Nailing I?)„;" Maximum Uni orm Load'from One Side Depths 11%;' & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1%" plies Depths 14" - 18" 3 rows 16d boxlsinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf Depths, -11'/" & less 2'66 vs 16d box/sinker.nails @ 12"`o.c' 3) 1 / "' plies I'l Depths 14". 1W" ; 3 rows 16d box/sinker nail_s12" O.C. pIf, :e" Depth; = 24" 4 rows 16d-boxlsinker nails:@,12" o.c. s 660 pIf - Depths 18" & less 2 rows I/Tbolts @ 24' o.c., staggered 335 plf 4) 1'/V plies Depth = 24" 3 rows /: bolts @ 24" o.c., staggered every 8" 505 plf Depths 18" & less 2 rows %' bolts @ 24" o.c., staggered 855 plf 2) 3'k" plies Depth 20" - 24" 3 rows Yz' bolts @ 24" o.c., staggered every 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3-member beam. 2. 16d box nails = 0.135' diameter x 3. 5" length, 16d sinker nails = 0.148' diameter x 3.25" length. 3. Beams wider than 7' must be designed by the engineer of record. 4. All values in these tables may be increased by 15%for snow -bad roofs and by 25%for non -snow bad roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0. 5 may be usedwhen designing Yecifc connections with LRSA-LAM®. 7. Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, Simpson Strong -Tie SDW or SDS, andUSP INS screws may also be used to connect multiple member VERSA - LAM" beams contact Boise Cascade E& Engineering for further information. A 4 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. Uwen, 3 rm shown be c is s ppor ting res,dentlal ficor load 40 psf iive io dr ead oad) and is spanning 'C C". Kean depth is limited to in Find: , A multiple 11W" ply VERSA -LAM that is adequate to support the design loads and the rrember's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' 12 + 18' 1 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC® to size beam. A Triple VERSA -LAM 2.0 3100 1%" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Nlax. Side Load = i i 8 ' 2 x'40 + 10 psf) = 450 plf 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: Failed- 3 rows 16d sinkers 0 12" o.c: 525 pit is greater than 450 plf OK Bolts: «' diameter 2 rows @ 12" staggered: 755 pit is greater than 450 pif OK 3100 1 '' Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] 1 " VERSA -LAM 2.0 3100 Double Ply 1%" VERSA -LAM® 2.0 3100 or Triple Ply 1'/." VERSA -LAM' 2.0 3100 or Quadruple Ply 1'/." VERSA -LAM® 2.0 3100 or Span 3%:" VERSA -LAM 2.0 3100 5'/4" VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 ft] 7'/.' 9%i' 11%" 14" 7Va" 9'/" ,117 . 14 16" 18" : 24" 9'/:" 1-_ T 16" 18' 20" 24" 11%" 14 ' 16" 18" 20 i 4" 763 1063 j 1424 1795 1525 2126 r 2849 3590 4387 5232 ' 5226_ 3189 1 4273 ' 5384 6580 ! 7848 7845 1 7838 5697 7179 18773 1 10463 10459 10451 6 762 - 1 - 1525 1.8/44;2.4/6.1'3.3/8.24.1/10. 1.8/4.42.4/6.1'3.3/8.214.1/10.35112.61 6115 16115 2.416.113.3/8.24.111035112.6 6115 6115 1 6115 3.3/8.24A110.3'5/12.6; 6115 6/15 [ 6/15 479 ; 746 979 ` 1207 957 1492 ' 1957 2414 " 2886 `r 3402 ' 3913 2237 1 2936 .3622 4328 5103 5876 1 5870 3914 '4829 5771 E 6803 ' 7834 } 7826 8 322 724 1.513.712.315.7 3/7.5 13.719.3 643' 1447 - 1.513.7>2.315.7, 3/7.5 13.719.3,44/11.t 5.2/131 6/15 2171 - i F 2.315.7,3/7.5 f3.719:3,4.4111.115.2/13; 6115 1,6/15 317.5 3.7/9.3,4.4111.1;52113` 6/15 6/15 243 551 745 1 909 487 1102 1489 1817 2148 1 2502 3126 1653 2234 2726 3222 3753 4322 4688 2978 3635 4296 5003 5763 6251 10 165 ' 370 724 329 741 1447 1111 2171 2894 1.5/3 2.1/5.32.917.113.5l8.7 1.5/3 2.1/5.312.9/7.1 3.5/8.741/10.314.8/12 6/15 2.i15.32.9/7.i 3.5/8.74.1/10.34.8/125.5/13.8 6/15 2.9/7.1 3.5/8.7A.1/10.34.8/125.5/13.8, 6/15 182 413 665 808 364625 1 1330 1617 1904 j+ 2209 2839 1238 1 1995 2425 2856 "3313 3800 ' 4259' 2659 3233 3807 4417 5087 ! 5679 11 124 278 544 247 557 s 1087 835 1631 i -V 2175 1. 5/3 1.7/4.4: 2.8/7 3.4/8.5 1.5/3 1.7/4.41 2.8/7 3.418.5 4/10.1 i4.7/11 7, 6/15 1.7/4.4j 2.8/7 134/8.5 4/10.1 r4.7/11.75.4/13.4?. 6/15. 2.8/7 3.4/6.5E 4110.1 4.7/11.75.4/13.4; 6/15. 139 317 585 ' 728 279 634 1170 1456 1709 [ 1977 2601 950 1755 . 2184 2564 2965 3390 ] 3901 2340 2912 i 3418 3953 4519 5201 12 95 214 419 686 191 429 1 837 i 1372 - 3 - 643 1256 l 2058 - -„ - 1675 2745 1. 5/311.513.7;2.7/6.8;3.418.4 1.513 1.5/3.7-2.716.8;3.4/8.4 3.919.914.6/11.4 6/15 1.5/3.712.716.8 3.418.4 39/9.9;4.6111.45.2/13( 6115 2.716.8 3.4l843.919.94.6111.45.21131 6115 13 109 1 248 488 1. 662 75 169 329 -540 217 l 496 i 976 1324 1550 1 1,789 ' 2399 150 337 659 1079,3 `- 1 .-, 744 1464 1986 2326 J 2683 3059 j 3598 506 988 1619 ; - - 1 - ° - 1952 2647 i 3101 3577 i 4078 1 4797 . 1317 , 2159 1. 513 1.513.1 2.416.1 3.3/8.3 1.513 ,1.5/3.1'2.416.1,3.3/8.3 3.9/9.7,4.5/11.2 6115 1.513.1 274/6.1 3.3/8.3 3.9/9.7,415/11.25.1112. 6/15 2.4/6.1<3..3/8.313.9/9.714.5111.25.1/12.7, 6/15' 86 198 390 585 173 ' 395 779 1171 1418 1633 2226 593 1169 1756 2128 ' 2449 2786 1 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 270 527864 1290 - - 405 [ 791 1296 : 1935 1055 1728 2580 l - 1. 5/3 1.5/3 i2.1/5.313.2/7.9 1.5/3 1.513 12.115.3!3.217.9 3.8/9.6!; 4.4/11 j 6/15 1.513 12.1/5.313.217.9 3.8/9.614.4/11 5/12.5! 6115 2.1/5.3 3.217.9 3.819.614.4/11 5/12.51 6115 15 70 160 316 509 49 110`1 214 351 139 320 . 631 1018 1307 i 1502 2076 98 220 429 703' 10499 1493 - 479 1 947 1527 1960 2253 <. 2558 1 3113 329 °, 643 1 1054 1573 2240 - 1 - 1262 2036 1 2614 3003 3410 4151' 858 1405 2098 2987 j 1.5/3 11.5/3 11.8/4.612.9/7.4 L5/3' 1.5/3 f1.814.612.9/7.4 3.8/9.54:3/10.9 6/15 15/3 11.8/4.612.9/7.4 3.8/9.543/10.94.9/12.3 6/15 1.8/4.6 2:917.4`3.8/9.54.3/10.94.9/A2. 6/15 57 1 131 259 1 427 113 262 ' 518 1 854 1151 1390 1 1944 393 777 1281 1727 2085 2364 i 2917 1036 1708 2303 2780 3151 1 3889 16 40 r 90 177 289 60 181 ] 353 579 864 1 1230 271 530 I 868 1296 1 1846 707 1158 1728 j 2461 1 - 1. 5/3 1 1.5/3 ! 1 6/4 :2.616.6 1.513 1.5/3 ; 1.614 12.6/6.6 3 6/8.9;4.3/10.7 6115 1.513 ' 1.6/4 32.6/6.6 3.618.9 4:3/10.74.9/12.2 6/15 r 1. 6/4 2.6/6.613.6/8.9 4.3/10.74.9/12.2 6/15 108 215 355 93 217 430 710 ` 1018 1274 1826 325 '645 ? 1065 ! 1527 1911 i 2196 2739 860 1420 6 2036 2547 2929 1 3652 17 75 1 147 E 241 67 151 295 463 ' 720 1026 226 442 724 1081 :1539 2111 - 569 965 ' 1441 2052 2814 i 1. 5/3 ,1.5/3.6 2.3/5.9 1.5/3 1.5/3 1:5/3.612.3/5:913.3/8.4,4.2/105,'6/15 1.5/3 f_513.6 2.3/5:9 33184i4:2/10.54.8/12; 6/15 1.5/3.6 7:3/59:3.3/8.44.2/10.54.6112 6/15 90 180 298 77 181 t 360 596 894 1134 1701 271 540 894 1341 1701 2051 1 2552 720 1191 1788 2268 2735 1 3402 18 64 124 I 203 56 127 1 248 407 607 1 864 ' - 191 j 372 1 610 910 '1296 1778 1 496 813 1214 1728 2371 - 1. 5/3 i1.513.2j2.1/5.2 1.5/3 1.513 11.5/3.212.1/5.2 3.1/7.8 4/9.9 {5.9/14. 1.5/3 111.5/3.2 2.1/5.2 3.1/7.8i 4/9.9 4.8/11.95.9/14. 1.513.2 2.1/52 3.1/7.8. 419.9 4.8/11.95.9/14. 76 152 252° 65 , 152 ,, 304 ; 504' 758 1016' 1592 229,1 457 757 1137 1524 1863 1 2388 609 ` 1009-i' 1516 1' 2032 • 2484 3184= 19 54 A05 1 173 48 108 ;` 211 346 > 516 735 162 316 519`-, 774 , ;1102 : 1512 - 422 1 691 1032 1i 1470 , , 2016 ' , ` - 1. 513 15/3 1:9/4.7 1.51T 1.5/3 j 1.5/3 11.9/4.7 2.8/7 3.7/9.45.8/14. 1.5/3 ! 1.5/3 11.9/4!7 2.8/7 j3.7/9.44.6/11.45.8/14. 1.5/3 1.9I4.7I 2.8/7 3.7/9.44.61114, .8/14. 65 130 215 54 - 129 _ 259 1 430 _ 647 1 915 1 1496 194 389 646 971 1373 1678 1 2243 519 861 1295 1830 2237 1 2991 20 46 90 148 41 93 ,181 i 296 442 ; 630 1493 139 271 `= 445 664 -i 945 1296 ; 2240 362 593 885 : 1260 1728 F2987 1. 5/3 1.5/3 .1.714.2 1.5/3 _ 1.513 1.5/3-1.7/4.22.5/6.313.6/8.95.8/14.5 1.5/3 1.5/3 11.7/4.2 2.5/6.313.6/8.94.3/10.6`5.8/14. 1.5/3_1.7/4.2;2.5/6.313.6/8.94.3/10.85.8/14. 22 96 160' 68 111 95 192 320 482 692 1304 70 1 136 1 223 332_ ( 1122 142 288 1 480 3 724 t 1038 1382 1,1956 r 104 204 j 334, 499 1 710 974 1 1683 384 640 965 l 1383 1 1842 2608 272 ' 445 665 947 1299 2244 4731. 513.5]2.1/52 1.5/3 11.513.5 1.5/3 f 1[513 1'5/3.5 2A /5.2 3/7.4_ .6/t3.9 1.513 1 1,513 1:5/3.52.1/5.2i 317.4 3.919.9 5.6113.9 1.513 4 31f.4 3.919.9 5.6/13. 72 122 71 145 1 243 368 1 529 1 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2184 24 52 - 86 54 1 105 172 256 ` 365 i 864 80 157 ; 257 384 1 547 750 1296 209 343 512 729 1000 1728 1. 513 1 1.513 1.513 1.5_13 1.';3 1.S14.4 2.5/6.35.1/12. 1.5/3 1.5/3 i 1.5/3 1.8/4.4i25/6.3;3.4/8.6 5.1/12. r 1. 5/3 1.5/3 i1.8/4.4 2.5/6.3 3.4/8.615.1/12. 56 1 94 54 1 111 1 188 z 286 '412 1 927' 80 1 167 i 282 429 618 855 r 1390 223 376'1, 572 824 1139 11853-. 26 41 67 42 _2 135`' 201 [267 680 63 1 124 1 202 ; 302 1;430 , 590 1 1020 165 1270 403 r 574 787 ( 1359 1.5/ 3 .1,513 1.5/3 1 1.5/3 i 1.513 1.513.7 2.1/5.34.7/11. 1.5/31.5/31 1.5/3.7;2.1/5.3 2.9/7.3;4.7111 8`1.513 1..513 1.5/3.7 2.1/5.3 2.917.314.7/11 74 87 _ 148 : 226 326 792 61 1 130 1 222 338 1 489 678 1, 1188 174 : 296 451 1 652 904 i 1584 28 54 66 t 108 161 230 544 51 1 99 ` 162 242 344 472 ', 816 132 216 322 1 459 630 1088 1 1. 5/3 1.513 { 1.5/3 1.5/3.211.8/4.64.4/10. 1.513 1.5/3 1.5/3 1.5/3.2 1.8l4.6'2.5/6.34.4/10. 1.513 : 1.513 1.5/3.211.8/4.6L2.5/6.3;4A/10. 59 68 ' 118 t 180 262 i 639 j'102 1176 271 1. 393 r 546 959 137 235 361 523 728 1279` 30 44 r _54 [ 86 131 187 442' 1 80 132 197 1;280 384 664 107 178 262 . 373 512 885 1 11. 5/3 1.5/3 1.5/3 1.5/3 f.6/4 13.8/9.5 1.5/3 ? 1.5/3 1.513 1.6/4 12:2/5.513.8/9.5 1.513 ? 1.513 1.5/3.1' 1.614 <2.2/5.513.8/9.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the 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- pty, 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 115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] 1'W VERSA -LAM® 2.0 3100 Double Ply 1W VERSA -LAM® 2.0 3100 or Triple Ply 1'/V VERSA -LAM® 2.0 3100 or Quadruple Ply 1%" VERSA -LAM'® 2.0 3100 or Span 3W VERSA -LAM 2.0 3100 51/V VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 ft] 7'/," 9'/z" 11 /e" i 14" 7'/a" -. 9'/2" 11 V." ` 14 16" 18" ; 24" 9'/z" 11 % 16" 18" 1 20" 24" 11 V." 14" 16" 1 18" 20" 24" 878 ( 1223 1639 2065 1755 2446 3278 4130 ( 5047 5232 1 5226 3669 4917 6195 1 7570 7848 ! 7845 . 7838 6556 8260 " 10094 10463 10459 10451 1 L - 215 : 2.8/7 3.8/9.44.7111. 2/5 = 2.8/7 13.8/9.4i4.7111.85.8/14.5; 6115 1 6/15 2.817 ?3.8/9.4E4.7/11.85.8114.5 6/15 1 6/15 ` 6115 3.8/9.4,4.7/11.85.8/14. 6115 6115 6115 511 858 ,112E `'1389'i 1197, 1717.2252 2779 3321 3915 3913 2575 , 3379 ; 4168;i 4981 5872 5876 5870 4505,' 5558 6642 '7829 ]_7834 .7826. 8 482 j{ - 965 -- - - - I 1 4.6J2.6/6.6v35/8.64.3/10. 1.8/4.6`2.816.6`3.5186;4.3/10.65.1/12.7 8/15.1 6/15': 2.6/6.6 3.5/8.64:3/10,65.1/.12.T 6/15 6115`l 6/15 3.5/86'4.3/10;65.1/12.7` 6/15 6/15 ! 6115: 326 637 _ 857 1046 651 i 1274 1714E 2092 j 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 ; 4184 4945 1 5759 6259 6251 10 247 556 _ - 494 i 1111 ] - _ - 1667 1.5/3.1'2.4/6.1i3.3/8.2 4/10 1.5/3.1i2.4/6.1 3:3/8.2E 4/10 '4.7/11.95.5/13.8 6/15 2.4/6.1 3.3/8.2f 4/10 4 7/11.95.5/13.8,` 6/15 6/15 3.3/8.2; 4110 4.7/11.95.5/13.8 6/15 6/15 244 526 `i.": 765 931 487 .1052 1531 ( 1861 2192 2543 2839.;' 1577 :2296 2792 3288 `3814 4265; 4259 3062 ;, 3723 4383 I: 5085 5687 5679. 11 186 418 - - - v 371 835 - r - - l 1253 - - 1. 1.513 12.2/5.6"3218.1;3:9I9.8 1.513 2.2{5.6 3.2181 3919.8l4.6/11.65.4/13.4 6/15; 2.215.E'3.2/8.1 3.9I9.8`4.6/11.65.4/13.4 6115, i 6/15 3:216.1'3.919:84.61if.6 5:4/13.4 6115 6/15' 187 424 674 838 374 848 1347 i 1676 ' 1968 2276 i 2601 1272 ' 2021 1 2514 2952 3414 1 3903 i 3901 2694 3353 3936 1 4552 i 5203 5201 12 143 ( 322 628 286 643 125E 965 1884 2512m - _ 1.5/3 (2/4.9 ,3 1/7 8 3.9/9.7 1.5/3 214.9 '3.1/7.8 3.9/9.7'4.5/11.35.2/13.t 6/15 2/4.9 3.1/7.8i3:9/9.7 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.ti 6/15 . 6/15 13 146 1-332 573 762 112 253 ' ,494-, 292 ;`665 1146 •1524-.1 1785 1,2060 t 2399 225 506 '" 988 - - [ - 997 1719 ` 2287 " 2678 3089", 3522`E 3598 759 1482 - F- 2292 .3049,, 3571 4119 ` 4696 4797- 1976', 1.5/3 1.7/4.2f29/7113.8195 1.5/3,117/4.2 2.917.2 3.819.545111.25.1/12.9' 6115 1.714.2,2.9/72[3.8/9.545/1125.1/12:95.9/14.7E 6115 2.9/72 3.8/9;54.5/11.25:1/12.95.9/14:7 6115> 116 265 - 493 674 233 1 530 987 l 13491 1634 ! 1880r' 2226 796 11480 2023 2450 ,2821 3208 3338' 1973 2697 3267 ' 3761 4278 4451 14 90 ' 203 I 396 648 180 405 791 ] 129E - - lam- 608 1187 1944 1582 2593 1.5/3'1.5/3.612.7/6.7 3.6/9.1 1.5/3 1.5/3.6:2.7/6.7'3.6/9.1 4.41115.1/12.T 8/15 1.513.62.7/6.713.6/9.ii4.4/11 5.1/12.75.8/14.4 6115 2.7/6.733.6/9.1 4.4/11 5.1/12.7,5.8/14.4. 6115 16 I., 60 136 265 434 1.5/3 ( 1.513 1 5A 3.2/7.9 121 i 271 530 t 868 1296 L5/3 r 1.5/3 2.2/5 4,3.2/7.9 4.1/10.24.9112.3 6/15 407 795 , 1303 1944 1.5/3 '2.2/5 4 3.2/7.9,4.1/10.24.9/12.3 5.6/14 i 6/15 o 0 00 1060 1737 2593 2.2/5.4j3.2/7.9 4.1/10.24.9/12 3 5.6114 6/15 63' 146-1- 289 455 127 292 1 577 1173 146E 1829 438 1 866=J1365 1760 2201 1 2531 J 2743 1154 1820 2346 2935 3374' '3657 17 50• 113 (' 221 ' 362'" 101 " 226 442 y 724-1081 - 339 663 1106E 1621 884 1448' 2161 -. 1.5%3 [ 15/3'1.9/4.8 3/7.5" 1.513 I'»1.513 ]1.9148] 317.5' 39196.4.81121 6115, 1.513 1.9748'.317.5: 3919.E 4.8/12 5.5/13.8 6/15' 1.9/48 F3/7.5 3.919.614i8/12 5.5/138 6115 53_ / 122 242 399 106 : 244 484 799 1045 1307 ] 1726. 367 726 1198. 1567 1961 2364 2588 968 1598 2089 : 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 129E 1 288 558 915 1368 1944 [ 744 , 1220 1821 2593 1.5/3 1.5/3 1.7/4.3 2.8/7 1.5/3 1.5/3 1.7/4.3 2.8/7 3.6/9.1 4.5/11.41 6/15 1.5/3 1.7/4.3 2.8/7 3.6/9.1 4.5/11.45.5/13.7 6/15 1 7/4.312.8/7 3.6/9.1,4.5/11.45.5/13.7 6/15 1 88J1513.41,23/5.6 289 75 176 350 1 579 1 843 1055 1551 263 525 868 1265 1583 1.1934 232E 699 i 1157 1686 12110 2579 3101 20 69 222 62 139 271 445 664 945 208 407 667 996 1418 T S43 I 889 1327 1890 - j _ 1 1.5/3 1.5/3 1 1.5/3'1.5/3.412.3/5.6 3.3/8.24.1/10.21 6115 1.513 1.5/3.4 2.3/5.8 3.3/8.2A.1/10.2 5/12.56/15/15 1.5/3.4 2.3/5.6 3.3/8.2,4.1110.2, 5/12.SI 6/15 99 164 24 79 129 60 101 28 49 81 1.513 98 197 329 496 711 , 1259 146 296 493 1 744 1066 1334 1889 395 658 992 1 1422 1779 2518 80 T .. ..... ... .. 157 i 257 1 384 547 121 236 1 386 576 820 1125 15 768.:... ... .... 314 51094 1500 1. 5/3 1.5/3 1.6/3.912.3/5.9 3.318.3 5.9/14.7 1.513 1.5/3 1.6/3.9123/5.9 3.3/8.34:2110.459/14. 1.513 11.613.9 2.3/5.9 3.3/8.3,4.2/10.45.9/14.1 75 1 153` J .256" 1 387 555-,, 1069: 112 1 229 .'=383'.'' 580 833" 1132 11604 305 1.511" 773' 1110 1510 2139 - 63: • 224 202 302= 430. 1020 95 185 304 ( 453 .. -645 885 '15 247 (- 405 'i 604` 1 :860 1180 f 2039` 1. 5/3j 1.5/3'j15/3.3;.2/5 .2.8/7:15.4/11 1.5/3 1 1 5/3 1.5/3.3 2/5 2.8/7.113.8/9.6T5.4113. 1 1i513 1:5/3:3'' 2/5 2:8/7.1 3.819.65.4113:? 58 120 202 ( 306 441 1 919 87 180 ' 303 459 U 661 914 1378 240 a 404 612 882 - 1219 1637 51 99 162 242 344 816 76 148 243 1 363 517 9 j 1224 198 1 324 484 689 ' 945 1633 1. 5/3 1.513 1.5/3 i1.7/4.32.4/6.1i5/12.6 1.513 1.5/3 1.5/3 ,1.714.3 2.4/6.1,3.4/8.415/12.6 1.5/3 1.513 1.7/4.3j2.4/6.113.4/8.4;5/12.6 30 j j. q 3 f ii il1.513 1.513 593.7 2.1/5. 4.7/ 1.7f 15/3 1.5/3 1.5/3 115/3.7 21/5.3 2.9/7.3,47/1.7j 1'S/3 iz5/3' 393 2115. 312917:3(4.7/11:77 t{ • TotalLoadvalues are limited by shear, moment or deflection equal to 1_/180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity of the beam in addition to its own weight. value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, Live Load values are limited by deflection equal to L/240. Check the local building code for other such as a weaker support material, may warrant longer bearing lengths. Table values assume that deflection limits that may apply. support is provided across the full width of the beam. Where a Live Load value is not shown, the Total Load value will control. For 2-ply, 3-ply or 4-ply beams, double, triple or quadruple Allowable Total Load and Allowable Live Table values represent the most restrictive of simple or multiple span applications. Span is measured Load values. Minimum Required Bearing Lengths remain the same for any number of plies. center to center of the supports. Analyze multiple span beams with the C CALC® software if the length of any span is less than half the length of an adjacent span. 1 /. inch members deeper than 14 inches are to be used as multiple -member beams only. Table values assume that lateral support is provided at each support and continuously along the top This table was designed to apply to a broad range of applications. It may be possible to exceed the edge and applicable compression edges of the beam. limitations of this table by analyzing a specific application with the BC CALC® software. VERSA -LAM"! 01 - *, Top Figure KEY TO TABLE Middle Figure I Bottom Figures Allowable Total Load [plf] Allowable Live Load [pit] Minimum Required Bearing Length at End / Intermediate Supports [inches] 1'/." VERSA-LAM®2.0 3100 Double Ply 1'%" VERSA-LAM02.0 3100 or Triple Ply 1'/4" VERSA -LAM® 2.0 3100 or Quadruple Ply 1'/4" VERSA -LAM® 2.0 3100 or Span 3W VERSA -LAM 2.0 3100 5%" VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 7% 9/2" 11%" [ 14" 7%" 9Yz•' 11/" 14" 16" 18" '.. 24" 9%" '' 11M." k 14" 16" 18' 20" -:. 24" 11/" 14" i 16 _ 18" 20" 24" mm 954 1330 1782 [ 2245 1908 2660 1 3564 4491 5234 j 5232 5226 3990 ! 5346 6736 7851 7848 7845 7838 7128 8981 10467 ! 10463 10459 10451 6 12.215.513.117.641/10.25.1/12. 2.215.5 3.117.614.1/10.25.1/12.9 6115 i 6/15 1 6/15 3.117.64.1/10.25.1112.9 6/15 1 6115 6/15 t 6/15 1/10.25.1/12.9r 6115 6115 6115 6115 640 1 933 1225 `: 1511 1279 1867 2449 3022 3611 { 3919 1 3913 2800 i 3674 4532 5417 1 5879 5876 5870 4899 6043 7222 7838 ; 7834 € 7826 8 m 482 , 2/4.9,2.9/7.1 3.819.4,4.6/11. 965 2/4.9'2.9/7.1€3.8/9.4f4.6111.65.51133, 6/15 6/15 2.9/7.1 3:8/9.44.6/11.65.5113.8 6/15 6115 6/15 3.819.44.6/11.65.5/13A 6/15 6/16 1 6/15 326 1 693 932 1138 651 1386 ! 1864 _ 2275 2689 1 3132 i 3126 2079 ' 2797 3413 4033 4698 4695 ' 4688 3729 4550 ( 5378 1 6263 6259 6251 10 247 556 494 1111 ' 1667 1.513.112.716.6:3.6/8.9 4.4/10. 1.5/3.1 2.7/6.613.6/8.9,4.4/10.95.2/12.9 6/15 ' 6/15 2.7/6.613.6/8.9 4.4/10.95.2/12.9 6115 6115 6/15 3.6/8.9 4.4116.45.2112.9 6115 6/15 i 6/15 244 ! 552 833 1012 487..1 1104 1 1665 1 2024 2384 2765 2839 1656 1 2498 1 3037 3576 ;.4148 4265 j 4259 3330 4049 4767 J5531 5687 1 5679_ 11 188 418 615835 1631 i - _t 1253 I'.2446-3262 1.513 2.3/5.8,1518.84.3/10. 1.5/3 2.3/5.813;5/8.8 4.3110.7 5112.6 5.8114.6 6115. 2.315.8(.3.5/8.814.3/10 7 5112.6 5.8/14.6 6/15 i 6/15 3 5/8.8A:3110 T 5/12.6'5.8/14.6. 6115E 6/15 187 424 733 1 912 374 848 1 1465 - 1823 2141 2475 2601 1272 1 2198 2735 3211 1 3713 3907 S 3901 2931 3647 4281 1 4951 5209 € 5201 12 143 i 322 _ 628 - 286 643 11256 - - 965 j 1884 - i ( 2512 1.5/3 214.9 3.4 16.4{4.2/10. 1.513 214.9 j3.418.4';4.2110.54.9112.35.7114.3 6/15 214.9 t3.418.4 4.2/10.54.9112.35.7114.3 6/15 6115 3.418.4 4.2110.54.9112.35.7114.3 6115 j 6/15 146 332 623 1;829 292.E 665 1247 ' 1658.. 1942 I.. 2240 1 2399 997 ,1: 1870 2487 2913 _ 3360 3604 1 3598 2494 33J8 3884 ._, 4480 4806 4797 - 13 112 T 253 494 1 810 225 -1 506 986 1619 1 759 1 1482 ; 2429 - 'y - m - 1976 1.513 1.714.2 3.1/7.84.1110. 1.5/3 1.7/4.2;3.1/7.84.1110.4.8112.115.6114, 6115 1.7/4.213.1/7.84.1/1044.8/12.1 5t6/14 6115 1 6/15 31/7.8;4.1/1044.8/12.1i5.6/146115 1 '6I15 116 ` 265 521 1 734 233 530 1043 1467 1777 2046 r 2226 796 1 1564 2201 2666 1 3068 3345 3338 2085 i 2934 3554 s 4091 _ 4459 4451 14 90 [ 203 396 € 648 180 405 1 791 1 1296 ; - 608 t 1187 1 1944 - 1 - 1582 2593- 1. 5/3 1.5/3.6' 2.8/7 1 4/9.9 1.5/3 1.5/3.6; 2.817 419.9 4.8/1215.5/13.81 6115 1.5/3.6 2.817 419.9 4.8/12 5.5113.8, 6/15 66/15 2.8/7 419.9 4.8/12 5.5113.8 6/15 ( 6/15 94 2151t 423 , 638 188'= 429 _946 1 1276 1638 1 1882 1 2076 644 1268 1914 2456 1 2823 , 3120 3113 1691 2552 { 3275 1"3763 4159 4151 15 73 165 322 527 1. 513 1.5/3.12.5/6.113.719.2 146 329 643 1054'1 1573 1:513 1.513.11'.516 113.719.2 4.7/11.85.4/13.6 6115, 494 965 t581 2360 1.5/ 3.112.5/6.113.7/9.2'4.7/1L85.4/13.6 6/15, 6/15 .2.5/6.1 1286 ,; 2108 3146 - 3.719. 2 4.7111.85.4I13.8 6115 6/15; 77 j 176 : 347 560 153 352 695 ' 1120 1443 1742 1944 1 528 1 1042 1680 2165 F 2613 2923 2117 1389 2240 2887 3484 3897 3889 16 60 136 265 434 121 271 530 868 1266 - 407 ! 795 1303 1944 ( 1060 1737 2593 1.513 1 L513 2.215.4i3.5/8.6 L513 1.513 E2.2/5.4I3.518.6 4.4/11.1;5.4/13.4 8I15 1.5/3 2.215.413.518.E 4.4/.... .4113.4 6115 6115 2.215.4 3.518.E€4.4I11.N5.4113.4 6/15 1 6115 63 ( 146 ; 289 476 127 292 1 577 1 951 1277 1597 1 1829 438 j_'866 1427 1915 2395 2749 ,1-2743 1154 1902 2553 I, 3193 3665 3657 17 1 50 113 221 362 101 '1 226 442 724' 1081 r 1539 1 - 339 663 t 108E 1621 2308- 884 g 1448 2161 3078 1.5/ 3 1.5/3 A.9/4.6 3.11Z8 1.513 1.5/3 11.914.813.1/7.8 4 2/10.55:2/13.1 6/15 1.5/3 .9/4.813.1/7.8 4.2/10.55:2/13.1 6/1 6115 1.9/4.833.1/7.8.4.2/10.55.2/13.1 .6/15 6115 53 122 242 1 399 106 244 1 484 1 799 1137 1422 1726 361 726 i 1198 1705 i 2133 2572 t 2588 968 1598 2274 2845 3429 1 3451 18 42 95 186 305 85 191 372 r 610 910 j 129E 286 558 915 1366 1944 - S 744 1220 1821 ? 2593 1.513 1.5/3 `-1 7/4.31 2.817 I 1. 5131.5/3 11.7/4.31 2.8/7 419.9 4.9112.3 6/15 1.513 1.7/4 3( 2.817 419.9 4.9/12.35.9114.9E 6/15 7 1. 714. 3 2.817 4/9.9 4.9112.35.9/14.9j 6/15 103 i 205 339 89 "° 206 410 677 101E 1275 '1 1634 310 615 ' 101E 1524 (-1912 1 2336' 2450, 820 1354 1 2032 2549 $ 3115 .1'3267 19 81 158 1 259 72 162 316 1 519 = 774-t 1102 243 475 1 778 1161 1 1653 1 '2268'1- 633 1 1037 ; 1548 `.2204 3624 1.5/ 3 '1.5/3.8 2:5/6.3 1.5/3' 1.5/3 1.5/3.8 2.5/6:3 3.7/9.3'4.7/i1.7 6/15 L5/3,i'5/3.8-2.5/6.3;3.7/9.34.7/11.75.7/14 3 6/15- 1.5/3.8 25/6.3E3.7/9.34.7/11.75.7114.3 6115 88 ' 175 289 75 176 350 579 869 1 1149 E 1551 263 ` 525 f 868 1303 j 1723 2105 2326 699 1157 1 1737 2297 2807 3101 20 69 136 22222 62 139 271 1 445 664 945 { - 208 407 667 996 14181944 - 543 889 1327E 1890 2593 1.5/ 3 1.5/3.4,,2.3/5.6 1.513 . 1.5/3 11.513.412.3/5.6 3.4/8.4'4.4/11.1' 6/15 1.5/3 1.5/3.4!2.3/5.6 3.4/8.44.4/11.15.4/13.0, 6/15 1.5/3.4i2.3/5.6i3.4/8.44.4/11.15.4113.6 6/15 65 130 E.216 54 130 _260 431'; 649 928 1407 194- r390 ; 647 973 1.1393 1735 2111 1520 862 1 1297 (1857 2313'i 2815 22 52 102 167 46 104 204 334 499 ' 710 I 157 306 501 748 1065 ` 1461 - 408 666 i 997 1420 1946 r - 1.9/ 4.7i 1.5/3 v 1.5/31.914.7 L5/3 6 1.5/3 1:5/3 (1.9/4.7 2.8/719.9 w 6/15 1.5/3 1.5/3 1.9/;4.7 2.8/7 ; 4/9.9 4.9/12 6/15 1.5/3 2.8/7 -4/9.9 4.9/12.3 6/15 99 • 164 98 1 197 1 329 496 1 711 1288 146 f 296 493 1 744 1066 1453 1 1932 395 658 992 ! 1422 1937 € 2576 24 129 80 L.-157 1 257 384 ] 547 ' - 121 E 236 1 386 576 820 1125 fi 314 515 768 j 1094 1500 - 1.513 1.6/3.9 1.5/3 1.513 ,1.6/3.9 2.3/5.9E3.318.31 6115 1.513 1.5/3 j1.6/3.9 2.3/5.9l3.3/8.3'4.5/11.31 6/15 1.5/3 1.6/3.9 2.3/5.9 3.3/8.34.5/11.3 6/15 76 128 75 153 1 256 '1 387 555' 1164 112 i, 229 383 1150 : 1747 305 511 1 773 1 1110 1 1533 F 2329 26 62 ` 101 63 I 124 202 302 430 1020 580-- -833 95 185 304 453 + 645 885 1529 247 405 604 ; 860 1180 2039` 1.5/ 3 ;1,5/3.3 1.5/3 ,r„ 1.5/3 1.5/3,3 2/5 `2.8l7.1,5:9/14. 1.5/3 ',1.5/3 1:5/3.3 215-2.8/7.1 3.9/9.7,,5.9114. 1.513 11.513.3 2/5 12.817.1 3:9/9.7 5.9/14b 60 101 58 120 202 306 441 1001 87 1 180 s 303 : 459 . 661 914 if 1501 240 404 612 882 1219 ( 2001 28 49 1 81 51 99 162 242 344 816 76 1 148 I 243 363 1 517 1 709 ] 1224 198 324 I 484 689 945 1633 1.513 1.5/3 1.513 j 1.5/3 ' 1.5/3 1.7/4.312.4/6.1 5.5113. 1.5/3 1.513 1 1.5/3 1.714.3 2.4/6.1 i3.4/8.45.5113. 1.513 ' 1.5/3 11.7/4.312.4/6.1':3.418.4, .5/13. 81 1 ' 95 1 161- 246 355 , 861'-- 68 .143 242 369 533 738 1 1291 190 323 1 492 1' 710 ' 984 1721 30 66 r 80 132 197 280 664 62 '121 198 295 420 576 996 161 263 393 560 768 1327 1.5/ 3 i 1.513 C 1.5/3 15/3.7;21/535.1112. 1.5/3 1 1.513 , 1.5/3 •1.513.7(2.1/5.3 2.9/7.35.1/12. 1.5%3 1.5/3 1513.712.115.3;2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to L1180. 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 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. 23 Nailing VERSA- -AK g Nalling Parallel to GluenLlnes€(Narrowrow- Perpendicular, VERSA -RIM F to Glue Lines Wide Face)' VERSA-LAM®pProduds, 1.4 1800 Rimboard, VERSA-LAM® VERSA -LAM® 15/15' 13/" 3%" & Wider All Products Nail Size O.C. End O.C.. End O.C. i End O.C. End' in] . in] -" in] .: in] '. in] i [in] in] in] . 8d Box j` (0.113"o z 2.57) 3 11/2- 2 1 2 '/ 2 2 8d Common (0.131"e x 2.5") 3 2 3 ,' 2 2 1 2.' 1 1 Od & 12dBox , (0:128"e x 3"„ 3.25") 3, 2 3 2 2 1 2 - 1 . 16d Box (0.135"e x 3.5") 3 2`" 3 - 2' 2 1 2 10d 8 12dCommon & 4 == 3 = 4 3 2 2 2_ -` 2 16d Sinker 0.148"e 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- LAM®/'VERSA-RIM®. Use nails as specified by Simpson Strong -Tie. i' r Allowable Allow61516 Moment Width I Depth I Weight Shear. Moment ofdnertia lb] flab v ` -[in°] x _ o 3'/z 1.5 998 776 5.4 o 1821 20.8aN1'/z 5'/z 2.4 1568 of W j 7/< 3.2 2066 3069 47.6 3'/2 1.8 1164 1058 6.3 5'/2 2.8 1829 2486 24.3 7'% 3.7 w 2411 4189 55.6 6636 115.49% 4.7 3076 9'/z 4.8 3159 6979 125.0 9605 207.E1'/< 11'% 5.7 3741 10638 244.211'/e 6.0 3948 o € 61, 14 7.1 1 4655 14517 400.2 09 1 o 16 8.1 5320 18682 597.3 23337 850.5l181. 9.1 5985 40183 2016.0 s Q 24 12.2 7980 J 5'/z 5.6 3658 4971 48.5 8377 111.1U) , I 7% 1 7.4 4821 13272 230.89'% 9.4 6151 13958 250.19'/z 9.6 6318 11'% 11.4 7481 19210 415.3 31/ 21275 488.411% 12.1 7897 14 14.2 1 9310 29035 800.3 37364 1194.71616.2 10640 18 18.3 j 11970 46674 1701.0 56952 2333.32020.3 13300 Glue Lines Narrow Face) 4- efi 1 T ` Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/1-)' where L = 2. This value is based upon a load duration of 100 % and may be adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)'g 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%. Allowable Elxal=Load (Ib) r'" u! 3c 3%'x3%" 3%'x4%' 31/2'x51/:' 31/2'x5Yz' 31/2'x7" o _J 100% 115% ; 125% 100% 115% 125% 100% 1 115% 125% 100% 115/ ; 125% 100% 115% 125% 4 15,265 16,750 17,650 19,100 I 20,950 22,070 22,920 1 25,150 26,500 24,020 26,350 i 27,770 30,570 33,545 35,345 5 12,830 3 0 14,320 16,050! 17,220 17910 19,260 20,670 1 21,505 20,185 21660 ' 22,530 25,690 27,580 `28,680 6 10 580 11 190 11,540 13 240 13,990 14,440 15,890 t 16,800 17,335 16,645 1 17 605 18,165 21,190 22,410 23,120 7 8,745 f 9,160 9,400 10,940 1 11,460 11,760 13,130 13,760 14,120 13,755 14,410 147951.1 17510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 ` 11,660 11,475 11,945 E 12,215 14,610 15,210 15,555 9 6,155 ':. 6,375 6,500 7,700 1 7,970 8,130 9,245 9,575 j 9,765 9,685 10,03- 12,330 12,770 13,025 10 5 250 1. 5, 5 5,510 6 570 61776,890 7,885 18358,280 8,260 I ,8,525 8,675 10,520 10,850 11,040 11 4 525 ; 4,655 ' 4,730 5,660 1 5,820 5,910 6,795 1 6,990 7,100 7,120 j 7,325 7,440 9,065 91325 j 9,475 12 3,935 `" 4,040 4,095 4,920 5050 5,120 5,910 1 6,065 1 6,150 6,195 6,355 6,445 7885 8,090 1 8,210 13 3 455 3,535 3,580 4,320 4,420 4 480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3,050 1 3,120 3,155 3,820 3,900 3,950 4,585 j 4,685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 3%" x 71/4 5IA" X 5l/4" 51/4" x 5%" 51/4" X 7" 51/4" x 71/s" 100% 115% 125% 100% 1 115% 125% 100% ''' 115% 125% 100% 115% 125% 100% 115% 125% 4 " 31,670 34,750 36,625 5 26,615 28,560 29,705 I 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 1 41,610 7 18,140 19,005 19,505 30,700 1 33,170 34,625 32,165 j 34,750 36,280 8 15,135 15,755 16,110 27,095 28 910 29,975 28,390 i 30,295 i 31,405 36,160 1 38,590 40,000 37,450 39,960 41,420 12,770 13,225 13,490' 23,815 4 25,180 25,980 24,950 t 26,385 27,220 31,770 33,600 i 34,670 32,910 34 800 35,910 10,895 11,240 j 11,440 20,950 22,005 22,620 21,950 123,060 23,700 27,950 f 29 360 30 190 28 960 30 420 t 31 2600,` 9,390 9,660 j 9,810 18,500 19,340 19,820 19,385 ; 20,260 20,770 24,690 25,810 ' 2 6,450 25,570 26,720 27,400k121708,380 8,500 16,420 17,085 17,475 17,200 17,910 118,305 21,910 ! 22,800 j 23,320 22,690 23,620 24,150 7,165 7,33 354747014,640 15185 15,500 15,340 15,910 16,240 19,540 20 270 20 680 20,230 20 990 21430 15- 6,335 6,470 6,550 13,120 13,570 13,830 11 820 12,195 12,405 13,750 14,220 14,490 12,385 i 12 775 13_,000 17,510 18110 [ 18460 15,770 16,270 1$ 560 18,140 18,760 19110 16,330 16,850 17,150 16 10,690 11,005 11 185 11,200 11 530 11,720 14,2701 '14 690 14 930 14 780 15,210 15,460 17 9,715 1 9980 10;135 10,180 10;460 10,620 12960; ;-13,320 13,520 13,420 `' 13,790 114,010 18 j 8,860 ' 9,090 9,220 9,285 9,525 9,660 11,820 1 12,130 ! 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11090 11,240 11,210 11480 11640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 1 10,170 10,300 10,300 10,540 10,670 21 6 870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9 700 i 9,820 t QllowableDes gn Stresses* Notes 1) Table assumes that the column is braced at column ends only- Effective Modulus of Elasticity: E = 1.8 x 101 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used Bending: Parallel to Gluelines (Beam): F, = 2750-(12/d)19 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)"9 psi 3) Allowable loads are basedon an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). Compression Parallel to Grain: F i = 3000 psi 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): Fcii = 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. 1[ i L C•.1#]['1"[I CI ter[ Compression Modulus of Horizontal Bending Parallel to Grain Elasticity Shear, Product FbIpsi] Fc [Psl1 " E [Rsil " ` F [psi] IERS,- STii; .7 265 9 6vfl " ; 0#Dt'w 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem - Fir # 2 Grade 850 1300 1,300,000 y 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. 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. 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 1G6 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. KCAL ° Sizing Software _ ' GS aTry BC CALC® is simple to use yet robust enough to LC analyzemostalljoist, beam, and column applications.7MC-1; n Once an analysis is run, the user may print an Analysis for Enginered Wood Products easy - to -read design report that displays the span and load information with the analysis results. Boise Cascade has provided BC CALC® free of charge to the design community since 1994. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, COMPUTER REQUIREMENTS and studs all in one convenient program. PC with any current version of MS Windows®, along with an In addition to BCI® & AJS® Joists, VERSA -LAM®, internet connection. For questions regarding BC CALC®, and BOISE GLULAM®, BC CALC® also offers call 1-800-405-5969 or email EWPSupport@BC.com. the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program To Download BC CALC US, needed to analyze structural wood members. https:// www.bcconnect.com/bcdeployer/index.htm 1;& 1 Y6 QCk>1Gl tA.J1M9 Co}8nefloul9KYC!F- f'.' Cr- bstri lo•e.`ki'a.tr [ h..a Nw;.--„a d..--.-,>... co t@f [Y Shci C! i`' .rac '}-`•"-, $*Yy'^: -- , ham. r. z aa.. Y p lm« mNTr®Cl•,r r-fbifdb kn• e . nw, evx rwipl>'" mla 1` a mals i 1 R... aMa:fmv+•r Oa•e rUr t+wa e S,r++*$fatixi•IQ rGnC.,,,y N, 1aY Wra ,,IMJd I GMSt' ORM9tCr4 t!'" 4 1 `lD 1 INlF)1.k! Sf MftKli PQC.MTSIrd VYJ2 ..#i'1 (+.M1 9X dY k 16'.! t ' 0:nXltlo'. p 11 i.r q 4 ati:YA iYMCYkGt TI i r}i V• tl ON J?lJ IM4Y tC!!1/JIIMIIn Px F tiirfl W.;T7.}ic 1#?.F}a v+r1.+ 44a5iFRtMIM•v wk.Mt IC .N>m'•}td}r^x«t Ra ka. vt, ri#s. .6 tk4 rt17. rv,7 iN a 4fti 1>,rpa;Ytp Hrs+m't K}E} alt CV 4tns- mb•Oewoi }.W Jk x"6 t.,.kn- M9 CMOs x*•R k Jf MS'•mrA w'7 kSa{wn}3titt fwip+`r rxi`.ar.vl x4COV=lni+r'rP!d4 Rki:".1ik'i'}GAw M'+'4 M« G63w• :."4f l+a NS2 Strt4'9M f 4 tt kM L`itie ti4 t• 1` llY.l.ic.n kt""'^, r..l5rin' ha fYt1L' F1.TS.•' tM «[Atlb"Y•iq Ct#iHld6 tlR.•iaAt!Vfrtn.M«lnW .WR'< w.••Nnt1 p. VlCf•,bti) tl'K:rGtLL± Y'.'10li.IRm`I. t 5 N 6,o4Jti> Wi'R. 'S@sry,. Y. a.. .: h# su i '°'a< c+ it "'.. ot.•n rctia . aa ewe.n a112-mrs•si a»r wink cfs+a'r+: .cr»utc+-. tew"•e xnea « trts e.to mwarziikr, wte+rrv. a• M+a.<'rFw r. tMSiY Pki/tt15,uR# iRCsf rtyCv}«p llril ia4gi'k'rtvWl' •saC:atiC> V - -TieSimpson __-Eramina ConapQW-ts W ITS US SUR/L Joist De th BCIO Hanger Capacity Nailing aderadIlbsIerHe Joist Joist Depth gCl®` Hanger Capacity Ilbsl Naili Header Joist 0 De: BC111 Hanger CapacityNailina rlbsl Header Joist 91/2' 4500s1 ITS1.81/9.5 993 6-10d I 91W, 4500s. IUS1.81/9.5 5O 91/V 4500sl SUR/LI.81/9_ 1081 12-16d 2-10dx11/2' 5000sl ITS2.0619.5 6000s! ITS2.37/9.5 993 1 6-10d I 1225 1 6-1 Od I 5000s1 IUS2.06/9.5 950 8-10d 8-10d 5000sl SUR/L2.06/9 1097 - 1-343 14-16d 2-10dxl'/2" 6000s [US2.37/9.5 1 950 8-10d 1 6000s! SUR/L2.37/9 714-16d 2-10dxl'/," 6500s! ITS2.56/9.5 1225 . 6-1 Od 1 6500$1 1 U S21 F. 56 / 9 r. 5 950 8-10d 6500sl SUR/L2.56/9 1343 1 14-16d 2-10dx1'/2" lly.,I:06160;s lITTSS 2 37t 14" I 14500s; 15000s 16" 16000sl I 4500s I ITS1.81/1 1.88 1068 16000s 160s 1_90s 160OOs! 14 16" 4500s.IUS1.81/11.88 1185 10-10d 11 14" 16" 4500s' SUR/1-1.81/11 1306 16-16d 2-10dxl'/2" 5000s 1 ITS2.06/11.88 1068 6-1 Od 5000s.1US2.06111.88 1185 10-10d 1 5000s I SUR/L2.06/11 1350 1 16-16d 2-10&11/2" 1237 6-101 111% US2 367/11.88 1185 10-10d 6000sl SUR/L2.37/11 1385 1 16-16d88 6/ 11 . 8811 1237 6-10d I 269VIOgN /11.88 1185 10-1 Od 1 6500sl SUR/L2.56/11 1385 1 16-16d 2-10ox'11/2" 2-10dxl'/2" F -66s 'ITS2.37/11.88 12_37 6-10d IIUS2.37111.88 1185 10-10d 60s I SUR/1-2.371111 1385 6-16d 2-10dx1%' 90s 'ITS3.56/11.88 4500si ITS1.81114 1518 __§-!Od 1075 6-10d i 45lDqs U 14 1420 1420 12-1 Od 12-1 Od Os SUR/11.811144500s 1906 1 75 1 14-16d 20-il 6ad 2-10dx11/V 2-10dxl%" 5000s ITS2.06/14 1 1081 6-10d S 1: 61g1l5000sIGIt " 1420 12-1 Od 5 UR/1-2.06/11 i 693 18_ 2-10c1x1%" 6000s ITS2.37/14 1262 6-1 Od IUS2.37/14 65005, IUS2.56/14 1420 1420 12-1 Od 12-1 Od 1 6 7/14 1693 18-16d 2-10dx1MV 6500s ITS2.56/14 1262 6-10d 6, 1,00,s §IUIkRI/L2 4 1693 1 18-16d 2-10t:101/2' 60s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-1 Od I 60s SUR/L2 314 1693 18-16d 2-10dxl'/2" 90s i TT _FS R_ FSS --3.5 61FS - ITS1.81/16 I ITS2.06/16 20__ 6-10d 1081 1 1087 6-10d 20sj IUS3.56/14 4500s IUS1.81/16 1420 1660 12-1 Od I 14-1-- 1 90s SUR/L414 4500s SURI-11.81114 2050 1887 18-16d 20-16d 2-10dxl'/2" 2-10dx1'/V 5000sI IUS2.06/16 1660 114-1 Od 5000s I SUR/L2.06J11 1920 1 R-1 Arl 2-10dx1W' ITS2.37/16 1268 6-10d 1268 6-1 Od 6000s'; ILIS2.37/16 1660 14-10d 1 6000s I SURIL2.37114 1920 18-16d 2-1 Oc1x1 'W' 6500s IUS2.56/16 1660 14-10d 1 6500sFSUR1/L2.56/14 1920 18-16d 2-10dx11/T 60s ITS2.37116 1268 6-10d 60s IUS2.37/16 1660 14-10d 1 60s FSURIL2.37,"14 1920 18-16d 2-10dx1'/V 90s ITS3.56/16 6-10d 90s IUS3.56116" 1-4-10d 14251 9-0-sl SUR L414 2250 18-16d 2-10dx1W' W sm, ML22 MIT VB MILI LSSU Joist De th BCIII Hanger Capacity Nailing fIbs1 _ o_Ist Joist De BCI® Hanger Capacity it N ailin J Joist De th gCl® Hanger Capacity flbsl N Header I' Joist 4500s' M1T49,5 2305 4500sj MIU3.5619 2305 16-16d I 2-10dxl'h" 4500s LSSU125 995 9-10d 7-10dx1'/T 5000s'. AUT4.1219.5 2 3 0 8 11 6 d 1 2 116 2 11 91/2" 5000s, MIU4.1219 6000sMIU4.7519 2305 2305 d - 19 1 6 - 11 6 2 - i 0 2x 11 iA 5000s LSSU2.06 995 9-10d 7-10dx1'/2" 6000s I AlIT359.5.2 2 05 9/", CO-Oos LSSU135 995 9-10d 7-10dxl'A' 6500s1 MIT39.5-2 2305 8-16d 1 2-10dx11W' 6500sl MIU5,12,19 2305 16-16d 2-10dx1A' 6500s LSSUH310 114215 14-10d 7-10dxl%" 4500si Pill T41 1. 8 8 2305 8-16d 2-10dxl'N' 4500s1 MIU3.56111 2880 20-16d I 2-10dxl%" 4500s LSSU125 995 9-10d 7-10dxl'/2" 5000s! MIU4.12,111 2880 20-16d I 2-10dxl'/2" 5000sOT4,12111.88 2305 8-16d 1 2-10dx1MV it%" 6000s 11MIT3511.88-2 6500s 2 2305 8-16d 2-1 Odxl'/2" 2305 8-16d 2-10dxl'N' 11W, 6000s' MIU4.75,111 6500s1MIU5.12111 2880 2880 20- 16d F 2-10dxl'/2" 20- 16d 1 2-10dx1%" 5000s LSSU2.06 995 9-10d 7-10WAV 60 Os LSSU135 995 9-10d 7-10dxl'h VMIT311. 88 2M 8i 60s -2 2305 8-16d 2- Odx1 'A" I 60s MIU4.75/11 2600 20-16d 2-lodx1'/2" 6500sl LSSUH310 1475 14-10d 7-10WI/T 90s B7.12111.89 3800 1 14-16d 1 2-10dx1/2 90s HU412-2 3275 22-16d I 2-10dxl'/2" 60s LSSU135 995 9-10d 7-10WI/V 4509s MIT414 2305 8-16d 1 2-10dx1'A" 4500s! MIU3.56114 3170 22-16d I 2-10clOI/V 90s LSSU410 1625 14-10d 12-10dxll/2" 5000sl MI T4 . 12114 2305 8-16d 2-10dx11/2" 5000s I MIU4,12114 3170 22-16d I 2-10dx 4500s LSSU125 995 9-10d 7-10dxl'/2" 14" 600W MIT3514.2 2305 8-16d 14' 6000s1 MIU415114 3170 22-16d I 2-10dx1'W' 5000s LSSU2.06 995 9-10d 7-10c1x1'/T 500s! MIT314 5006 -2 2305 8-16d 2_16 xi 6500s1 MIU5.12114 3170 22-16d I 2-10dxl'/2" 6000s LSSU135 995 9_10d 77:10 x 11 6051MIT3514-2 23058-16d 2-10dxl%" 60s MIU4.75/14 2700 22-16d I 2-10dxl'/2" 14 6500s LSSUH310 1600 4-1 Od 1 90s 1 B742114 3800 1 14-16d 2-10dxl'h" 90s 1 HU414-2 3870 26-16d i 2-10dx1 60s L SSUI35 995 15 9- 10d 11 7- 10dxll/2' 14500sl MIT416 2305_1 8-16d 2-10dxl%" 4500s MIU3.56116 3455 24-16d 1 2-110*11/2' V" 14._12116 2460 10-16d 2-10dx1%" 5000s. MIU4,12116 3455 90s LSSU410 I M.-To in, For more information. Strong - Tie or visit their website at www. strongtie.com Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger capacity values see support requirements below) or Joist end reaction capacities - whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BC16 Joist slope exceeds W per foot. Leave IN" clearance (1/" maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard deflection by'/32". For proper installation of the VPA, the 2-1 Odxl 1/2" 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 c mposite lumber or sawn lumber (Douglas fir or southern Minimum support width for single- and double -joist top mount Minimumhangers is 3". Minimum support width for face mount hangers with 10d and 16d nails is I%" and 2", respectively. 000s MIU4.75116 3455 1/2" lg5292s000,1 1AN 75116 2305 1 8-16d 1 2-10dxl%" 16" 16500sl MIT5.12116 1 2 6d 110dx1W 3N16" 6500s, MIU5.12116 3455 24-16d I 2-10dxl'/2' 60 s I MIT4.75 16 5 1 tl6cl Odxl%" 22 _1 160s MIU4.75/16 2725 24-16d 1 2-10dxl'/2" 90s 1 B7,121 6 1 3800 1 14-16d 2-10dx1'/T 90s HU414-2 3780 26-16d POOM - ' Ww THAT A VPA Joist DethBCI- I Hanger Capacity IlbsI Header Nailing F J 61-st Joist Depth BC16 Hanger Capacity Ilbsi Ffastener To Plate I Rafter 4500s THAII.61122 1181 d 2-10dxl'h"_ 4500si LSSU125 995 1 5000s THAl2.06122 81 6_10d 2-1061%" 5000s' LSSU2.06 995 9-1 Od 7 1 Oaxl 91W, 6000s THA13522 1393 6-10d 2-10dxl')V' 6000s' LSSU135 995 9-10d 7-10dx1'W' 6500s THA1322 1393 60 Od 2-10dxl'/2" 6500s' LSSUH310 1425 14-10d 7-10dxl'/2" 4500s THA11.81122 1443 6-10d 2-10dxl'/2" 4500s' LSSU125 995 9-10d 7-10dx11,V 5000s THAl2.06122 1443 6-10d 2-10dxll/2" 5000s. LSSU2.06 995 9-10d 7-10dxll/2" 6000s THA13522 1443 6-1 Od 2-10dxl'/2" 6000s' LSSU135 995 9-10d 7-10dx1l/2" 11 Y." 6500s THA1322 1443 6-1 Od 2-110&11/2" 6500s, LSSUH310 1475 14-10d 7-10dx1'/V 60s THA13522 1443 6-10d 2-10dx1'/2" 60s I LSSU135 995 9-10d 7-10dxl'/2 905 THA1422 1715 6-10d 2-10dxl'/," 90s LSSU410 1625 14-10d 12-10dxl'/2" 4500s THA11.81122 MO 6-10d 2-10dxl'/2" 4500s, LSSU125 995 9-10d 7-10dx112" s I 6_00 Od 2-10dxl' 5000s, LSSU2.06 995 9-10d 7-10dxl'/2" 6000s THAI'3522 1100 11 d 2-10dx1'/V 6000s; LSSU135 995 9-10d 7-10dxl%" 14" 6500s THA1322 1600 6-10d 2-10c1x1'/V 14" i 6500sl LSSUH310 1600 14-10d 7-10dxl%" THA13522 1600 6-10d 2-10&11,4' 60s L§S§SGII31 915 1 -_1'0d 7-10dxl%" 60s90S THA1422 1715 6 -1 Od 2 -10dx11A" go, C '0 625 10dxll/ 4Od122" ra ConnectorsFUSPStructural R ITHO TFL THE SKH Joist D.pthl f3Cl® I Hanger Capacity lbsl L Nailin H eaderT Joist Jo is'lDepth BCI® Hanger Capacity s Nailing— Header] Joist Joist Depth BCI® Hanger Capacity lbsll Header jaiN ling Joist 9 I/V 4500sl TH017950 993 16 10d I (2)10dxl'/2" 91/2' 14500s! THF17925 910 8) 10d i (2)10dx1'/Y' 91/2" 4500s SKH1720LIR 31153 1 4 10d14) 10d 10)10dxl'/2" 5000s I TFL2095 6000s! TFL2395 993 1225 1 (6) 10ad 1 (6)10 2)10dxl'A" 2) 1 Odx 1 'A" 15000s! THF20925 16000s! THF23925 910 1275 10d ' 10'x18) 10d 1(2)10dx1'/? 2 lod 2 10d x112) 1 Od (2) 1 0dx1 I/V1 (2) 1 0dx1 W" 5000s 6000s SKH202OUR SKH2320LIR 31153 41384 14 10d14lodL -' _ 1 4 10d14 10d 10)10dxl'/2" 10) 1 0dx1 '/2" 6500s! TFL2595 1225 1 (6)10d 2) 1 0dx1 '/2" 16500sl THF26925 1275 10210d2 d x1 1/212) 10cli (2) 10dxl'/2" 6500s SKH2520L/R 41384 1 4 lod14 10d 10)10dxl'/2" 11W 14" 16" 4500s! TH017118 d 2) 1 Odx 11/2" 14" 16" 141g T T 1111 ?2 910 8 10 10 '/ 8) 10d (2) 10dxl'/2" M 11%" 14" 16 4500s SKH1720LIR 14344 16 10d16 lod 10)10dx1'/2" 5000s! TFL20118 1015 T 2) 1 Odx 1 I/V dogsl PH P% 0150, 910 8 10 10 '/'. 8 10d (2)10dx1%" 5000s SKH202OLIR 14344 16 10d16lod 10) 10 dx 1112" 16500si TFL25118 37 1237 1 (6LL0d 1 6)10d 2" 2)10dxll/ 2)10dx1'/V 16000si. THF23118 6500si THF26112 300 1300 t 1 10 'A " 14 10d 2 d-1 C _ U 1 10 ( 1 4) 1 _ Od! (?)10dxl%" 10 'A. 6000s 6500sl SKH232OLIR SKH252OLIR 1434 1434 16) 10d10 16) 10d 10dxl'/ 10 2" 10) 1 Odx 1 'A' I 60s I TFL23118 1237 Od dxl'/2" 60s I THF23118 1300 14) 10d!(2) 10dxl'/2 60s SKH232OLIR 1434 16) 10d 10)10dx1'/2" 90s TH035118 4500sl TFL1714 1589 132535M1262 10 dM) 10-. 6) 10d 2" R) 10dxl'/ 2)10dx11/2" 1 90s THF35112 14500s! THF17140 0 s THF26140F6000, THF23140 THF26140 1612 1075 1081 1350 1350 16) 1 Od (2)_10Ax1'/2" 12) 10d! (2)10dxl%" 191 10dLL2)10dx1'/2" 18) 10d 1 (2) 10dxl%" 18)10d (2)10dxl'/2" 90s 4500s I SKH41OLIR SKH1724LIR 1900 1562 IX 16d 16) 10d 1Q)16d 10)10dx1'A" SOOOsI TFL2014 1081 1 (6) 10d 2) 10dx11/2" 5000s SKH2024LIR 1562 16) 10d 1_0)10dxl%" 6000sl TFL2314 6500si TFL2514 11262 11 (6) 10d 6) 10d 1 (2) 1 Odx 11/2" 1 2) 10dxl'/2" 6000s SKH2324LIR 1562 16) 10d 10dx11/2" 10 6500s SKH2524LIR 1562 16) 10d 10 10 d x 1112" 60s_ I TFL2314 1262 J6110d 1 (2) 10 d x 11/2" 1 60s LI-HF23140 1350 18D Od 1 (2) 1 Odx 1%" 60s SKH2324LIP 1562 16) 10d IO) 10dx'11/2" 90s 1 TH035140 4500si, TFL1716 1625 __ 1081 1. 2) 10d 6) 16d I 010dx11/2" 1 ( 2) 1 Odxl'h" I 90s i THF35140 14500sl THF17157 16, 50 1475 1 (?)_ 10 4xl%"_ N) l0di (4)_10dx1W Ks 4500s SKH414LIR SKH1724LIR 2050 1690 2 2 Ll U 16 10d 10 16d 10) 10d V12" 5000s1 TFL2016 1087 6 10d 2) 1 Odx 11/2" 15000sl THF20157 16000s! THF23160 16500si THF26160 1465 1362 1362 24) 1 Od 1 (2) 1 Odx 1 W JL2 10d1(2)10dx1'/Y' 22) 5000s SKH2O24LIR 1562 16 10d 10 10dxllh" 6000s! d 2) 1 Odx 11/2" 6000s SKH2324UR 1690 16) 10d 10)10dx11W' 6500. s. I TFL2516 1268 6) 10d 2)10dxl'/2" 2524UR 1690 16)10d 10)10dxV/2" 60s I TFL2316 90s 1 TH035160 1268 1 1660 6( ) 10d 41210d1 J2)10dx11/ 2" 2)10dxl' A" i 60s THF23160 1362 22)_10d 2)10dx11/2" LL 60sSKH2324LIR 1690 16 10d L 10)j0dx1!6" L _ _ I90s 1 THF35157 1687 2210d! 90s SKH414LIR 2250 22)16d 10 16d THO Double BPH M ISO f THEDoubleHD LSSH Joist e th gCl® Hanger Capacity ftbsl' : Nailing_ Header I l -, joist JoistDeDthl gCl® IHanger Capacity Libs] Nailing Joist Q9 " t gCl® Hanger Capacity lbs Header ailino Joist 145' 00s I TH035950 2050 10) 1 Od IlQqxl I/V Qs TH135911 1371 21 10d!(2)10dx1'A' 4500s LSSH179 1 1141 0 10d 1 O&V/2' 7 9 % 5000s1 TH020950- 2 200 T H50 50-2 22 2330 282510) 16d 10) 16d L2 6)10d 6) 10d 9/ 2.' 1410 56 00sl fMF20925. 2 16000s THF23925-2 16500s' THF25925- 1390 1625 1390 12 10d AL4) 10dl AL2) 1 Od 6)10d 6) 10d I ( 6)10d 91/2 5000s 6000 LSSH20 LSSH23 1 1140 1140 10) 10d 0) Od 7 10dxl' 7 10dxl'A2 6500s LSSH25 1412 10 Od-7 10dxl'/2" 6566s 1 TH 25950-2 2825 10) 16d 6) 10d 4500s LSSH179 1140 101 10d 7 10dxl'/2" 45OOsL TH03511_§ 2050 LQ) 10d 010 dx1l/V 14500sl THF35112 1825 16) 1 Od 1 (2) 1 0dx1 '/2" 5000s LSSH20 1140 O Od 10 2.. 7 1 OrdxV/2" 1 5000s, T—HO20118- 2 2330 A10)16d 6)10d 15000s! THF20112-2 1855 16 10d( 6) 10d 11W 6500s LSSH23 LSSH23 1140 1140 0 Od 10 10d 7 10W11/2" 10 X1,1'. 7 10dxl'/2" 7 d 2117/ 6000sTH023118-2 6500s TH025118-2 2925 2925 10) 16d 10) 16d 6) 10d 6) 10d i i 'A" 16000sl THF23118-2 16500sl THF25118-2 1855 1855 q6) 10d1 16) 10dl q) 10d 6) 10d 60s LSSH23 1140 14 16d 1 (12) 10dxl'h" 905 LSSH35 1920 14 16d 12 10dxl'h" 60s I TH023M-2 3212 10) 16d 6)10d 60s 1 THF23 18-2 1855 16 10d 6)10d 4500s LSSH179 1140 0) 10d 7)10dxll/2" 90S HD7120 22551616d6)10d J.90s BPH71118345510) 16d 6L10d L _ 5000s LSSH20140 10) 10di 7) 1 Odx 1 1/2" 4500s TH0351140 23 12 lgd L _ lCidxVA" M_ _ 4500si THF351402320 J16L1QdJA2)10dx1%" 6000s LSSH23 1140 10 10d.(7) 1 Odx I MY' 5000s TH020140-2 2330 10) 16d 10d 5000sl THF20140-2 6000s' THF23140-2 2320 2540 20)_ 1qd 20) 10d I ( 6)10d 6)10d 14" 6500s LSSH23 1675 10 10d 7 10dxl'/2" 6000s TH023140-2 3350 1(12) 16d 6)10d 60s LSSH23 1140 4) 16d 12) 1 OW'W' 14 6500sl TH025140- 2 3350 1(12) 16d 6)10d 14" 6500sl THF25140-2 2500 20)10d 6) 1 Od Os LSSH35 1920 14 16d 12 Wxl%" 60s I TH0231 0-2 3535 J(1 ) 16d 6)10d 60s I THF23140-2 2540 20)10d 6)10d 4500s LSSH179 1140 10 10d 10dx1Y2" 5000s LSSH20 1140 10 10d 7 90s 1 BPH71144500siTH0351603455 2359 10) 16d 12) 10d 6) 1 Od 2)10dxll/2 90s 1 HD7140 A5 sTHF171 7- 2 5000s! 2820 Z4 25 120) 16d 2) d L _ 10 8) 1 Od L2) 1 Od x 1 I/V 6 L i2 3 1140 10110d 7fl0dx1Y2" 16" 600000oss HEW j 7-- 825 1 X1 2 5000s! TH020160-2 2330 10 16d 6)10d 60s LSSH23 149 6$ 121 1 Odx 1 I/V 6000s 1 TH023160- 2 3137 12) 16d 6)10d 6000s' THF23160-2 3050 AN) 10d 6)10d 90s 1140 I L5 12 10dx1!V- 16" 6500s 1 TH025160-2 3137 12) 16d 6) 10d 16" 6500sl HF25160-2 3000 AN 10d I 6 10d USP For more information, STRUCTURAL contact CONNECTORS* USP Structural Connectors A- at 1- 800-328-5934 or General Notes www. uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or ECII Joist end reaction capacities —whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCIO Joist slope exceeds W per foot. I Leave 1116" clearance (Va" maximum) between the end of I 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 structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single -and double -joist top mount hangers is 3": (11/2' for THO hangers). Minimum support width for face mount hangers with 1 Od and 16d nails is 1W and 2", respectively. 60s I TH023160- 2 3535 12)1 d1 6)10d 60s 1 THF23160-2 3050 24 10 d 1 90s 1 SPH7118 3455 10 16d 6)10d 90s HD7160 3385 24 16d Od 6(6) 8 10d FIRM - --- --- MSH TMP ist Joist Depth HangergCl® I HangCapacitylbslNg Header7 ailin Joist Joist Depth Hanger BC10 Hang CapacitylbslFastener To Plate I Rafter 59 s 4500s TMP175 5 1125 11Q00d5 00s 5000sTMP2100s' 1125 14) lod"l 9 60010s 1 91W, i- 6000s, l TMP2316500s TMP25 1375 1375 6500sl 4500sl 4500siTMP175 1150 LL 4)10dxl'/2" 5000s, 5000 5 00s, TMP2112906 d 4)10dx1'/2" VIM" 6000s' MSH2322 MSH322 1431 1431 6 10d 6 10d 4) 10dx11A" 11 7- 6000s TMP23 6500s TMP25 1425 1425 EU0 d 1 ( 6) Od 4)10dxl'/2" W10dx1'/Y' 165 00s I0, MSH2322 14316) 10d 4)10dx1'/2" 60s I TMP23 1425 1 (6) 10d 4 10dx1%" 1 90s 1 MSH422 1862 1 (6)10d 6)1 Od TMP21- 1800 6 10d 4)10dx1'A" 14500s 11 h 712 1550 1 (6) Od M 4)1Odxl'A- 90S-T 14' ' 500N TMP21 6000s! TMP23 I 1150 1290 1525 10 5) d 10 64)10dx1% L 4 1 x1i 4 1OWW" 5606sl I - 14" 6000sl MSH2322 1550 Od L 6500s' MSH322 1550Od r4)N1 02WA"' 6500sl TMP25 59s 1 TMP23 1525 1 525 L6) Od W_ j_ Qd A1 Odx 1 W 4)!Odxl'/2" 60s 1 MSH2322 155010dJ4Ndx1A- I 90s 11 1 90s TMP4 1850 6)10d M 1 udx1 Y2 4500s! MS 1722 1668 6)10d 4)10dxl'2" 4500s! TMP175 1150 6)10d 14 10clxl%" 5000sl 5000s! TMP21 1290 6) 10d 1 (4) 1 Qdx 11/2" 1668 6) 10d 6000s! TMP23155016" 6599s! MSH322 I os MSH2322 1668 1 171 6) 10d 6) 10d 10Ax1W 4AOcLx V/ 2" 16" 6500s! TMP25 - 60s I TMP23 90s F TWP4 1550 1550 1900 6) 10d fl2M) 10dx1%" 1 ( 4) 1 Odx 1 W 10dx1'/2" 1 90S 1 -- -- I - pr a ;:,,.... _, • ;. a ''_' as ,y„„ `"*' ti.„ : ^' fi Mo ei v f 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 v enhance their own businesses. Boise Cascade Engineered Wood Products build, better homes with stronger, stiffer floors using only ) Lifetime Guaranteed wood purchased in compliance with a number of green building programs. Take a moment to view our Quality and Performance sustainability certification site at http:i/£ry vw.bc.coml Boise Cascade warrants Its BCI`' Joist, sustainability/certification -au dits/ or view our green ( VERSA -LAW', and ALLJOIST' products brochure at www.bc.com/instil. I i tocomplywithourspecifications, to be j Boise Cascade Engineered Wood Products free from defects in material and workmanship, throughout North America can now be ordered and to meet or exceed our performance FSCO Chain -of -Custody (COC) certified, enabling specifications for the normal and expected life of homebuilders to achieve LEEDO points under U.S. the structure when correctly stored, installed and Green Building Council® residential and commercial ) used according to our Installation Guide. green building programs including LEED for Homes, r and LEED for New Construction. Boise Cascade' Engineered Wood Products are available as PEFCO Chain - of - Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research _'_ Center Green Approved, enabling homebuilders to also If in doubt, ask. obtain green building points through the National Green For the closest Building Standard. Boise Cascade EWP distributor/ support center, ! j call x71s 1-800 232-0788 BOISE CASCADE, TREE- IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: Boise Cascade Engineered Wood Products Great products are only the beginning:- If no dealer is listed, call 1-800-232-0788 Cop), right © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 r r. 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: 1111693 - MiTek USA, Inc. Site Information: 66904 Parke 3E3a6stt0Blvd. Customer Info: Starlight Project Name: Lot 190 Wyndham Preserve Model: 2406a BLF51 ICE EL V U Lot/Block: 190 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: FRC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 136 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 22 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# Truss Name Date 11 1 T11364728 1 Al 1 6/14/17 118 IT11364745IJ1 6/14/17 12 1 T11364729 Al A 1 6/14/17 119 I T11364746 I J3 1 6/14/17 13 1 T11364730 1 Al B 1 6/14/17 120 I T11364747 I J5 1 6/14/17 14 1 T11364731 1 A2 1 6/14/17 121 I T11364748 I J7 1 6/14/17 15 1 T11364732 1 A3 1 6/14/17 122 1 T11364749 1 MG 1 6/14/17 16 1 T11364733 1 A4 1 6/14/17 1 1 1 1 1 1 tT 1 17 1 T11364734 1 A5 1 6/14/17 18 1 T11364735 1 AM 1 6/14/17 9 T11364736 1 AM 1 6/ 14/17 10 T11364737 1131 1 6/14/17 11 T11364738 1 B2 1 6/14/17 12 T11364739 1 B3 1 6/14/17 113 1 T11364740 1 B4 1 6/14/17 114 1 T11364741 1 B5 1 6/14/17 115 1 T11364742 J B6 1 6/14/17 116 1 T11364743 1 C 1 6/14/17 117 1 T11364744 1 CG 1 6/14/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct "supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Z191 0 380 00.. ST TE OF :4U t,`s;O N Ak %' fill IThomas A. Albanl PE ND.39380 Mrrek USA, Inc. FL Cert66346904ParkeEastBlvd. Tampa FL 33610 Date: June 14,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T71364728 1111693 Al Hip - 1 1 Job Reference (optional) Builder's First Source. Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 16:25:37 2017 Page 1 I D: VoNvcrq_o2AJ8PDK7QQ2J FzrBsH-IXjbrCtjJ i3SZ7TdbkxuoP21N 1 vPYlr9oHcfj Hz6L9C 1-0- 5-9-12 ti-4-14 17-0-0 21-0-0 26-7-2 32-2-4 38-0-0 9-0- 0- 5-9-12 S-7-2 5-7-2 4-0-0 5-7-2 5-7-2 5-9-12 -0- Scale = 1:68.1 5x8 = 5x6 = 5.00, F12 20 19 17 16 14 13 4x6 = 4x6 = 2x4 3x4 = 3x6 = 3x8 = 3x4 = 2x4 11 3x4 = 3x6 = 5-9-12 11-4-14 17-0-D 21-0-0 26-7-2 32-2-4 38-0-0 S-9-12 5-7-2 5-7-2 4-0-0 5-7-2 5-7-2 5-9-12 Plate Offsets (X Y)-- f2:0-0-0 0-0-15] [6 0-5-12 0-2-8] f7:0-3-0 0-2-4] [1 1:0-0-0 0-0-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.20 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(TL) 0.52 17-19 >872 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 215lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. 15-18: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Leff: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 11=1580/0-8-0 Max Horz 2=201(LC 9) Max Uplift2=-405(LC 10), l l=-405(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-27=-3152/1075, 3-27=-3070/1095, 3-4=-2753/1040, 4-5=-2697/1054, 5-6=-2190/937, 6-7=-1965/918, 7-8=-2191/937, 8-9=-2696/1054, 9-10=-2753/1040, 10-28=-3071/1095, 11-28=-3152/1075 BOT CHORD 2-20=-890/2834, 19-20=-890/2834, 18-19=-767/2489, 17-18= 767/2489, 16-17=-538/1963, 15-16=-767/2489, 14-15=-767/2489, 13-14=-891/2834, 11-13=-891/2834 WEBS 3-19=-415/140, 5-19=-5/379, 5-17=-730/308, 6-17=-155/563, 7-16=-155/551, 8-16=-728/307, 8-14=-5/377, 10-14=-417/140 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 11-4-14, Extedor(2) 11-4-14 to 26-7-2, Interior(1) 26-7-2 to 35-2-6 zone; cantilever 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=405, 11=405. 7) "Semi -rigid pitchbreaks with fixed 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 MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO 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 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° r :s .elta:.au<raa<:hrav1for sxar,u!tv::n: t toC.ro:o<t cottaF, . with ar,ss<rae .u.sor at ini <rv..aad prof="dv.-i:,rn.1;U, r..r:,er`;er.l,guidonce reaardr o the fabrication, storage, delivery, erection and bracing of husses and truss systems, see-ANSI/TPH 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 Ti 1111693 Hip 1 1 IAIA Job Reference (optional) Builders First Source, Groveland, FL. 34736 t.ti40 s Apr 19 zole Mr I ex industries, inc. wed dun 14 i 5 25 38 20i r rage t I D: VoNvcrq_o2AJ8 PDK7QQ2J FzrBs H-Dj H_2YuL4?BI BH2p8SS7LcaSc R EP H CkJ 1 wMCGjz6L9B 1-0- 5-11-6 11-8-3 17-5-0 20-7-0 26-3-13 32-0-10 38-0-0 9-0- 0-0 5-11-6 5-8-73 5-8-13 3-2-0 5-8-73 5$-13 5-11-6 -0- 3x4 = 46 = 5.00 12 5x6 = 5x8 = 16 15 3x6 = 3x8 = 3x4 = 3x6 = 27 3x4 = Scale = 1:68.1 4x6 = 11j 8-9-13 17-5-0 20-7-0 29-2-3 38-0-0 8-9-13 8-7-3 2308-7-3 8-9-13 Plate Offsets (X Y)-- j2:0-0-0 0-0-151 (6:0-3-0 0-2-4] f7:0-5-12 0-2-81 f11:0-0-0 0-0-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.23 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.69 13-15 >664 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FRC2014ITP12007 Matrix-M) Weight: 206lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. BOT CHORD 2x4 SP No.1 "Except' BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 11=1580/0-8-0 Max Horz 2=-205(LC 8) Max Uplift2=-405(LC 10), 11=-405(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3160/1086, 3-25=-3078/1105, 3-4=-2907/1033, 4-5=-2848/1047, 5-26=-2162/886, 6-26=-2153/908, 6-7=-1935/893, 7-27=-2152/908, 8-27=-2160/886, 8-9=-2848/1047, 9-10=-2907/1033, 10-28= 3078/1105, 11-28=-3160/1086 BOT CHORD 2-18=-898/2841, 17-18=-748/2437, 16-17=-748/2437, 15-16=-506/1933, 14-15=-748/2437, 13-14=-748/2437,11-13=-898/2841 WEBS 3-18=-304/186, 5-18=-22/467, 5-16=-701/323, 6-16=-160/562, 7-15=-160/573, 8-15=-703/324, 8-13=-22/469, 10-13=-304/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 12-0-8, Exterior(2) 12-0-8 to 25-11-8, Interior(1) 25-11-8 to 35-2-6 zone; cantilever 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=405, 11=405. 7) "Semi -rigid pitchbreaks with fixed 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is rased only upon paramelers shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parareters and properly incorporate this design Into the overall pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent IxacIng M iTekr g.a,w :v5 r-. r=:d Urskl:;t i'•=.::r? tc p••: ;='r i =c•If se -1'h c--5slbfe Persona! lnj,_xv and proc-r!'; u•vaae. Cx general .cuidone regard•.rtg the abricatk)n, storage, delivery, erection rind bracing of tnisses and miss systems, seeANSI/TPI1 Quality Cdteria, DSB-89 and BCSI Building Component Tam 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 T11364730 1111693 A16 Hip 1 1 1Job Reference (optional) Builder's First Source, Groveland, FL. 34736 r.ovv s Apt 111. .. o ,,.,::: : ags ID:VoNvcrq_o2AJ8PDK7Q02JFzrBsH-DjH_2YuL4?BIBH2p8SS7LcaOnRCXHKmJ1wMCGjz6L9B 1-0- 7-1D-1 15-5-8 22-6-8 30-1-15 38-0-0 9-0- 0- 7-10-1 7-7-7 7-1-0 7-7-7 7-10-1 -0- 4x6 = 16 2x4 11 5.00 12 5x8 = 14 4x6 =3x4 = 5x6 = 13 - 11 3x8 = 4x6 = 2x4 11 Scale = 1:68.5 4x6 = 7-10-1 15-5-8 22-6-8 30-1-15 38-0-0 7-10-1 7-7-7 7-1-0 7-7-7 ' 7-10-1 Plate Offsets (X Y)-- 2:0-0-0 0-0-15) f5:0-5-4 0-2-4j [6:0-3-0 0-2-4](9:0-0-0 0-0-15j 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 0.96 Vert(LL) -0.22 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.62 14-16 >732 180 BCLL 0.0 Rep Stress Incr YES W B 0.30 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 4-5,6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-14, 5-13, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 9=1580/0-8-0 Max Horz2=184(LC 9) Max Uplift2=-405(LC 10), 9=-405(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3124/1121, 3-23=-3031/1147, 3-4=-2388/968, 4-5=-2295/989, 5-6=-2128/984, 6-7=-2296/989, 7-8=-2388/968, 8-24=-3031/1147, 9-24=-3124/1121 BOT CHORD 2-16= 925/2798, 15-16=-925/2798, 14-15= 925/2798, 14-25=-631/2127, 13-25=-631/2127, 12-13=-925/2798, 11-12=-925/2798, 9-11=-925/2798 WEBS 3-16=0/294, 3-14=-769/324, 5-14=-64/540, 6-13= 64/521, 8-13=-773/324, 8-11=0/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 10-1-0, Exterior(2) 10-1-0 to 27-11-0, Interior(1) 27-11-0 to 35-2-6 zone; cantilever 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, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=405, 9=405. 7) "Semi -rigid pitchbreaks with fixed 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. 1010312015 BEFORE USE. Design valid for use only with MITek® conneclors. 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 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' an;, !.. _......an! _ ..:rit, :i! n:,; _ - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 i Job Truss Truss Type Qty Ply T11364731 1111693 A2 Hip 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. -Wed Jun 14 15:25:39 2017 Page 1 I D: VoNvcrq_o2AJ 8P DK7QQ2J FzrBs H-hwgMGuvzrJJ9oQcOi9zMtg7cArXaOnVSGa5lo9z6L9A 1-0- 7-7 15-0-0 23-0-0 30-4-11 38-0-0 9-0- 0 7-7-5- 5 7-4-11 8-0-0 7-4-11 7-7-5 -0-0 O 4x6 = 7-7-5 5.00 F,2 5x8 = 5x6 = 16 10 14 " 13 11 2x4 11 46 = 3x4 = 3x8 = 4x6 2x4 II 30-4-11 Scale = 1:68.5 4x6 = 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.22 13-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL). 0.59 14-16 771 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) I Weight: 188 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.1 'Except* 5-6: 2x4 SP M 31, 1-4,7-10: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 9=1580/0-8-0 Max Horz2=178(LC 9) Max Up1ift2=-405(LC 10), 9= 405(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 3-14, 5-13, 8-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3128/1136, 3-23=-3036/1161, 3-4=-2433/985, 4-5=-2345/1011, 5-6=-2174/1004, 6-7=-2346/1011, 7-8=-2433/985, 8-24=-3036/1161, 9-24=-3128/1136 BOT CHORD 2-16=-939/2803, 15-16=-939/2803, 14-15=-939/2803, 14-25=-658/2173, 13-25=-658/2173, 12-13=-939/2803, 11-12=-939/2803, 9-11=-939/2803 WEBS 3-16=0/275, 3-14=-721/310, 5-14=-54/541, 6-13= 54/526, 8-13= 727/310, 8-11=0/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 9-7-8, Exterior(2) 9-7-8 to 28-4-8, Interior(1) 28-4-8 to 35-2-6 zone; cantilever 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=405, 9=405. 7) "Semi -rigid pitchbreaks with fixed 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 MII-7473 rev. f 0/0"015 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 designer must verify the ar"Icablllty of design parameters and properly Incorporate this design Into the overall p building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 5 i]Iways re• :1U.— fa stabs•.. a.- to paevenl co•.l•arse with pc:•sble rrersorrat n-lury and pro e:T.• dan:• tire. r F general +reg._r i na `he fabdcation, 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 Trrlss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ally Ply T11364732 1111693 A3 Hip 2 - 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 Milek Industries. Inc. Wed Jun 14 15:25:41 2017 Vage 1 ID:VoNvcrq_o2AJ8PDK7QQ2JFzrBsH-dly6hawENwZt2kmOgaOgzFCxPeGbUc9ljuast2z6L98 1-0- 13-0-0 19-o-0 25-0-0 31-4-11 38-- 9-0- 0- 6-7-5 6-4-11 6-0-0 6-0-0 6-4-11 6-7-5 V0-0 5x8 = 2x4 II 4 25 265 27 5x8 = 28 6 16 15 iv 13 " 11 10 4X6 = 2x4 II 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 2x4 If Scale = 1:67.3 4x6 = IT 6-7-5 13-0-0 19-0-0 25-0-0 31-4-11 38-0-0 6-7-5 6-4-11 6-0-0 6-0-0 6-4-11 6-7-5 Plate Offsets (X,Y)-- j2:0-0-0 0-0-151 (4:0-5-12 0-2-81 j6:0-5-12 0-2-81 (8:0-0-0 0-0-151 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.22 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.55 11-13 >822 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 197lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 *Except' BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 8=1580/0-8-0 Max Horz 2=- 1 56(LC 8) Max Uplift2=-405(LC 10), 8=-405(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3153/1185, 3-23=-3070/1207, 3-24=-2598/1062, 4-24=-2521/1085, 4-25=-2595/1166, 25-26=-2595/1166, 5-26=-2595/1166, 5-27— 2595/1166, 27-28= 2595/1166, 6-28=-2595/1166, 6-29=-2521/1085, 7-29=-2598/1062, 7-30=-3070/1207, 8-30=-3153/1185 BOT CHORD 2-16=-991/2834, 15-16=-991/2834, 14-15=-750/2336, 13-14=-750/2336, 12-13=-750/2336, 11 -1 2=-750/2336, 10-11=-991/2834, 8-10=-991/2834 WEBS 3-15=-594/267, 4-15=-58/439, 4-13=-144/498, 5-13= 400/260, 6-13= 144/498, 6-11=-58/439. 7-11=-595/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 7-7-8, Exterior(2) 7-7-8 to 13-0-0, Interior(1) 18-4-8 to 19-7-8, Exterior(2) 25-0-0 to 39-0-0 zone; cantilever 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 fora 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 (jt=lb) 2=405, 8=405. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 101032015 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 designer must verify The applicability of design parameters and properly incorporale this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chore! members only. Addilional temporary and permanent bracing MiTek• is afwa•,s re• JIr=.*_+ f::t stat E!!*r art:+ to rxevertt cc•.!apse with p-::•ssi•`_•2 xrscr a! !r:urr and properly •darnag-. _r genera' gu`.:+ar„ce regar din tfle fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 69114 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 Ply T11364733 1111693 A4 Hip F 1 Job Reference o tional Builders First Source, Groveland, FL. 34736 7.640 s Apr 19 zuro Mi i ek inauslries, Inc. Wed uun ry i 5.25.42 20: r ruge 1 I D: VoNvcrq_o2AJ8PDK7QQ2J FzrBsH-5V W UuwxsBEhkfuLaN IX3VS 19N2amD6BuyYKQP U z6L97 1-0-11-0-0 19-0-0 27-0-0 32-4-11 38-0-0 9-0- 0- 5-7-5 5-4-11 8-0-0 8-0-0 5-4-11 5-7-5 -0- 5.00 5x8 = 2x4 11 5x8 = 4 24 25 5 26 27 6 Scale = 1:67.3 M 9IT0 16 15 13 11 10 4x6 = 2x4 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 2x4 II 4x6 = 5-7-5 11-0-0 19-0-0 27-0-0 32-4-11 38-0-0 F-7-.S S-a-11 8-0-0 8-0-0 5-4-11 5-7-5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.23 13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.63 13-15 728 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 192 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 `Except' 4-6: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' 12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 8=1580/0-8-0 Max Horz2=134(LC 9) Max Uplift2=-405(LC 10), 8= 405(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-3152/1203, 3-23=-3073/1221, 3-4=-2774/1130, 4-24=-3096/1312, 24-25=-3096/1312, 5-25=-3096/1312, 5-26=-3096/1312, 26-27=-3096/1312, 6-27=-3096/1312, 6-7=-2774/1130, 7-28=-3073/1221, 8-28=-3153/1203 BOT CHORD 2-16=-1012/2837, 15-16=-1012/2837, 14-15=-819/2515, 13-14=-819/2515, 12-13=-819/2515, 11-12=-819/2515, 10-11=-1012/2837, 8-10=-1012/2837 WEBS 3-15= 405/213, 4-15=-33/406, 4-13=-250/811, 5-13= 552/344, 6-13=-250/811, 6-11— 33/406, 7-11=-406/213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft; B=45ft L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 5-7-5, Exterior(2) 5-7-5 to 11-0-0, Interior(1) 16-4-8 to 21-7-8, Exterior(2) 27-0-0 to 39-0-0 zone; cantilever 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 20.0pst 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=405, 8=405. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO 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 Incorporate this design Into the overall Welk' building design. Btactng Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V1 elk• Is al_; aws re -:_r;:ed for stab;•.; abed to c;ev2n! colt•ps> vkttl : OSSI,!e _.ery_.na! L-;ur •anc4 ptc:pe:'y darreage. rob g=neraE urd =e=e regarding the Parke Blvd fabn rtcatia, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904,FLEast 33610Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL Job Truss Truss Type Qty Ply TI1364734 1111693 A5 Hip 2 1 Job Reference (optional) nunuer s nrsr 00urce, uroveiaa0. 11. o4rao ,. „r„= •,^a^ . zxID:VoNvcrq_o2AJ8PDK7QQ2JFzrBsH-Zh4t5FyUvYpbH2wnx?212g118S4FyZm2BC3zxwz6L96 1-0- 4-7-5 9-0-0 15-8-9 22-3-7 29-0-0 33-4-11 38-0-0 9-0- 0-0 4-7-5 4-4-11 6-8-9 6-6-13 6-8-9 4-4-11 4-7-5 -0-0 Scale = 1:67.2 2x4 11 5x6 = 3x8 = 3x6 = 5x8 = 5.00 12 4 26 275 6 7 28 29 8 2x4 zz:- I 2x4 3 9 30 25 24 31 4x6 = 17 t6 15 14 13 12 5x8 = 5x8 — 2x4 II 5x8 = 5x8 — - 4x6 = 6-6-13 Plate Offsets (X Y)-- 4:0-3-0 0-2-41 [8:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.24 14-15 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) 0.60 14-15 760 180 BCLL 0.0 Rep Stress Incr YES W B 0.44 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FRC2014ITP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 `Except` 6-8: 2x4 SP No.1 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1580/0-8-0, 10=1580/0-8-0 Max Horz 2=-112(LC 8) Max Uplift2=-405(LC 10), 10=-405(LC 10) loll mI6 0 4x6 = PLATES GRIP MT20 244/190 Weight: 219lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. WEBS 1 Row atmidpt 5-17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-3247/1320, 24-25= 3195/1327, 3-25=-3178/1333, 3-4=-2955/1157, 4-26=-2710/1123, 26-27=-2710/1123, 5-27=-2710/1123, 5-6= 3628/1455, 6-7=-3628/1455, 7-28=-3628/1455, 28-29=-3628/1455, 8-29= 3628/1455, 8-9=-2966/1163, 9-30= 3186/1337, 30-31=-3202/1334, 10-31=-3255/1324 BOT CHORD 2-17=-1124/2949, 16-17=-1222/3652, 15-16= 1222/3652, 14-15=-1222/3652, 13-14=-876/2701, 12-13=-876/2701, 10-12=-1128/2956 WEBS 3-17=-314/275, 4-17— 202/792, 5-17=-1177/400, 5-15=0/263, 7-14=-419/253, 8-14=-386/1159, 8-12=-9/363, 9-12=-311/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 6=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 3-7-8, Exterior(2) 3-7-8 to 9-0-0 Interior(1) 14-4-8 to 23-7-8, Exterior(2) 29-0-0 to 39-0-0 zone; cantilever 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=405, 10=405. 7) "Semi -rigid pitchbreaks with fixed 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 M1TEK REFERANCE PAGE 114I1-7473 rev. 1=3/2015 BEFORE USE. - Design valid for use only with MiTekO connectors. This design is Lased only upon parameters shown, and is for an Individual !wilding component not - - a truss systern. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design into the overall i wilding design. Bracing Indicated Is to prevent Iwckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW IS aAt =4s re Mutr-d for st:_=bili"_; and to prew--nt •^ollacse with : -:-•c_ibl :: personal injury• anc! c• ocerty darncae. rcr .general guldance regarding the Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, se-eANSI/TPI1 Quality Criterio, DSB-89 and BCSI Building Component 690a Parke East 8 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 T11364735 1111693 AM Hip Girder 1 nG Job Reference (optional) ounoer s nrsr owce, uiuveranu, r. oy roo ,. ^r , •,•^ "",, ,. •• • ID:VoNvcrq_o2AJ8PDK7QQ2JFzrBsH-SSJNxd??ynlK1mfEYAr7ECWS5Y3P0ulUd5g27;4hz6L92 1-0-0 3-7-5 7-0-0 11-10-10 16-7-9 21-4-7 26-1-6 31-0-0 34-4-11 38-0-0 9-0- 0-0 3-7-5 3-4-11 4-10-10 4-8-14 4-8-14 4-8-14 4-10-10 3-4-11 3-7-5 -0- 5.00 F12 6x8 = 2x4 5x8 = 4 30 31 5 32 33 34 6 35 36 2x4 II 5x8 = 5x8 = 6x8 = 737 8 38 39 9 40 41 10 Scale = 1:67.1 3Im 6 23 22 42 43 21 44 20 45 19 46 47 t8 48 1749 1050 51 52 15 14 46 - 2x4 II 4x6 = 5x8 = 700 WB= 2x4 11 5x8 = 2x4 11 5x8 = 2x4 11 4x6 - 4x10 MT20HS = 3-7-5 7-0-0 11-10-10 16-7-9 21-4-7 26-1£ 31-0-0 34-4-11 38-0-0 3-7-5 3-4-11 4-10-10 4-8-14 4-8-14 4-8-14 4-10-10 3-4-11 3-7-5 Plate Offsets (X Y)-- 2:0-1-7 0-0-11 (4:0-2-0 0-3-4j j10 0-4-0 0-2-2j (12:0-1-7 0-0-11 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 0.32 Vert(LL) 0.28 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) 0.70 18-19 >649 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) 0.13 12 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Mat rx-M) Weight: 495lb FT=20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. 4-8,8-10: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=3163/0-8-0, 12=3207/0-8-0 Max Horz 2=89(LC 24) Max Uplift2=-789(LC 8), 12=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6620/1580, 3-4=-7072/1710, 4-30=-9397/2309, 30-31=-9399/2310, 5-31 =-9403/231 1, 5-32=-9397/2308, 32-33=-9397/2308, 33-34=-9397/2308, 6-34= 9397/2308, 6-35=-10790/2656, 35-36=-10790/2656, 36-37=-10790/2656, 7-37=-10790/2656, 7-8=-10790/2656, 8-38=- 10790/2656, 38-39=-10790/2656, 9-39=-10790/2656, 9-40= 6723/1681, 40-41=-6719/1680, 10-41=-6717/1680, 10-11=-7175/1773, 11-12= 6718/1640 BOT CHORD 2-23=-1390/6057, 22-23=-1390/6057, 22-42=-1466/6540, 42-43=-1466/6540, 21-43=-1466/6540, 21-44= 2519/10777, 20-44- 2519/10777, 20-45=-2519/10777, 19-45=- 2519/10777, 19-46=-2519/10777, 46-47=-2519/10777, 47-48=-2519/10777, 18-48=-2519/10777, 18-49=-2220/9463, 17-49=-2220/9463, 17-50=-2220/9463, 16-50=-2220/9463, 16-51=-2220/9463, 51-52=-2220/9463, 15-52=-2220/9463, 14-15=-1446/ 6146, 12-14= 1446/6146 WEBS 3-23=-491/159, 3-22=-279/648, 4-22=- 8/614, 4-21=-834/3414, 5-21=-725/356, 6-21 =-1 667/408, 6- 19=0/403, 7-18=-573/299, 9- 18=-356/1595, 9-16=0/362, 9-15=-3279/798, 10-15=-424/2277, 11-15=-296/661, 11-14=- 489/158 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, 2x6 - 2 rows staggered at 0- 9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=136mph (3- second gust) Vasd=105mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. Continued on Dace 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 truss 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 Wckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 1.•or st t{!; ct ec. pie: ent cca! pse :- h p- osslt,e p rsc. ,_ , ar td {tope r: =_na ,e. t •or g nera•. •guides ._> :eg: ,,di t: tr e fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI BulbdingComponent 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 T11364735 1111693 AM Hip Girder 1 e 2 Job Reference (optional) Builder's First Source, Groveland, FL. 34/35 r.oav - ,Pr is zu io run erc muusnros, uo vveu .cu .qn, ID:VoNvcrq_o2AJ8PDK7002JFzrBsH-SSJNxd??ymK1mfEYAr7ECWS5Y3POulUd5g2A4hz6L92 NOTES- 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) except Ot=lb) 2=789, 12=816. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 128 lb up at 7-0-0, 130 lb down and 122 lb up at 9-0-12, 130 lb down and 122 lb up at 11-0-12, 130 lb down and 122 lb up at 13-0-12, 130 lb down and 122 lb up at 15-0-12, 130 lb down and 122 lb up at 17-0-12, 130 lb down and 122 lb up at 19-0-0, 130 lb down and 122 lb up at 20-11-4, 130 lb down and 122 lb up at 22-11-4, 130 lb down and 122 lb up at 24-11-4, 130 lb down and 122 lb up at 26-11-4, and 130 lb down and 122 lb up at 28-11-4, and 242 Ib down and 249 lb up at 31-0-0 on top chord, and 382 lb down and 64 lb up at 7-0-0, 90 lb down at 9-0-12, 90 lb down at 11-0-12, 90 lb down at 13-0-12, 90 lb down at 15-0-12, 90 lb down at 17-0-12, 90 lb down at 19-0-0, 90 lb down at 20-11-4, 90 lb down at 22-11-4, 90 lb down at 24-11-4, 90 lb down at 26-11-4, and 90 lb down at 28-11-4, and 382 lb down and 64 lb up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-10=-60, 10-13=-60, 24-27= 20 Concentrated Loads (lb) Vert: 4=-126(B)8=-126(B)10= 195(B)22=-382(B)15= 382(B)30=-126(B)31=-126(B)32=-126(B)34=-126(B)35= 126(B)36= 126(6)37=-126(B)39=-126(B) 40=-126(B)41=-126(13) 42=-67(B) 43=-67(B) 44=-67(B) 45= 67(B)46=-67(B) 47= 67(B)48=-67(B) 49=-67(B)50=-67(B) 51=-67(B) 52=-67(B) WARNING- Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek0 connectors. This design Isbased only upon parameters shown, and is for an Individual building component, not d buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ppwildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is ..try. < required for sfa =•t; •aR- r s.- '•.:gin•. ccdlar.•se with p-c-ssible p-r>::•nna•. €r fur; : =nd rxep r•• dur: _:e rcr genera•. •g'.d:ince regarding the dfabrication, storage, delivery• erection and bracing of musses 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 T11364736 1111693 AM1 Hip Girder 7'-F2 Job Reference o tional oauuer s rns auwce, urove.anu, r.. b ...,. 662", ... .............. .. _- . X Z . ID:VoNvcry_o2AJ8PDK7002JFzrBsH-OrR8MJ1 FUOaI?zNxIG9iHxXOvt3sMCEwZ8XH9az6L90 1-0- 3-7-5 7-0-0 11-10-10 16-7-9 21-4-7 26-1-6 31-0-0 34-4-11 38-0-0 9-0- 0-0 3-7-5 3-4-11 4-10-10 ' 4-8-14 4-8-14 4-8-14 4-10-10 3-4-11 3-7-5 -0- a 5.00 F12 6x8 = 2x4 11 5x8 = 4 30 31 5 32 33 34 6.35 36 2x4 II 5x8 = 5x8 = 6x8 = 737 8 38 9 39 10 Scale = 1:67.2 23 22 40 41 21 42 20 43 19 44 45 18 46 1747 1r48 15 14 4x6 _ 2x4 II 4x6 = 6x12 MT20HS = 2x4 11 5x8 = 2x4 5x8 = 2x4 I 46 — 6x12 MT20HS = 5x8 = 3 M I6 6 m ci 3-7-5 7-0-0 11-10-10 16-7-9 21-4-7 26-1-6 31-0-0 34-4-11 38-0-0 F -7- 35 3-4-11 4-10-10 4-8-14 4-8-14 4-8-14 4-10-10 3-4-11 3-7-5 Plate Offsets (),Y)-- j2 0-1-11 0-0-1) j4:0-2-0 0-3-8) (10:0-4-0 0-2-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.30 18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.74 18-19 >618 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code FRC2014[TP12007 Matrix-M) Weight: 491lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc pUrlins. 4-8,8-10: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3291/0-8-0, 12=3092/0-8-0 Max Horz2=89(LC 24) Max Uplift2=-836(LC 8), 12=-811(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6903/1683, 3-4=-7389/1828, 4-30=-9903/2497, 30-31=-9905/2497. 5-31=-9909/2498, 5-32=-9904/2495, 32-33=-9904/2495, 33-34=-9904/2495, 6-34=-9904/2495, 6-35=-11774/3016, 35-36=-11774/3016, 36-37=-11774/3016, 7-37=-11774/3016, 7-8= 11774/3016, 8-38=-11774/3016, 9-38=-11774/3016, 9-39=-6435/1673, 10-39=-6433/1674, 10-11=-6860/1759, 11-12=-6473/1629 BOT CHORD 2-23=- 1486/6317, 22-23=-1486/6317, 22-40=-1574/6834, 40-41 =-1 574/6834, 21-41=-1574/6834, 21-42=-2775/11467, 20-42=-2775/11467, 20-43= 2775/11467, 19-43=-2775/11467, 19-44=-2775/11467, 44- 45=-2775/11467, 45-46=-2775/11467, 18-46=-2775/11467, 18-47=-2521/10213, 17-47=-2521/10213, 17-48= 2521/10213, 16-48=-2521/10213, 15-16=-2521/10213, 14-15=-1436/5920, 12-14= 1436/5920 WEBS 3-23= 515/168, 3-22=-270/685, 4-22=-5/610, 4- 21=-926/3665, 5-21=-727/357, 6-21=-1884/490, 6-19=0/350, 6-18=-137/404, 7- 18=-567/297, 9-18=-424/1887, 9-16=-224/1024, 9-15=-4515/1162, 10-15=-570/2406, 11-15=- 219/580, 11-14=-435/157 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 " x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8- 0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=136mph ( 3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft; B=4511; L= 38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=836, or]4& 1 on oaae 2 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 a truss system. Before use, The building designer must verify the applicability of design pararneiers 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 MiTe k' i5 !?•.:- :g ic. _'•.r2: 1 for sIab;!ftL ariv ?• ;.V,:: rl? colS!•; •se :v'i?il p•:i551`.'!2 F.=rSvi k_! ilry •rx.: pioL'riy = r_2. Cnr g`n2f•'1' •ui•'_'•_•'lca —.,. a•d!ng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tamp parka 336Eas1 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 T11364736 1111693 AM1 Hip Girder t 2 Job Reference (optional) t3Wlder's hlrst Source, (3roveland, FL. J4/S5 MP1 is coin'we mu—, e>, u c. v. Gam ,.,... 1 1o...,yo< ID:VoNvcrq_o2AJ8PDK7002JFzrBsH-OrR8MJ1 FUOal?zNxlGgiHxXQVt3SMCEWZ8XH9az6Lg0 NOTES- 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 128 lb up at 7-0-0, 130 lb down and 122 lb up at 9-0-12, 130 lb down and 122 lb up at 11-0-12, 130 lb down and 122 lb up at 13-0-12, 130 lb down and 122 lb up at 15-0-12, 130 lb down and 122 lb up at 17-0-12, 130 lb down and 122 lb up at 19-0-0, and 130 lb down and 122 lb up at 20-11-4, and 130 lb down and 122 lb up at 22-11-4 on top chord, and 382 lb down and 64 lb up at 7-0-0, 90 lb down at 9-0-12, 90 Ib down at 11-0-12, 90 lb down at 13-0-12, 90 lb down at 15-0-12, 90 lb down at 17-0-12, 90 lb down at 19-0-0, 90 Ib down at 20-11-4, and 90 lb down at 22-11-4 and 1170 Ib down and 351 Ib up at 24-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-10= 60, 10-13=-60, 24-27=-20 Concentrated Loads (lb) Vert: 4=-126(F) 8=-126(F) 22=-382(F) 30=-126(F)31=-126(F) 32=-126(F) 34=-126(F) 35=-126(F) 36=-126(F) 37= 126(F)40=-67(F)41=-67(F)42=-67(F)43=-67(F) 44= 67(F) 45= 67(F) 46=-67(F)47= 67(F) 48= 1170(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. q! Design valid for use only with MITek8 connectors. This design Is based only upon parametersshown, and is for an Individual building component, not - E a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate 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 M!Tek' s a•;<_ rec;uEr d for stability an: t tc. pr Vent •coE•.•q•s= Wi4h __ss•.ble person--! fni u, r ar. , properly d_r: agfore. _r generalguT -a ice re gardi.-g 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 Oty Ply T11364737 1111693 B1 Roof Special 1 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:25:50 2011 Page 1 I D: VoNvcrq_o2AJBP DK7002JFzrBsH-s 1 ? W Zf 1 tFhibd7y7rzgxg84V IGPz5g F400GrhOz6Lg? 1-0-0 6-4-0 -8- 13-0-0 1-0-0 6-4-0 -4- 6-4-0 3x4 = 5x12 Scale = 1:24.3 2x4 11 3x4 = "" — 6-4-0 Plate Offsets (X Y)-- f2:0-0-0 0-0-111 j4 0-4-7 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.05 7-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) 0.13 7-10 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FRC2014lTP12007 Matrix-M) Weight: 62 lb FT = 20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=577/0-8-0, 6=512/Mechanical Max Horz2=122(LC 10) Max Uplift2=-160(LC 10), 6=-130(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-728/229,11-12=-657/234, 3-12=-648/244, 3-4=-702/308 BOT CHORD 2-7=-273/598, 6-7=-278/645 WEBS 3-7=-68/341, 4-6=-705/304 Structural wood sheathing directly applied or 5-7-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-0, Exterior(2) 3-4-0 to 6-4-0, Interior(1) 6-8-0 to 9-10-4 zone; cantilever 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) 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) 2=160, 6=130. 8) "Semi -rigid pitchbreaks with fixed 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 14II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek(5) connectors. This design Is rased only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the appllcability 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' s?at;,!!"yand+f. 1 catl:,.,_,..::gh:: ,. _...r ,! ii•:u-•, ;,, :. r:::: ;,ne;.a! g '.d•_= = ragard!; : thei — SS!i: c N S•_ _ .-S {aj.;2i't'7 _arre•t.... . _. 7-' fabricatio storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tamp Parke East 0 Safety Information avatiable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 3361 ob Jt Truss Truss Type OtTpy 1111693 B2 Root Special 1 1Job Reference (optional) T Builder's First Source, Groveland, FL. 34736 1-0-0 6-4-0 4x6 = 7.640 s Apr 19 2016 MI I eK Industries, Inc. Wed Jun 14 1b:Lb:bU ZU1 I rage 1 ID:VoNvcrq_o2AJ8PDK7002JFzrBsH-s1?WZtltFhibd7y7rzgxg84X4GNe5k4400GrhOz6L9? 2-4-0 4-4-0 Scale: 1/2"=1' 5.00 F12 4x6 = 3x4 = 4 5 12 1 13 11 mN N 2 6• 6. °6 7 6 3x8 = 2x4 11 3x4 = 8-8-0 13-0-0 8-8-0 4-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.14 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.38 7-10 >403 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 58 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 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) 6=512/Mechanical, 2=577/0-8-0 Max Horz 2=90(LC 10) Max Uplift6=-124(LC 10), 2=-166(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-676/295, 11-12=-604/300, 3-12=-599/309, 3-4_ 943/428, 4-13=-810/339, 5-13=-810/339, 5-6=-505/260 BOT CHORD 2-7=-281/553 WEBS 3-7=-124/476, 4-7=-548/312, 5-7=-374/894 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-0, Exterior(2) 3-4-0 to 6-4-0, Interior(1) 8-8-0 to 9-10-4 zone; cantilever 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 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) 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) 6=124, 2=166. 8) "Semi -rigid pitchbreaks with fixed 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Miiek® 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 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' s.-,!:^_= 1=tu:r>d {: ,r sb_`:{k`^r a;;' •c.---=•nt r•ol..r ;:;;th _s _{_ __ ; ,t i-:::.:- -rd r-{•_ _,.r ; ;.:, ror . e'1> a ti _ =-._ a :4 -t h2 _ dr--_ ; _ p-- -! :: F_rc:,n._... '-, _: _p:, : __ : s .. g' : ' r •. g t• _ "_=r2g• r• :: g : . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component ('arks6904 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 T11364739 1111693 63 Roof Special 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MI I ek Industries, Inc. wed Jun 14 1b2b:51 2U11 rage 1 I D: VoNvcrq_o2AJ8P DK 7QQ2J FzrBs H-K DZun_2VO?qS EGXJ PhBAMMdjOgm Iq Eh DOSOODTz6L9_ 1-0-0 6-4-0 10-8-0 13-0-0 1-0-0 6-4-0 4-4-0 2-4-0 4x6 = 3x4 = Scale = 1:24.3 2x4 11 6-4-0 10-8-0 13-U-U 6-4-0 4-4-0 2-4-0 Plate Offsets (X Y)-- j2:0-0-0 0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.04 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.11 8-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 57lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pUrlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS. (lb/size) 2=577/0-8-0, 6=512/Mechanical Max Horz 2=61(LC 9) Max Up11ft2=-170(LC 10), 6=-120(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-740/302, 12-13=-669/307, 3-13=-659/316, 3-14=-658/324, 4-14=-698/314 BOT CHORD 2-8=-247/608, 7-8=-370/850, 6-7=-362/853 WEBS 3-8= 9/298, 4-8=-285/127, 4-6=-948/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-0, Exterior(2) 3-4-0 to 6-4-0, Interior(1) 9-4-0 to 10-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=11b) 2=170, 6=120. 8) "Semi -rigid pitchbreaks with fixed 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 MIP7473 rev. 10ID312015 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 designer must verify the applicability of design parameters and propeily incorporate this design Into the overall iiilll•ii®®® building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional iernporary and permanent bracing MiTek' alwats re• utred 4or sk?hE''v •and to ire aertt col•.apse alth p--•ssiLtie F-rscnaI. t n ur; rsrrd prc!' dan ge. DD. ge-ner:,i •ruidcnce re -_ The fabrication, storage, delivery, erection and bracing of tnase.s 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 PlyT113647401111693T84Commoni Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:25:52 2017 Page 1 ID:VoNvcrq_o2AJBPDK7002JFzrBsH-pQ7G_K37nJyJsQ6VzOiPvZ9?04C6ZjuNF6lxkvz6LBz 1-0-0 6-4-0 12-8-0 13-8-0 D 1 640 64-0 — 1-00 4x6 = Scale: 1/2"=l' Im0 14 13 12 11 10 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FRC2014[TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-8-0. lb) - Max Horz 2=-70(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 Ito or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.00 8 n/r 180 MT20 244/190 Vert(TL) -0.00 9 n/r 120 Horz(TL) 0.00 8 n/a n/a Weight: 55 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 3=45ft; L=24ft eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-4-0, Corner(3) 3-4-0 to 6-4-0, Exterior(2) 9-4-0 to 10-8-0 zone; cantilever 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 plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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 Ito uplift at joint(s) 2, 8, 13, 14, 11, 10. 10) "Semi -rigid pitchbreaks with fixed 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. 101V3/2015 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 designer must verify the applicability of design parameters and properly incorporate this design Into the overall i building design. Bractng Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Iw A iTek k a?,.;: ,:<;.eau?red J[ Siab lety and to r?2t;2R1 ai T'•-lvi"h -i55ii.'i'3 c rso =aE i^Eur• aR u ec2ry k—lage. for general gutdance regarding. it?= fabrication. storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bad. 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 T11364741 tiY1693 B5 Common 1 1 Referencepfional) o- 1 1„ A lK R9 M7 Peel Builder's First Source, Groveland, FL. 34736 1.0.0 6-4-0 1-0-0 6-4-0 4x6 = 3x4 = ID:VoNvcrq_o2AJ8PDK7QQ2JFzrBsH-pQ7G_K37nJyJsQ6VzOiPvZ9uo467ZiBNF6lxkvz6L8z 6-4-0 3x4 - 1-0-0 Scale: 1/2"=1' 6_4-0 12-8-0 6-4-0 6-4-0 Plate Offsets (X Y) j2:0 0 0 0 0-111 [4 Edge 0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.04 6-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.10 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 47lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=567/0-8-0, 4=567/0-8-0 Max Horz 2=70(LC 9) Max Uplift2=-168(LC 10), 4=-168(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-730/302, 13-14=-658/307, 3-14= 648/316, 3-15=-648/316, 15-16=-658/307, 4-16=-730/302 BOT CHORD 2-6=-157/598, 4-6=-157/598 WEBS 3-6=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-0, Exterior(2) 3-4-0 to 6-4-0, Interior(1) 9-4-0 to 10-8-0 zone; cantilever 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=168, 4=168. 6) "Semi -rigid pitchbreaks with fixed 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 MII-7473 rev. 10/0372015 BEFORE USE. v Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual building component, not M a truss system. Before use, the building designer must verify the applicability of design parametersand properly Incorporate Ihis design into The overall IYI lek buildingdesign. Bracing indicated is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing c;; ;•..-: a-::::: ;, , ;e: :r _:it:: a;;: t(:•; 2vent :!!.__::p'f":=s;b e s••<:a! ire:?y a<.^,cam; «_• d,;;, f;- r I:_•n 2 r2ga i^.i ":e d 6904ParkeEastBlvd. fabdoation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria DSB 89 and BCSI Building Component I Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Job Truss Truss Type Qty Ply T11364742 1111693 B6 Common Supported Gable 1 1 Job Reference (optional Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Wed Jun 14 1525:53 2011 Page 1 I D: VoNvcrq_o2AJ8PD K7QQ2J FzrBsH-HchfCg41Yc4AUahiX6DeS niAm UXKIA8 W Um VVH Lz6L8y 6_4_0 12-8-0 1 13-8-0 1-0-0 6-4-0 6-4-0 1-0-0 Scale: 1/2"=1' 4x6 = Im0 14 13 12 11 10 3x4 = 3x4 = 12-8-0 12-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 8 n/r 180 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FRC20141TP12007 Matrix) Weight: 55 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-8-0. Ib) - Max Horz 2=-70(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-4-0, Corner(3) 3-4-0 to 6-4-0, Exterior(2) 9-4-0 to 10-8-0 zone; cantilever 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 plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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) 2, 8, 13, 14, 11, 10. 10) "Semi -rigid pitchbreaks with fixed 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 MIP7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek6 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 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. Addllional temporaryand permanent bracing MiTek` k :: 11q::?n:5 Fg• : ?real for s'?a` i. ; anden! cN!.vpse with p-o-ib-e LCrs:nai ir: ur:' and p •L-F'y dajnj. e. r_r geneFaE gu€dance regaF_' =+the _ fabdeation, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component ss0a Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11364743 1111693 C Monopitch 3 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 0-6-0 3-8-1 3x4 = 7.640 $ Apr 19 2016 Mi I eK industries, Inc. We dun 14 16:eb:b9 zul t Page! ID:VoNvcrq_o2AJ8PDK7QQ2JFzrBsH-IoE1P040JwC15kGL14plt_FLNusvIdNfiQE2pnz6L8x 3x4 = Scale = 1:13.3 0-3-4 3-8-1 1 0-3-4 3-4-13 Plate Offsets (X Y)-- j2:0-0-0 0-0-151 f2:0-0-15 0-6-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.01 4-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,09 Vert(TL) -0.01 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FRC2014[TP12007 Matrix-M) Weight: 17lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=175/0-3-8, 9=114/0-1-8 Max Horz 2=65(LC 10) Max Uplift2=-47(LC 10), 9=-39(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-6-0 to 2-6-0, Interior(1) 2-6-0 to 3-2-13 zone; cantilever 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 7) "Semi -rigid pitchbreaks with fixed 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. 1070372015 BEFORE USE. Design valid for use only with MilekO 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 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 is tc:r stability Pf>«-n' co'_,.= :'h poSsihl rso =a•. f mr •and prep2rty =an:ag Lcr general .gut ar?ce regard`:rr 1 the d fabrication, storage, delivery, erection and bracing of muses and truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tamp P, FL East 33610 . Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL Job Truss Truss Type - Qty Ply T11364744 1111693 CG Diagonal Hip Girder 3 t Job Reference o tional Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:25:54 2017 Page 1 ID:VoNvcrq_o2AJ8PDK7QQ2JFzrBsH-lOE1P040JwGl5kGu4plt FEIukQ1YrfiQE2pnz6L8x 1-5-0 4-10-14 9-9-13 1-5-0 4-10-14 4-10-15 3x4 - LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FRC2014/TPI2007 4-10-14 CSI. DEFL. in (loc) I/defl L/d TC 0.54 Vert(LL) -0.05 6-7 >999 240 BC 0.63 Vert(TL) -0.16 6-7 >754 180 WB 0.35 Horz(TL) 0.02 5 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=154/Mechanical, 2=530/0-10-15, 5=343/Mechanical Max Horz 2=136(LC 8) Max Uplift4=-83(LC 8), 2=-157(LC 8), 5=-50(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-896/136, 11-12=-830/146, 3-12=-826/148 BOT CHORD 2-14=-220/823, 14-15=-220/823, 7-15= 220/823, 7-16=-220/823, 6-16=-220/823 WEBS 3-7=0/287, 3-6=-879/235 1-3 Scale = 1:21.1 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1511t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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 mass connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=157. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 14 lb up at 1-4-9, 64 lb down and 14 lb up at 1-4-9, 81 lb down and 55 lb up at 4-2-8, 81 lb down and 55 lb up at 4-2-8, and 111 lb down and 97 lb up at 7-0-7, and 111 lb down and 97 lb up at 7-0-7 on top chord, and 13 lb down and 8 lb up at 1-4-9, 13 lb down and 8 lb up at 1-4-9, 16 ib down at 4-2-8, 16 lb down at 4-2-8, and 38 lb down at 7-0-7, and 38 lb down at 7-0-7 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= 60, 5-8=-20 Concentrated Loads (lb) Vert: 13=-86(F=-43, B=-43) 15= 10(F=-5, B=-5) 16=-63(F=-31, B=-31) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010MO1S BEFORE USE. Design valid for use only with MilekO 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 applicabslity 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 rnembers only. Additional Temporary and permanent brcv-ing MiTek c!.:•..•cr-:::::!r::• _ ....t+.:::..,.vim;;, -. t.,_ ct::rs:;+- __ ......... .:€th ;•ssi`Te persona•. inry a^d oroped•. =ar;: =..e, fo; .gen=.aE aui,-,nice ;eaara:r,.g tt!e - - fabricatiom storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I 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 city Ply T11364745 1111693 J1 Jack -Open 6 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:25:55 2017 Page 1 I D: VoNvcrq_o2AJ8PDK 7QQ2J FzrBs H-D?oPdM504EKuj ur4eW G6XCnW R H DFm4dpx4_cLEz6L8w 1-0-0 + 0-10-15 1-0-0 0-10-15 3x4 = 0-10-15 Scale = 1:7.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=7/Mechanical, 2=129/0-8-0, 4=-4/Mechanical Max Horz2=39(LC 10) Max Jpl1ft3=-6(LC 7), 2=-78(LC 10), 4=-4(LC 1) Max Grav3=9(LC 15), 2=129(LC 1), 4=12(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 3=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever 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, 4. 6) "Semi -rigid pitchbreaks with fixed 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 will) MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - _ a+ amatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek, lz at\-aSS r?:{Ur-_'ri f•::•F St•=t-{?!'y ai(s":^ event o.!i•-,h^r i^:`:''•. -0SSIF{.-..+ ii.1 •rtd riOL rt'ti d•?r? c, r_f general n :i. ca regarding ...a fabrication, storage, delivery, erection and bracing of trlSSes and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6 904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandda, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T11364746 1111693 J3 Jack -Open 6 1 Job Reference (optional) I Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 15:26:65 2017 Page 1 I D: VoNvcrq_o2AJ8PDK7002J FzrBsH-D?oPdM504 EKuj ur4e W G6XCn W 7H CJm4dpx4_cLEz6L8w 1-0-0 2-10-15 1-0-0 2-10-15 Scale = 1:11.7 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(fL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2014ITP12007 Matrix-M) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=71/Mechan{caf, 2=184/0-8-0, 4=32/Mechanicat Max Horz2=71(LC 10) Max Uplift3=-38(LC 10), 2=-72(LC 10) Max Grav3=71(LC 1), 2=184(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=l05mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat. 11; Exp C; Encl., GCpi=O.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. A 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 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 vedfy The applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord mernbers only. Additional temporary and perrnanent bracing MiTek' via)s required for sTabllry "a r revent co.lctpse w1111 r__,ssible Fersor:al in ury •and property damage. r_r general guid^a.1ce regra-di the fabrication, storage., delivery, erection and bracing of incases and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11364747 1111693 J5 Jack -Open 6 t Job Reference (optional) Builder's First Source, Groveland, FL. 34736 /.64U s Apr 19 2016 Mi I ex industries, Inc. Wed dun 14 15.25:56 2017 rage I I D: VoNvcrq_o2AJBPDK7QQ2J FzrBs H-hBMnq i6erXSIL2Q HC EnL3PKdDhVc VXtyAkj gtgz6L8v 1-0-0 3x4 = Scale= 1:15.8 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 1.25 BC 0,26 Vorl TL) -0.07 4-7 818 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=128/Mechanical, 2=260/0-8-0, 4=60/Mechanical Max Horz2=103(LC 10) Max Uplift3=-70(LC 10), 2=-80(LC 10) Max Grav3=128(LC 1), 2=260(LC 1), 4=90(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 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever 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 with fixed 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 MIF7473 rev. 10/03/201 S BEFORE USE. Y Design valid for use only with MiTek® connectors. This design is based only upon T rameters shown. and is for an 6xlividual building component, not Nil" a truss system. Before use, the building designer must verify The applicability of design parameters_ and properly incorporate this design into the overall l building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent brc icing MiTe k, w 74s rea!Ired %`or statRY •and to xevent co!!o}:se with:: .s;t;-e p.2rso =a! insur/ art'? u;: ,c-r!q -I.- rage. to rneral gu,cT•_r,,.ce re M, the fabricatlon, 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 Truss Type Qty Ply T11364746 1111693 J7 Jack -Open 22 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 1-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 14 16 25:56 2017 Page 1 I D:VoNvcrq_o2AJ8PDK7QQ2J FzrBs H-hBMngi6erXSIL2Q HCEnL3PKXuhR5VXtyAkj 9tgz6L8v 7-0-0 7-0-0 Scale = 1:20.5 3x4 = 7-0-0 7-0-0 Plate Offsets (X Y)-- j2:0-0-8 0-0-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.13 4-7 >625 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.30 4-7 >273 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 Matrix-M) Weight: 23 lb FT = 20% 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. REACTIONS. (lb/size) 3=186/Mechanical, 2=342/0-8-0, 4=87/Mechanical Max Horz 2=137(LC 10) Max Uplift3=-101(LC 10), 2= 91(LC 10) Max Grav3=186(LC 1), 2=342(LC 1), 4=130(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; 6=45ft; L=24ft; eave=4ft, Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-8-5, Exterior(2) 2-8-5 to 6-11-4 zone; cantilever 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) 2 except Qt=lb) 3=101. 6) "Semi -rigid pitchbreaks with fixed 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not -- - - _ a truss system. Before use, the building designer must vedfy 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 MiTek• t f: ,. ^t: . ..: ._ ti:,......<-:- -- ::::::: ..,:: tarn. r ux,eis •at. R,as reau:;e._ ._. >. tt.;li^., ;even: __:la>>se :-,•ah - •==i , t_ , E ::;_., a =d ;.2rfy fabrication, storage., delivery, erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, SB -89 and BCS1Building Component 6904 Parke Fast Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 33610 J ob Truss Truss Type ' Qty Ply T11364749 1111693 MG Monopitch Girder 1 rfG Job Reference (optional Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2u16 mi i ek Industries, Inc. wea dun 14 1 O:Z6:6r zu1 t rage 1 I D: VoNvc rq_o2AJ8PDK7QQ2J FzrBsH-9Nwg 127GcracyB?TlxlacdtSl5uM EyJ 6POTiQ6z6LBu 3-5-9 7-0-0 3-5-9 3-6-7 Scale = 1:21.0 3x4 = 11 4x6 = 3-5-9 3-5-9 7-0-0 3-6-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2014ITP12007 Matrix-M) Weight: 77 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=878/0-8-0, 4=1148/Mechanical Max Horz 1=111(LC 8) Max Upliftl =-201 (LC 8), 4=-330(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1456/334 BOT CHORD 1-9=-384/1325, 5-9=-384/1325, 5-10=-384/1325, 10-11=-384/1325, 4-11=-384/1325 WEBS 2-5=-207/950, 2-4=-1460/424 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 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=136mph (3-second gust) Vasd=105mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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=201, 4=330. 8) "Semi -rigid pitchbreaks with fixed 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) 492 lb down and 140 lb up at 2-0-12, and 492 lb down and 144 lb up at 4-0-12, and 494 lb down and 148 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-60, 4-6= 20 Concentrated Loads (lb) Vert: 9=-492(F) 10=-492(F) 11=-494(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 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 designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 1 tilt building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• g a•.:v:< re.,: drg.H far SfGb'it'e art•! 1_'• csa:+ent Cai•.. ,x.??`h p+i55iv`ilc plrcona•. inJ_ s .^C.t C.i ;:-'.'rtg• an g2. fa: general guid•. CE? ream: tpng lh-- fabrication, storage, delivery. erection and bracing of tnrsses and tnISS 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. 1 Tampa, FL 33610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For1/, a, 0 o WEBS caV 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I c q 0 bracing should be considered. O ; I 3 O p = 3. Never exceed the design loading shown and never inadequately trusses, a° O stack materials on braced o z 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0-'/ib' from outside c7-8 c6-7 csb BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design, if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber valuesgY 14. Bottom chords require lateral bracing th 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 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, reaction section indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone snot sufficient. 13SB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, MiTeks 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 4/28/2017 RECORD COPY Florida Building Code Online aCIS Home Log In User Registration Hot Topics Submit Surcharge Slats & Facts { Publications FBC Staff BCIS Site Map Links Search bpProduct Approval USER; Publ i c Userd,,r Product Approval Menu > Product or application Search > AWlicatigp 1_i t > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Comments Archived Product Manufacturer CAST-CRETE USA, Inc. ON Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com a Authorized Signature Craig Parrino cparrino@castcrete,com n Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 jT cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Category Structural Components Subcategory Products Introduced as a Result of New Technology 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 ACI 318 2011 ACI 530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/201,6 https://www.floridabuilding.orcj/pr/pr_app dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNulcgj5pgLXkU6g%a3d 1/2 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 S im j i r'of'Products FL # Model, Number or Name j Description - r - - - --- -- -- - - - '— - High Strength Concrete Lintels158.1 Y 4, 6, 8, and 12 inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes j FL158 R8 C CAC NOA 14-0903 03.odf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126 03 odf Impact Resistant: N/A j Quality Assurance Contract Expiration Date Design Pressure: N/A 1 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 II NOA 14-0903 O3.odf FL158 R8 II NOA 16-0126 03 odf i Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: I Evaluation Reports Created by Independent Third Party: Contact Us :: 2r2o1 Blair Scone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AAJEE0 employer. Cooyrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibillty 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 electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section455.275(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they haveone, 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 apersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F:S., please click here . Product RAN Accepts: T= Credit Safe pA ii :zk4l lRIC9' https:/1www.floridabui Iding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDquegl %2bT71 %2fF 192gnRzH Nulcg5pgLXkU6g%3d 212 M I A M I•DADE MIAMI-DADE COUNTY e PRODUCT CONTROL•.. SECTION DEPARTMENT Or REGULATORY AND ECONOMIC RESOURCES (RE, R) It 805 Sw 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) nw.nl.miclade.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 tine expiration date stated below. Tine 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) 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.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 Parriao, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan ino, P.E., oil August 19, 2014, all bearing the Miatni-Dade County Product Control Revision stainp 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 pernrarient 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 mamrfacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature.. lf'any portion of the NOA is displayed,, them it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises NOA # 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. NOA No.14-0903.03 MIAMIE.MCOUNTR' 'FirRtiOn Date: 09/11/2018rf% %Dxp Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-0605.04 A. DRAWINGS 1. Drawing Afo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepca-ed b}, Craig Pa1•rirro, P.E., dated Illurch 2d, 2003 and DnnvingAfo, LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 01'3, prepared by Craig Parrino, P.E., dated Alorch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed 41, Craig Parrino, P. E. B, TESTS 1. Test report on flexural lesting on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled kfodels, total of (13) concrete lintel speciureus, per ASTIV E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Namon, 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 by Crcrig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality Systeur Harntcrl for Cast -Crete rllachine A1ade Precast Lintels revised on Alav 1, 2002. 2. Cast -Crete Qualih, S))stem 111anual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draiving No. FD4612, tilled "Precast and Prestressed Lintel Details`, sheet 1 of 1, prepared by Craig Parrino, P.E., dated rllorch 24, 2003 and Drmving Xo. L7'4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared b>> Craig Parrino, P. F.., dated dlarch 24 2003, last revision dated rvlarch 11, 2008. B. 'TESTS 1. Mone, C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1, l3p Aliand-Dade C'ourrty Building Code Compliance Dice. E. MATERIAL CERTIFICATIONS 1. Arone. EIWiy A. Makar, P.E., 1.1.S. Product Control Unit Suln]-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 # 12-0209.12 A. DRAWINGS 1. Draining No. FD4612, titles! "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drawing No. LT=1612, titled "Cast -Crete I ", 6" & 12 " Lintel Scfe Load Tables", sheets I through 3 oj'3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P. F,., on Alarch 22, 2012, B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE I. By rvlicnni-Dade County Department of Permitting, Emvironm ent, and Regulatory,11foirs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letterfi-om Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., cerfif ring compliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TESTS 1. None, C. CALCULATIONS 1. r\rone. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. Tie ny A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing X0. FD4612, titled "Precast and Prestressed Lintel Details'; sheet 1 of 1, prepared by Craig Parrino, P. E., dated Alarch 24, 2003 and Drowing Aro. U4612, titled "Cast -Crete 4", 6" & 12"Lintel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated Afarch 24, 2003, last revision dated 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 throrlgh 14.236, prepared by Craig Pbrrilro, P.E., sip» ed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE I. By Allan i-Dade Counh) Departnterrt of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-ont Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certling compliance with the Florida Building Code, 201.1Edition. Hel . takar, 11X, Ni.S. P1'"itet CoutcOl Uait Supervisor NOA No. 1 a-0903.03 Expiration Date: 09/11/20(8 E 3 Approval Date: 10/09/2014 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 22" PRECAST U-LIRTEL la•• PRECAST / 2• RECESQ,J$ELU$,11-I VITFL 6^ PRECAST U-IINTEI A• SOLID LINTEL 311 l 32'P SILRNUK snn TYPE`` •[• SP2RVP5 STIPAUK L L nn 4" SOLID LINTEL DATA TABLE l!!ghl REIN ORCINO LEI ITN SIIEL_ A•• / EBAR 3'-I I' 4-3 D'- ] 3 RE"' D'-R' 0 PPFCAST U—I INTEI DATA TABLE gzmm ilaai7Ef>f1S17i'S1ai>afl0 flE1652f®trtlaR sa 31 C>Q9 SF4f i Fi:f fELF Li 1E'90 Q®FLiI tF i MEN 12" PRF('AST U-LINTEL DATA TABLE R,+y RPPH o e3i 3E tLL4LSi i L'4.iL':li!$3i[IC10 m®ff,W,mwza 17 PRECAST. W/ 2' RECESS DOOR U-LINTEL DATA TABLE p MIM arlEp ivpnvIrtarjersC)incTs WIN 6s$i7 6lTTi57.i!mm/F:tl:T.f1fY3R7ilAi'R1fi65i SIS. 0E3?f 11{L1Jm LW F]0 S}(-, MREMBER 'OF TYPE "B" TYPE "A" STIRI A" BOTTOM STEEL LENGTH 6" & 12" PRECAST LINTEL RE NFORCINO CAPE FABRICATION MODEL I}DS PROPRIETART INFORYATION IE FROYIDEO FUR. PROP= "?My- IT M PNOI ECIEO BT CDPYMGHI LAWS AND CANNOT SE REPROWCED OR DWNSUICO 07HOUiYTHE "ION WRITTEN CORSENT OAST-CR[IE US.y INC. I. ICINTDtpNO 11E 7/12 — A AS101 /3. 04. AHD /S FEBAR A. VIE MKO SIAMOTMI E AND 12 WCN UNCLES ".2000 PDI EWE FO lym /J IS & WE, TNC TOTAL WWR OF OW2RUn R[WIREO ARC OOULIICD STARBNO 2. LOIRCRC STRD:OIN2: V. n LOCO 121 FOR ALL [ W. MID 12- WE" FROM [ACN No OF 1HE RCN o'm "OE, FOR M.P. - NO. OF PRECAST IDN—, ". a DCOO Pn FEE A INCH TWEETS —E— a A• H. THE UxTO1EgN0 CA0£ FADRN:.. YO.a SXOTe S. WTTOU MEL SHALL BC CUT D ONE INCN TO RC FLUSH YOIN [N05 2 STR2UPS FROM GCN ENE. ON 6 .WO 12 WCN UN1c. AFTTI 1101NO FROM FORK. O' 0 CENFRODEIC'T FIiV,SIfi1.1813T i6a 4 Rs a•InPlYint ESIu; 11; C.NI F/- .G . 3 n-j A. T /OF, ` CRAIG PARRINO P.•/" T• 6324 CR 579 n1ADd6. uELCDI 1iu` S/ ONAV- e\, FLCP.ENL C. N0344784 FlLE: PRECAST AND PRESTRESSED LINTEL DETAILS FlLE WE,OBSUR4-14 Dn" E1: IOW AWUUD SALE: AS SHONN e. 1. 3/2E/DS CHECKED BT: C UG PARdHO. P.E 0.2AY[dIC. T04612 SHEET: 1 01 GENERAL NOTES Q Moleriaf.: f•c 4' pnmst frrw 0003psi rc6'& 12' pprr I finkl . 60W osi fc grout = 3000 poi w2h mozjmuln 3/8 inch aggrtgale convele moeonry unXs (CMU) ppaer ASikl C90 wiU minimum net a eo canPresslve sintmi, - I4Do ps bar Per AAS A615 Grade 60 molarP., AS C210 tip. M a 5 2) All sate load tables based on mW.— 4 inch nominal bearing. FessPL48: Ser. loads I" lip", N e 6U8, 12U8 and 12RU6 mustbereducedb), 8X 8 tiearinq krcjth is less Ulan 6 1/2 inches, 3) P-1d. fun, modor bed and head join[.. 4) The number in parenlhe"m indotes the P.rcenl ""'Uan Ica grade 40, Beld added rebC, 1• — S!, 1 fI' Aw 12on2; T82safe 11vity lea = 14280q 5) All Fnt.lc —t or 'steed V350 deneclion. F—el( ge; lintel types 6 8 & IM 17'-4'.& lung., meets or exceed L/180 deflation, Ueo W. limited to carillons m.etin9 the Florida 1361dinq Coln $Ecl. 0 1604.11 as applicable. 5) Star. OW lintels m required. 7) 4' solid linlcls to be im10W e/ 4' dimension hodmntal and 8' dimension vedic 1. 8) ImWalian/ alloehmenl of vrw must comply with tk. orchit<elurol and/or stluctuml d - coup. 9) The designer ,ray .cabal- eoneenboted loads tram the sale lead teblcs by Paku!aUngthemaximummootingmomentandshearofd-away from the face o1Support. 10) RR. - Not Rated 11) Bottom f ld added rebor to be located at the bottom at the IL W casity. 2F 12CI. NATION F - Ium wow cloy / a - UN4LD I ra°N 12F16-2B/2T wuauc snm-i Law.em er is ns+L ,canJFaoAtArle, N— N- u e ( 2) mwm rat 12 tWW 1) R[aalap rRl 6 LLVILL1 O se 1:'"y:,; i' nun Ji,•:: ••; iS IaDAt N tar R1 COIlQD f(A 12• LLYI[LS fl) MWRm - .• LLVIe13 11 G • ACTUAL m, aa rm a . a rmrcco n una pAus) 12• NOMINAL l' BDTH 12) 6' & 12" lintel ore manufactured with 5-1/2. long nokhes at the ends to a .I date vedkai eelreinfe,cmg and gra A. 13) The exterior coda. of BMWs installed . exterior con<rele masonryry watt. W 1 have a ooaUR of stucco apPled in accordance with ASTIA C-226 a alNer oppr A coati.% 14) Untels tooled :.*muk."` u, i(h vutkal ((gmvity or appliit) and hod-A.1 Jlotual) bode sh..1d bechockedtarthecombined. leafing with the f.oe%t, equal A. Applied vertical load Applied horizontal load 5 Safe —tical load + SafeWi.,al lead 1.0 15) For = pmlte lintel h.lghts not sheen, use sale load from next lawn height shown,: 16) For lintel knglhs not shown, use sale loud from nut ICAUFA length shown 17) Sole loads are wpMmpoasd allowable Jood% 18) Safe loads lased an rational design anotyeis per AQ 570 and AO 31& 19) Add6onol lateml load capacity can be obtained by the des:.Ug by proviSnq oddilional mini-ed sancret. ne—ly units (RCMU) above the 1lntet See sketch betas: m=1500psi 1/2• CLR a 4S8 MEMBER OG SEE SAFE LATERPL LOAD TABLES FOR LOAD RATING FOR EACH ADOR)O1UL RENFORCEO CMU (RCMU) FULL COURSE 5 REBAR FOR 6' UNIELS 5 RESAR FOR 12w LINTELS ar GR60 SAFE LOADS FOR 4" SOLID LINTELS C srCRrn GRAVITY LENGTH TYPE 4S8 Y- 6' ( 42") PRECAST 1180 4'-0" (48-) PRECAST 959 4'-6- (54") PRECAST 789 5'-10"(70") PRECAST 460 V-6" (78") PRECAST 360 7'-6" (90") PRECAST 260 9'-4' (112') PRECAST 156 10'-6•(126") PRECAST 116 12U8 svrt'. c sT- Corn UPLIFT LATERAL TYPE LENGTH 4S8 458 S- 6• (42') PRECAST 687 371 4'-0' (48•) PRECAST 597 320 V-6" (54) PRECAST 529 258 5'-10a(7V) PRECAST 407 148 5'-6- (78-) PRECAST I 366 118 7'-6w (90") PRECAST 280 87 9'-4" (112') PRECAST 187 55 1. 10'-6" (126e) PRECAST 152 43 12FO 12F12 12F16 a Qe 7 I %' I, V^ CRAIG PARRINO OR 10 , • 6324 CA 679 SEFFNER, FL 33584 dAj1fAL 4je.4 FLP. E.UC_N0.44756 ni-CAST—CRETE 4", 6" & 12" ME ILWE: 0B 05- 14 ORAY'N BT: DATE: 3/24/03 CNECNEO or! 12F24 12F20 lu;Wbucr AB V! SI in as 4vrnplying.siih lh;. Fiprilio BWldiny Ciu!• Acapt'nc_fva 14• - P.1Wlrulian Hato fly cc;8 M1SlrSn + deA. r'/..tComue;` i LINTEL SAFE LOAD TABLES SCALE: N.I.S. P.F. - REG. NO. 44756 _ DiW NO. LT4612 SNFEI I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4-11,11-41mm SAFE LOAD - POUNDS PER LINEAR F007 am SAFE PiF LOAD C ,g SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 6F8-1B 02-111 6F16-18 5F20-IS 6F24-18 6F28-18 6F32-18 LENGTH TYPE 6U8 6f8 RCMU LENGTH TYPE 6T8-11 6F12-17 6Fi6-11 6F20-17 6F24-1T 6F28-1T 6f32-tT S-6" (42' PRECAST 2332 2676 3592 5050 6148 7227 8297 9357 3'-V (42' PRECAST 587 1055 596 3'-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-0' (48") PRECAST 487 787 445 4'-0" (48') PRECAST 1225 1BOO 2357 2913 3470 4027 45B3 4'-6- (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 4'-6" (54") PRECAST 416 609 344 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10"(70') PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 5'-10"(70') PRECAST 300 350 198 5'-10'(70") PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78') PRECAST 949 1078 1831 2850 4328 6737 8297 9357 6'-6" (78") PRECAST 263 496 157 6'-6" (78') PRECAST 723 1097 1437t,) 1777 2117 2437 2797 7'-6" (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 7`-6- (90") PRECAST 222 367 116 Y-6- (90') PRECAST 648 863" 124914 15441,1 18401a1 213517 243111 ry9'- 4" (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 9'-4- (112 PRECAST 173 352 74 9'-4- (112' PRECAST 575 57111 980 0 1252 1492 1732 1972 Ml 10'- 6"(126") PRECAST 503 566 895 1270 1706 2236 2898 3747 10'-6-(126") PRECAST 151 276 58 10'-6'(126") PRECAST 514 462(M 787 11211i 13363 1551 1766 11'- 4'(136-) PRECAST 457 513 805 1133 1507 1952 2492 3163 11'-4-(136") PRECAST 139 311 49 11'-4"(136 PRECAST 474 404t) 685 Mill 985 . 12131L, 1442 1645 12'- D'(144') PRECAST 425 477 744 1042 1377 1769 2238 2808 12'-0'(144") PRECAST 131 277 44 12'-0'(144") PRECAST 454 35711 619 cm 888 1093 n 1299 15061, 13'- 4'(160') PRECAST 373 417 646 895 1170 1485 1852 2285 13'-4-(160") PRECAST 117 223 35 13'-4"(160") PRECAST 402 308 516 735 906 v 1076 1247 14'- O'(168') PRECAST 351 392 605 835 1087 1373 1703 2087 14'-0"(168') PRECAST 111 202 32 14'-0"(168') PRECAST 368 2851 475 677 832 989 1145, 17'- 4'(208") PRECAST N.R. 299 455 620 794 985 1198 1437 17'-4"(208") PRESTRESSED N,R. 130 21 17'-4"(208') PRECAST 253 20B 338 476 585 m 693 B03 1HE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RERAR, SEE GENERAL NOTE NO. 4 A•. nrrb, CJ' • ENS O'; 4` RODUC`f ftf:Y1529D 44f 0O0f^lUNny N'i1Y111c (U U, it .' : htlllJily q,Ye l 1'xPuyJionU;e i • G 7 c • °( R'p? C CRAIGPARRINO Ey f, y tLLZ`/t 6324 OR 579 OR NAL ,%" SEFFNER,FL 33584 FL. P.E.UC.NO.44766 REVISION 1 DATE M METER OF s . w r w I^ nn- CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES XGGENERAL REVISION 6 f9 1< FILE YAYE: DBSU86-Il DRAWN BT: IOHAN ARXAUO SCAIL• N.1S, 1DATE: 3/24/03 CHECKED BY: C6AJ0 PARRINO, P.C. - K0. K. 44756 DAA91H6:N0. L74612 SHEET 2 OF 3 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS C 1K SAFE LOAD "POUNDS PER LINEAR FOOT TYPE LENGTH 12US 12FB-28 12F12-28 12111-28 12F20-1B 12f24-28 12f28-26 2F32-28 Y-6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48") PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6" (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 1443i)„ 6'-6" (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 144M 7'-6" (90") PRECAST 1138 1628 2131 3218 4676 6756 9763 1352!( 9 -4- (112) PRECAST 795 1216 1535 2230 3083 4167 5593 7552, 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 5632, 11'-4"(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-C'(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206(s IS-4-(160") PRECAST 359 767 1 926 1294 1709 2188 2743 34091, 14'-0-(168') PRECAST 321 720(, 865 1204 1584 2017 2451 31061 17'-4' (208") PRECAST N.R. 4511, 6311" 8811, 11411„ 1428p 17501„ 21021„ 19'-4'(232") PRECAST N.R. 3431, 477 7001,r 9251A 11521 1380 1609a THE NUMBERS IN PMNKTHE515 ARE PERCEM REOLCTIONS FOR RUDE 40 FIELD ADDED RERWL SEE CENERAE NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w1 9" RFc4:ss nnnu I I lki—, c tm--4 "m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 12RF6-2812RF10- 12RF14- 12RFIS- 12Rf22- 12RfM- 12RF3o- 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 5395 9640 11669 13679 1567 5'- TO- (70") PRECAST 1259 1758 3361 5954 9358 11669 13679 1557 6'-8" (80") PRECAST 924 1430 2633 4415 6884 1035111 1257„ 1480q 7'-6" (90") PRECAST 703 1203 1 2157 3494 5259 79220. 96231„ 1132„ 9'-8' (116') PRECAST 389 843 1451 b 2157 3203 a 44271 54171 63801 iND4wo 'vGRADE /0 FE1,D A00(D REBNt. SEE CENEAAL NOTE . f....... SAFE SAFE LATERAL LOADS FOR 4" paccecr we o" ornecc nnnu ......, .. SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS rI — -1--1 v 1n rmcni — — rtMMI KLUUCHDN5 FOR CRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO, 4 SAFE UPLIFT LOADS FOR 19" PRPCART wr r oereee nuns .. , r, SEE GENERA- Ngfr8a " • NL44BERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOXG • •ENS• •- 40 RELO ADM REBAR. SEE CFNERAL NOTE NO. 4 447 ,yZi 1O T f P /•([/, CRA1CaPARR1N0 P' • R [• 6324CR579 SEE GENERAL NOTES - SHEET 1 OF 3 '•SIONALe;;I" FSEpE I ,- ft33584 MEMBER OF SAFE LOAD PLF TMPEt4') 12RU 12RF6 RCMUST12953692258;n ST 1213 3458 2417p' 5'-8" (68') PRECAST 784 2236 1650=4 5`- TO- (70") PRECAST 747 2129 1552M 6'-8" (801 PRECAST 602 1716 1170Dn T-6" (90") PRECAST 504 1438 914. 9'-8" (116") PRECAST 355 1011 5 941 Rafe SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-21 12RF10-2112Rn4-2 12RF18-2 12Rf22-2 12Rf26-2112RF,10-2 4'-4- (521 PRECAST 1626 2685 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 6091 5'-10"(70') PRECAST 1173 1984 2769 1 3553 1 4338 1 5123 1 5908 80') PRECAST 10201 1538 2426 , 3114 1 3802 4489 5177 90') PRECAST 9041 12261I 2163„ Y776„ 3390 4003 46171 19;78' (116') PRECAST 7031, 771 Ill 1472R,1 2181 26631 3145 3628w PRpmu,-r HLEVISUD emplyms ,;(I, (I,,r•1ur;d, 4AvIdi„y Coda A 4A44 756 CASDX T-CAST6" & 12" LINTEL SAFE LOAD TABLES SCREE: V.S. DAIS: 3/24/03 CRECKEO 6T: CAAIO PAARIHD, P.E. - ACG. H0. 41756 ORAWLNG: N0. tT3612 SHEET 3 OF 3 M IAM 1-®ADE MIAMI-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miarni, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Tune. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations goveming'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 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, 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 af-ecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami. -Dade County, Florida, and followed by the expiration (late 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 shalt be available for inspection at the job site at the request of the Building Official. This NOA renews NOA 9 14-0903.02 and consists of this page 1., evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MtAMI DARE COUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 0 4/2 $17 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision 04 dated 04128198, sheet ].of I, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -,stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hanion, P.E. C. - CALCULATIONS 1. Calculations for Cast -Crete 8-inch, Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P, E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, 45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory, 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113195 for 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#84-M19614 dated 02129196for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. z Mill Certified Inspection Report 984-M20749 dated 04105196 for 95 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 #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103/96 for #5 rebar by Birmingham Steel Corp. AyA.Makar, PE., M.S. Produe ontrol 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 klanual for Pre -stressed Products dated 03120195. 2. , EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 901-0209.03 A. DRAWINGS 1. . None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 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 92 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1, Test report onflexural 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. 30404R, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets L I through 1. 493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. Tani 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, #06-022.2.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details",. sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1, None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from: Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition, z 4 - &" 1, le H A. Makar, P.E,, M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig.Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1, None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 914-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details`, sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig.Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14,124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fr-orn 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 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 1Lliami-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 TM'A• SRgDRa ILL fRf'Sa as a' stwtaA ALL D1R[f Ux N.1A n/[ •A• SIDAWf HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 500.Sb s ,.. •_ T_. <, h, G' rr .. _ iE z .yr'°"4... T' ?T)K,n,_:F ' _. PRODUCT RUNFIXED slwl aa'O.Plying Vikh thu Florida B,iitdingC.& D i• nrcuA—pi.fn: N'otb -ol Lb. D3 ;; wtu 4xrfu PRFF AST LI771E- REINfORC1NG `CAGE FAHRI ION MODEL ' na Rau unit Emir lion bxt" 7 TI / 7 iTr •A• SrWun me •T z Vf By micu AT MI D = CaA001 I rl f• T 1 7 n• T13• . PRFSTRESSEQ IDITELREINFORCING CAUJAERIEATI[IN IrOOFL a" pgr A21 W1j_.RECESS 000R_.Q_-.LIHTEL 9" PRECAST UI ILNTfL 8' PAESTRESS"D D-LINTEL ra l• ' a.' r• a'n' 7/32°0 BAR a ncnuD iux°iw'iio p:•+Tsnwn STIRRUPS 1pr .ul :Duwa _ ,,.•a„ TYPE "8" STIRRUPS < inf .u'gRwr TYPE "A" STIRRUPS `•a 7/32"f BAR "I '_ t3" LIN STIRRUPS - -— rnn P'nM ° Dlq I'n''Su'l q 6 1 4" - 8' r LINTELS I I - STIRRUP DETAILS STIRRUP DETAILS sulc, rxTs. ' ' " • ' f a• • r SC+Lf: X.T.Y. ,• a 'n- I i 8" PRECAST L'7/ 2" RE,S,E,jSDOOR U-LINTFI. fl• L{E. G.NT B" PRES7RESSEQ_l1-LINT 1. 8" PRESTRESSED U—LINTEL DATA'TABLE 8" PRECAST U—LINTEL DATA TABLE GENERAL NOTES; I. RCINFORCIXO STEEL 7f31 aAR AStH A510) j5, /+, 5, NINE, ME.TOTAL NUMBER OF S7IR_A _ LINTE(L VO``IUUE WE10}TT 51ZC 6Y LB I! -a' 0.13! 542 15 -4" 0.140 S67 17'-4" 0.158 639 19 -! 0.170 713 21'-4" D.I9+ 787 22'-0" 0.200 011 24'-D" ' 0.219 883 P ENGTH no. ar Lw EL YV UA TI iom _.. __ . __. L 07H SPA NO 11DIRUIS 51 E Y S PE RE _ 32 DAR 14 -6" 4 O 3'-0" 9 3'-8" 0.032 i26 jS REBAR S'-5` 7 52 BAR 32 DAR I5 -Z 4 O 3 -2" 8 4'-0"' 0.037 '14 j3 RCeAR 3 -11 ' 7 32 BAR 7 32 D R T7 ^2 ! O 3'-8" 9 4'-6" 0.041 1B2 j3 R A 4' 7 32 OAR 7 3z N 19 -2` 4. O A'-2" B 6 ^4' 0.049 192 j3NEBAR 5 -3" 7 3'2 OAR 7/32 BAR 21'-2" O 3'-e J 4 10 _ 5 ^IC pA34 3 RC R -B 7 32 BAR 6•-6" 0.060 34 4 REBAR 6 ^3" 7 32 BAR 7'^6" 0.069 270 ! kEDAR 7'-5" 7 32 BAX 7/32 BAR ZI'-10" 6 0 3'-10 3/8' 10 9'-l" 0.086 336 4 REBAR 9'-3" 3 REBAR 10'-B" 0 096 378 A NENAN 10'-5" 3 REBAR 7/32 BAR 23•-10" 5 O 4'-3 1/8" 10 II'-4" O.f OJ 40B 3 REBAR 11'-3" j3 AEBAA I- 2S RERAR G srACO:O R u ARO.FS REOAN LOVI 6O AS A I ; 71113'^2"• N A d DIIT Co Y70 A' lOY!-RELARATIDN PR[STAfS1lN0 - No.FOFHSi,IRAUPSR=IR4. THEN THE [XAMPIC 3'-0' N A + SATANO ASi4 AAIi A 4 Y. CONCRETE SIRCNDIIK: Pe = tro0o PSI FOR a' RCINFORCDIO GGE MODEL SNCYlS 2 STIRRUPS 4-2` FARM EACH [ND. 3 -0 N A 6 PAESTS a I LINTELS; }'0 = 1000 PSI fOR All G. 2.5 POUNDS OT POLTPROPILENE IIIIERS PEA 6 A 6 PA CAS D INCH LINTCLS. CU.YD. OF CONCRETE NAY BE USED III LIEU 5'-2" N A 6 3. INITIAL PRESTRESS FOKCE , 0.70 A [PU. OF PAESIRESSED LINTEL RENFORCIK GOE 7'-2" A 8 4. STRIPPING STµNO7Ni Y0.FSIAESSSD 70 RCSIET UFIIND AND HANDLING FORCES. 9'-0' 2 -0 B UNt LS S 10'- " 2 -.0 B as _ 1" • • . /J, t I l'-0" 3'-0' 8 ij. , V 11-9 S-0 8 • lK:EN ,. BA@ 1 -3- 17 2 BAP 1 -3" 7 32 BAR 1 ^3 32 OAR 1.-3" 7 32 OAR 1 -3. 1 -p 7 32 BAR 1 -3 16'-0' 7 32 BAR I =S 1B-0 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TAF3LE 3'-!^ p.I22 +Bo 5 REBAR 13'-3` 3 REBAR 13'-0" 3'-0' B 0' $ n o plyh R afth th. rk"Ida 8 Out LINTEL OVERATE RECESS YO UIIE WEIGHT ENOIlIi[ LEND YY LHS E a RNS C NCTN fA+lgD ' broP.- A— Acr_PlulccNOltr--O o3.02. Eigllrcian DAlo1dZo1SIZE 2'-8' 4'-d" 3'-0" 0.038 148 1'-0' d'-8' 3-+' 0.037 ISO j'.s NLtlAR j3 REBAR 0 7 32 BAR 3'-8" NA 4 H/ A 732BAR3'-lD 4 e , 0: yj} C(: G J fnIN.A 8 N A 8 IS PROVIDED FOR PRODUCT APPROVAL. IT IS i "' ' C Q'l': Q 6324 CR 579 L+t UDJ ,duel bnBu[ 5- fi-B 5-A 0.054 THIS PROPRIETARY INFORMATION pRO1ECIE0 COPYRIGHT LAWS A701 CANNOT OE REPRUOVL'EOoft DISTl10UfEO R; G,, ClSs,ONAL SEFFNER, FL 33584 ' 8'- A' O.OfiO 2 j4 RED A 3 RF 9 .R 6'-10'• N A 6 WITHOUT THE PRIOR WAMEN CONSENT OP CAST-CREIE USA, INC. A I:4aaa 4AFL. P.E. LTC. N0. 44756 0. 078 44 REBA 11 T ° MEMBER OF Y.'"^ ra ORs'« CAST—CRETE 8" LINTEL FABRICATION DETAILS FILE NAME: CBSU81-14 6LA" BY: CA7dD PARRK% P.E. - RED. N0. {{756 SCALE: ROI TO Sam 1` 11L; AULK.14 1 n qu.:w D6/ 07/56 EIIECKED BO CRMO PAROAT), F.A. - I— a 41756 DRAWN[O RD. TT8 Sk[ET I of 3 71tfl' wwG' I'i DATE; SAFE GRAVITY LOADS FOR R^ PRFCAFAT R PaPQTcceccn 11.1 ,A„,., . 4 aYe-were' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 8F8-M aF8>1B 8FI2-08 8FI2-19 8F16-00 8F16-IB 8F20-OB 8F20-10 8r24-OB 6r24-18 8F28-08 SF28-1B 8P32-0Bi 8FJ2--1111 3'-6" (42) PRECAST 2231 3062 3719 5163 6607 OD54 9502 1 9951 3099 4605 6113 7547 8574 t0394 11809 4'-0' (48") PRECAST 1966 2s61 vs1 3820 4a90 5961 7034 0107 2693 46G5 6113 7547 0974 10394 11909 4'-V (54") PRECAST 1599 1969 2110 2931 3753 4576 5400 8224 2189 4375 6113 7547 8672 10294 11809 5'-4" (64') PRECAST 1217 13+9 1438 1999 2560 3123 MS 4149 1663 3090 5365 7547 „ 7342 „ 87331,127, 5'-10"(76") PRECAST 1D62 os 1173 1631 2090 2549 3OD9 470 1451 2622 4380 7168 n 6036r, 7181 , 8328 6'- 6" (78") PRECAST 908 tt3e 2177 3480 3031 3707 4363 5061 12J8 2171 3430 5361 8360 1D39Q, 86250, 7'-6' (90') PRECAST 743 1011 1729 2632 2205 2698 3191 3685 1017 1729 2661 Jags 6681 8457 9'-4- (112") PRECAST 554 699 1160 1625 2564 3486 2810 3302 752 1245 1W3 2564 3+8b 4705 6390(, 10'-6"(126") PRECAST qJ5 535 890 1247 2093 2777 2163 2536 643 1052 1513 2093 2761 3643 4754 11'-4"(136") PRECAST 362 582 945 1366 1646 2123 3127 4006 582 945 1366 1846 2423 3127 4006 12'-0"(1-047 PRECAST 337 540 873 1254 16" 2193 2805 3552 510 873 12M 1FZ4 2193 2805 a42 IT-4"(160') PRECAST 298 471 755 1075 1420 s38 2316 z e3 471 755 1075 1123 1838 2316 28W 14'-0"(158-) PRECAST 279 424 706 1002 132E 1697 2127 2630 442 706 1002 1326 1697 2127 26J0 14'-8"(176') PRESTRESSED N.R. NR MR MR NR RR MR MR 458 763 1370 1902 2245 2517 2712 15'-4"(184") PRESTRESSED N.R.MR N8 MR MR MR MR MR 412 710 1250 1733 2055 23ZD 17'-4-(208") PRESTRESSED N R. NR NR MR Nft NR MR 300 548 950 1326 1609 1849 19'-4"(232") PRESTRESSED N.R. MR MR MR RR MR MR 235 420 750 1037 1262 1515 21'-4"(256") PRESTRESSED N.R. IR NR RR NR NR NR 1716 180 340 696 845 1114 1359 22'-O'(264") PRESTRESSED NR. NR NR RR NR NR NR I85 315 550 784 1047 1285 24'-0"(288") PRESTRESSED N.R. NRMR NR NR NR RR 129 250. 450 654 684 1092 fl) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3, SHEET SAFE LATERAL LOADS FOR e" PRFCART R PRPSTRP&RPn I t3 tuTc, e 4S"aYyt•4C-AbT4i' VVV bVV SAFE LOAD PLF LENGTH TYPE 8U8 8F8 Rf+IAU 3'-6" (42')PRECAST 1025 1024 1598 4'-0" (481 PRECAST 765 763 1309 4'-6" .(54') PRECAST 592 591 10'13 5'-4" (64') PRECAST 411 411 745 5'-10-(70') PRECAST 340 339 616 6'-6" QB8 PRECAST 507 721 490 T-6" (90') PRECAST 424 534 363 T-4" (112') PRECAST 326. 512 230 PRECAST 284 401 180 11'-4' (136") PRECAST 260 452 154 12'-0-(144") PRECAST 244 402 137 13'-4" (160") PRECAST 217 324 110 14'-0' (168") PRECAST 20t 10D 14'-8"(176')PRESTRESSED N.R 91 15'-4"(184") PRESTRESSED N.R 83 17'-4"(208") PRESTRESSED N.R 64 19'-4"(232") PRESTRESSED N,R, 148 52 21'-4' (256') PRESTRESSED N.R. 125 42 2'-O'(2641PRESTRESSED N.R. 116 40 4'-0" (284") PRESTRESSEDr N.R. 91 33 SEE GENERAL NOTE NO. 16 ON SHEET 3 OF 3. POn UC1'RENEWEDa!4o n yrng wiN lnc F7o+iAp3C.d. Ac+xT,16„<e No E yc ,iunDvc o3Z lly 77 Mimi D v8v t Con SAFE UPLIFT LOADS FOR e" PRECAST R. P17 F QTAPQQCn 1 I i mm-_t e 4b:4gST RfiT41' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8F8-17 BF6-2T eF12-IT F12-27 0F15-ir BF16-21 8F20-1T Br20-2T 4594 Bf24-IT Bf24-2T 8F28-1T 8F28-21 8FJ2-1T BF32-Zr 3'-6" (42") PRECAST 1559 2655 524 5263 6132 7001 1569 2655 3524 4394 5283 6132 7001 4'-0' (481 PRECAST 1363 _ 2305 3080 3815 4570 325 6079 1365 2305 3050 3815 4570 5325 6078 4'-6" (54") PRECAST 1zm zo+n 2'107 3375 043 471 55379 1207 2040 2707 3375 1 4043 4711 5379 5'-4' (64") PRECAST 1016 VISE,,. 2276 2838 3399 3961 4622 1010 1715 1 2276 2838 1 3399 1 3961 4522 5'-10-(70') PRECAST 909 1564 2 2593 A 3107 fal 3520 4ID 929 1567 203D 2593 3107 3620 4133 6'-6" (-In PRECAST 835y 1407r 18680, 2329 , 3251 c 37121u 835 1407 1868 2329 1190ij 2790 3251 3712 T-6" (90') PRECAST 727 n 1005 1624 , 2D25 2426 2827 n 3228 727 1224 1624 2025 2426 2827 3228 9'-4" (112") PRECAST 591 70s n 1136 v 1474 1815 2157 . 25D0 v 591 862 1318 1643 1969 2294 2619 1O'-6"(12V) PRECAST 530 525 it 9161, 1186 1n 1461 1735tv, 2011 530 695 1180 1472 175391 2055 234E 136") PRECAST 474 504 u 600 1037 1274 1513 1151 f 494 607 1 W 21ro1 1372 0,j I W ij 1915 P1 2187 , I44") PRECAST 470 458 n, 724 ig 933 ji jj153 v 1369 IS85 470 550 9401, 1302 , 1.5604, v 2075 3'-4"(I60') PRECAST 418 386 607 785 96+ v1 181 1143 , 1323 , 428 450 780 + 1159 0, 1418 u 16 1887 14'-0"(1681 PRECAST SB4 ' 358 9, 560 t 724 M 889 » 1054 n 1220 410 428 717 10630 1358p, 1582 , 1807 14'-8" (176") PRESTRESSED 239 3''m , 520 D4 6-12 6251» 978 1131, 246 395 863 0 981) m 1303 n 1518N 1734 , 15'-4"(184') PRESTRESSED 224 3131m486 627 tq 769 9t1 R4 1054 230 358 616 fr 908 1240 n• 1460 1668 17'-4'(208') PRESTRESSED 187 263 in, 405 521 , 08 tt 7561, 673 1 192 306 506 740 a 1005 ,, 1271 j, 1471 p. 19'-4"(232") PRESTRESSED 162 229(, 348 1n 447 547 m, 647 747 1n 166 26.3 429 1 623 Oq 841 n 1059m 1227 um 21'-4'(256') PRESTRESSED 142 xw j.. 307 3931, 180 ' 569 142 232 373 537 v 721 a 905 1018 22'-0'(264 PRESTRESSED 137 971, 295 379 462 , 546 , 830 137 223 358 513 , figs u 863 „ 999cm 24'-D-(288-) PRESTRESSED 124 170 267 „ 342 t24 202 319 455 , 5015 757 876 Ul N+a n.r/iNt.1t1LWb ANG YLKULN1 Rtu1A:NONS WR GRADE 40 E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. V . 0EN • L YltODUCI' R1iV15UD O O .A a. cvmplyin6 wr,h llw rN4Nd6Dutidi,>a ,Ic krupir"uc! 020: TE'Qr1F S CRAIGPAHRINO rPll10/0a1e'No 2501 1 Z` o A' SEFFNER.FL 33594 M T1le [ n o IIa [48 ` 7:1;T?PI 4 , ! •1:7 1:. I y.-, I '" LINTEL FABRICATIONDETAILS LP24IN9[H7.51;71tr;l i•SUS•- 617iY7iG! ' OR U-LINTELS SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DO8" PRECAST w! 2" RECESS DOOR U•LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS w K --444asa SAFE LOAD -POUNDS PER LINEAR FOOT pSAFELOADcases sere SAFE LOAD -POUNDS PER LINEAR FOOT Q.4aAt 4Rd41fC PLF VTYPE 8RF6-00 BRf10-08 BRF14-00 Bfff16-08 8,4F22- 8RF76-C8 TYPE RCMU 8RU6SRF6 + tltl•.,.-_.- TYPE LENGTH 6HF8- fi 8AF8- 21' BRFIO- 1T 8RF' 10-2T aflF14- IT 8RF14- 21 8RF18- 17 8RF16- 27 8RF22- 11 BRM- 21 8Rf26- IT BRF26- 2T L- JO-11 BRF30- 21 LENGTH8RUG8RF&-I8 BRf 10-18 aRF14-10 8RF16-18 W22-1a BRF25-16 LENGThI 4'- 4° ($2") PRECAST 905 1668 2362 3056 3751 4445 5140 17a9J355328D4349542164934'- 4" ($2"). PRECAST 1635 4'-4' ($2") PRECAST 758 757 1164 N905 1668 2362 3056 3751 4445 4275 5140 1891 3699 5206 6539 B060 9479 1598 3063 2992 3966 4946 5924 6904 4'- G" (54' PRECAST 1494 4'-G" (54') PRECAST 694 693 1073 4'-6- (54') PRECAST 657 1664 2272 2939 3607 4943 1167 1604 2272 2939 7 4275 4943 1756 3699 5206 6639 6060 9479 10893 920 1770 1716 2277 2859 3402 3966 5'- 8' 68" PRECAST 408 407 655 5'-8" (68") PRECAST 865 ( ) 5'-8" 68" PRECAST 675 1269,e 1797 2325 , 2854 3382 3911 675 1269 1797 2326 2854 3382 3911 1167 2481 4567 6389 80507917p 9311,, 859 653 ISDo 2124 2649 3174 3700 5'-10"(70'7 PRECAST 3B2 381 616 PRECAST 5'--10-(70") PRECAST 655 2D7, y n4sp, 2z59f4 zn3 3286t) 2799p1 655 1233 1745 2259 2773 3280 2799 5'-1D"(70") 810 flf3 2342 42a2 6639 I 8060 74021 0706 t, V-8" PRECAST 797 1825 31211 5048 7747 9448 7360 6'-8' 60" PRECAST 595 788 464 6'-8" 80 PRECAST 570 929 . 1530, 1980 , 2429 n 2879 I 3329(. Sol 1625 3120 5048 79t5 9479 Rif9 u 570 1080 1530 1980 2429 2879 3329 80") T-6" PRECAST 669 755 1490 2459 7176 N3r 567. 3 T-6' ( 90") PRECAST 509 674 353 7'-6" (90") PRECAST5o455 506 742 0, 1364 n 1768 21G6 a 2567 a 2968(, 75s la90 2h59 377fi 11 90") PRECAST411 999 1568 2253 1570 29 3146B'_8a 116" PRECAST 370 49U 214 9'-8" 116" PRECAST 560 395 468 1, B84 1222 , 1540 1059tn MO „9'-0" 568 2255 29_ 58911r ID72 1386 1701 2016 2311 116") THENUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE. 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 FIELD AUUED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES TYPE DESIGNATION 1 WWII,: 12) "'r wa ms( rez.red 4 9 6-1/2' W,9 rold,e. <I the <nda 10 amnodak r<rtloolee9rdnfaeinqcadgiw6pg. f - RLlFO YdiN CROUI / U UNF1llED fc 4 . t l so poi B }F--112 OF R Ow AT e8 Bnll6030psiIS) Iha nl na soda° of 6 iA a oas .hoe hw f pyesUeW. (d ed ; e— d all, P I l C SN. BOTTOM i 1'e9ro13000psi {h maWmm 3/0 ilkM1 oggray°la o c°oli,g f tucro eppfed in xc°rdann wAh ASiY C-926 or o0er approved moLrq. BOTTOM OF tIN10. CAf11Y l i CIIU) ASRs [9U mu<.mwm+m ncl axnry puj- •. 1IIIF' v1l{`-)+1/'I1I I ., area , xmp ssne krel,g 19W w1 14) .lo d. leadIde d.,neously Mlh ...V Cgmrly or ubit)tb and hadue,d Ibleml) ptt.A5W /dd,6 U7ode W foods of ld be d,eekJ Cm the c°mbS,ed Iwdi,9 alth lM lal ann9 <yuolla 8 F16 —1 B /I T stroll p:r /SBa Af Ili Code 270 lox rehxol',on praDasn9 mortar pe/ ASDUC270Type AI w S 1pphed r.rlicol load Applied M1an'xonlal load L...J WMM 4 a.: h beofrp., Sofa v.U,. l load 4 Sal° ha,ca<1d toed S I.D N019WL YRDIR-1 J a-- OWRIfI'r OF (5 2) A. sclefoodtablesbasedanyn°rr(nd fy ,V a: Said hod. fa bald lypa Wit and 8RUG meat be 15) For compmite Wlal hdots not shown, use safe hod lean nut beer k1gN them NOMINAL HEIGHT X91kR AT MP laced byp 70R it bench, leryih a leas 11- 6 1/2 ind,ea. 16) Far 6nkel lengths not shaen, ate safe land Dan mask Iaqut ler4h sbe... jS SEEM At TOP 3) pror7d.. Eat molar bed ono Ned )dnB. 17) Sale bWc <le aupMmp ud ol,o.a6la loans. - UX (1) RE00 4) The numbs in paenlhesb indtmka tEe peeecnl rcdreL'on for 10) We Aaade boxed en ra6onol dingo — yie per ACI 534 and ACI 71a • ' --+ I 1-1/2' CLW rode 40 Leta Wdeti rcbor. .: fA=Alg 7'- 6' U40 OF32-18 sole Uytityalood - 6472 Osl IS) 7ddR'oml lateral loud cop.11 can be oblalned br Ill desigBner by proo2nq o4dZ-1..- : a/ 15% mduofial 9 5472 (.L') 3501 pit Idn}mced concrete mos my un,ls (y{CIAU) °bore he Fold. Seo eWlch belon:. ' , f (` • C.B. U. 5) A9 lintels mot or eueed L 360 defke0as e llu P, L-S fnle lpppa Bf6 1T-4' and lagtt meela •; 'J. ,r YY 4 a emced, I/180d IMI.. '• •:.; ' Raid. S.MV i'• Use is limited to rnee it— rtu<011g Us Code Sear" , 1604-. 1 m oppfitOhk GROUT 6) SlW4 Geed Wale w re4uDed. ..: -. j5 REBAR AT 801I0A 7) Ono 17rebarmaybesebolihkdIabco /5 ,bore 'i' "r • • OF WEL UM B) InslJh9on/atlahmeed of Snkl must <anpN alth Ihs amfileclard •` SEE SAFE lA7ERA1 LOAD a end a atmMol doeamenle. .-.. • e , axle , itt • BOTTOM REINFORCINO TABLES FOR LOAD RATING + PRrn1DEO N UNIR 8F32 $F2$ 4a` _ 20 7-5 8' ACIM 11.1ed lead. from V. sot° load (.We, by -•.'•:; FOR EACH ADDITIONAL VARIES) 9) T. dmi9narmayased..l. ame ; e W.UN the mosimuere eesls6n9 Ir—rt -W -11— of el -why I{oe. the v :i,.; REINFORCED CldU (RCNV) B NDI6NnL nroln C7. eN I. e. ofsapped. •' FULL COURSE 10) N.P. - No, Poled .. - PRODUCT RENGwED o ^ ^^ PR0))UCTItE7 sm) v ad a Alyi-00i h U,c Plotide „ ' 6.44 a fanplywz n•Id, the N"'No la-06.8 ' 11) 9oltan fieldaddedtuberlabehededat !ha ba9mn N IL. Fold conty. / -. 2 5 REBAR Coda . ,_ 12' CUR W () Acaa'faamcc No/i7-o 26, v Cam GR40 or GR6003ieeAc"pt,8 Aeaplmco Nn ltf_ Expi ion Uptc / -0 ", T OF fJ : LExpinJlOn Ualc ' dam. GZ p' {_I<-!.'l( ye CRAIGPA13RINO aJJ °75 iR10P - 6224CA579 Mi, iD• mcon90ht npnlroy"' FL 584 s s" /pVAL 3475 RE 1910N OAT ;Is FL P. ENL C 0 O MEMBFR OF d; P t},• • A; ' uei.%`u.u' Sca' n9c CAST-CRETE 8" LINTEL FABRICATION DETAILS Is TLO, 12NN VIEN1NC: OB6UB]-1{ 9WdYN BY: CRA:O PAR9W0, P.E. - EEC. 110. 4/756 S[AtE; NOT IO SCAM DAIC: 06/07/ 9i CRECKCD BT: LBUC PA9P't. P.F. -BEG. H0. 4/756 GPAYNi6 Igo, f06 SHC[T 3 OF 3 MIAMI•DAD1= e DIIAIIII-DARE COUNTY DEPARTMENT Or REGULATORY AND ECONONIIC RESOURCES (RER) PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208BOARDANDCODEADMWSTRATIONDIVISIONMiami, Florida 33175-2474 NOTICE OF ACCEPTANCE (NOA) T (786) 315.2590 F (786) 315-2599 wwtiv miamidadc gov/ecoaomv 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 JurisdictionAHJ). This NOA shall not be valid after the expiration (late 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 perfmin 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 tine High Velocity HurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig 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., oil August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT ]RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in. the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as all endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with auy 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 4 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. G't"11:AM1j13A1D1E COUNTYI;r:,:.. NOA No. 14-0903.03 Expiration Date: 09/11/2018 J Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 803-060.5.04 A. DRAWINGS 1. Droving Alo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drer wing No, LT4612, titled Cost -Crete 4 ", 6" R 12 " Lintel Sqfe Load Tables", sheets I throngh 3 of 3, prepared try Craig Parrino, P.E., dated Alarch 24, 2003, last revision Al doted April 28, 2003 both drovings signed and sealed kv Craig Parrino, P.E. B. TESTS 1. Test report on fexural testing on 4 ", 6" ce 12 " Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specimens, per ASTild E-529-94, prepared by Applied Research Laboratories, Report 2Vo. 30404A, dated 04110103, sighted and settled by Christopher.4. Hamon, P.E. C. CALCU.LATIONS 1, Cole ulations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared b y Craig Parrino, AE„ signed and sealed b.Y Craig Porrino, P.E. 2. Calculations for Cast -Crete Lintels, doted 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and settled by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System kJanual for Cast -Crete Alachine glade Precast Lintels revised on Alcry 1, 2002. 2. Cast -Crete Qualih) System itlanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Droving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Porrino, P.E., dated illarch 24, 2003 and Drmwing No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parrhio, P.E., doled illarch 24, 2003, last revision doted rvlarch 11, 2008. B. TESTS 1. None, C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. 13y Hiami-Dade County Building Code Compliance Office. E. , MATERIAL CERTIFICATIONS 1. prone. _ If H' iy A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date.: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1, Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepau•ed by Craig Par-rino, P.E., dated 11,1a•cli 24, 2003 and Drail'irrg rVo. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets/ through 3 o/'3, prepared by Craig Parrino, P.E., dated k1circh 24, 2003, last rel,is•ion dated r1lar-ch l 1, 2005, till signed and settled b,y Craig Parrino, P.E., on Alarch 22, 2012. B. TESTS 1. Nor7e. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miand-Dade Country Department of Permitting, Dnviromnent, and Regulcamy,11 irs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated February 03, 2012, signed and sealed bh Craig Parrino, P.E., certifying compliance wilh the Florida Building Code, 2010 Edition. 4. A. B. C. D. E. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # I3-0321.07 DRAWINGS 1. None. TESTS 1. None. CALCULATIONS 1. None, QUALITY ASSURANCE 1, By Aliand-Dade County DeprnYment of Regulator, cud Economic Resources (RER). MATERIAL CERTIFICATIONS 1, Noue, Wliify A. Makar, P.E., M,S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draiving \Io. FD4612, titled "Precast oncd Prestressed Lintel Details", sheet I of I, prepared by Craig Parrino, P. E., dated March 24, 2003 and Drawing Alo. LT 1612, titled "Cast -Crete 4", 6" c4: 12" Lintel Safe 1,oad Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Afarch 24, 2003, last revision elated Junc 12, 2014, all signed and sealed by Craig Parrino, P.E., orl August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Linfele, dated 0811912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Count), Department of Regulator), and Economic Resources (RER). C. MATERIAL CERTIFICATIONS 1. None, F. OTHER 1. Letter froru Casl-Crete USA, Inc., dated ffugust 19, 2014, signed and sealed by Craig Parrino, P.E., cent ling compliance with the Florida Building Code, 2014 Edition. l Hc1qjTA. Mahar, P.E., M.S. Product Control Uuit Supervisor NOA No. 1 d-0903.03 Exptratiou Date: 09/11/2018 Approval Date: 10/09/2014 E - 3 Te® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 32' PRECAST U-LINTFL 12' PRECAST r/ la RICMI ODOR [_ B' PArt:1eT U-LINTFI = SDUD IINTCI 3 sse• I I 1 4 8 iL ix'A eRFUPS u srtn W DOY ltCKXIWtD ttRC 'B' S»RRI Pe n ETILLD I<4M [ T/12u WRRRPS L 14 3 1/e• i/R11 A•' SOLID LINTEL DATA TARIF IfdTT FIa4Ng©Wag iraaw:t.r se n Mims 61" PRECAST 11-1 INTFt DATA TARI C REM Sno mclm® RRRDrIEsf7rlR®©411p! Inam r t7tsa trrrs©a Noma r t tr>araar/sa r>zs vl E7 F5 7Qit dr E>s1iAQUSiE76i MUMmum L2" PRECAST U—LINTFI DATA TAR] F it f Z7i32! t3 yfl p, r Fmo ctrart 3ma>i r;6p arFauLamm%r v m ir o 12"_ PRECAST W/ 2" RFCFBS nnm? 11_11MTVI nnrA TAo— Eit4m il" R11m81 1 tatl:>alvit::r©¢t YiJ.1JJLJQ!VtZfl::ifD6Ylr a tcasv FYa rarra r$o , , . s>7.r irrr>t a c nsrn 2a acesv l rrra.t;B i esamBaat,.. n I EIIa[tasilrmT i[Fi1;L1 F O MEMBER OF a- X,ivR, TYPE '•a•• TYPE "A" STIRI 6"& 12" PRECAST LINTEL REINFORCtuG QAQE EABRICAnnN MODE This PROPRICFART INNAWTION IS PROADEO FOR PAODUCT APPROVAL. O IS PROICCTCO By N RIOHF UWS AND CANNOT BE REPRODUCED OR DISIAIRUTED WMNUt THE PRIDR WARTEN CONSENT CAST-CRETE USA, MC. 1. AEINrDACINO ztttu 2/Sz RAR — AUD; Pi. ", AXe Ei REi111 .. SIRBnXo stRexnln: a AND 12 IRaN uHteis • xogD nI DAAD[ FO MI D— S MDIQ ME FDTAL NUx2[R OF eTRRUPe RtOOMCD ARt CWMED STARSUNx. CdECACTC STRUIatHS: 1'. = t0a0 r51 f03 AIA a IIICII AIO tx DHiN rRDY EACH CND Of ME R(tNIOgCiNO GOC[ FOR [RAYl11 - 1f0. OfPRECASTUELBCeBi000P& roA l IHCN O BELf SHRRUr3 = 1, MEN 1Hc RUN(OAGHO WOC FARRCAINw —L sm.. i. g0110U ST[EL MIN K u DACA DNE RICH TO BE . WIIN CMOS 2 311RgW5 — EACH END. ox a AND 1: IROH uXltu Anu IDqurutD rRox toms. VCEN Q'v s T F ' YQn . %'% CRAIG PARRIND OR 03 6324 CA 579 ONA ..,,, FL P.ENIIC.N03447si PRECAST AND Pxnnuer 1:cvlslsn Dim nDIYinE .•I161M Fla:i.IR itNiuD 11uw _=.L.:-jLr Sf y yt3yp tnSAuel Ct lr'5f PRESTRESSED LINTEL DETAILS N BY.. lONAN ARNAUD T.4iSCAlF: AS SNOY'N BT: CRAIO PARRINO, P.C. i DRANRRG F04812 GENERAL NOTES 1) Material:: fa { p oaet lintel 30DO pel 1'c6 &12'77 wt5tel-6DO0 ysi re grout = 3000 Ps ih maxims. 3 8 inch g9tegole eo rate owsonly units TCVA) Per AS7U C20 eith imni-am net a ea eom AMI Ueng a IB_BO psimbarperAS1MA615Crude60 mortar per ASTM C270 type U or S 2) AI sale load tables eased on. minimum 4 inch nominal bearing. Fsespl'tg0i Safe loads for Petal 6U8, 12U8 and 12RU6 mast be nM-" M igz U bearing length is M. 6 1/2 inches.. 3) Provide full mortar bed and head jolts. 4) The number in parenthnis indicates the percent reduction tar grace 40 11.16 added mbar. Eeamole: 17'-4' Urlel 12F24-2B safe j9m ity food - 1428pan/ 142 reduction; 1428 (.86) n 1228 pit 5) All lintels meet or exceed L/360 deliection. 1—pli, Untel types 8 & 12F8 17'-4&'monger mats err „ce,d L/180 deflodwn, Use I. lin6ted to candUers me!li2ry the Florida BHlding Cade Section 1604.3.1 as applkable. 6) Shore filed lintel, ere required. 7) 4' solid liote3 to be installed w/ 4' d'wnd b. hadzaniwl bad 8' dimemlan vertical. 8) Instopolion/aliochment of lintel must comply withthe achiteelvrol and/ or structural documents: 9) The dn.g er may evaluate mncenlmled laads'trom the so(, bad tables by mtarlobng the ma cram --drug nwmenl and shear d. d-awey (qm the face of support. 10) KR Not Rated it) Bottom Field added lebor to be lecated at the bottom of the lintel cavity. TYPE OF'SiGNATiON red— avx, n a sdcere u pn[ w R GY.Iy 121` 16-28/2T t. aw auvanrc7,. roaur. won Acax fir id R (,) aaaaa lot I2 ln,s Qlepnw.o rat e• urmis is= r A aw 12 p It u os I) ri:WA,9 NR 4"1#Itle 1T 5/5- ACTUAL a¢aa 12^ NOMINAL wiDTH 12) 6' & 12' Lf tets ors nonu(oclur,d rim 5-1/2' long pol411es of the ends to accanodote vertkal cep reinforcing and grouting. 13) lba exterior surface of rntes installed in exterior concrete mosonry walls shall have o cogUng al stucco applied in addaudonce(( wiLh ASTU C-926 or -other opwmcd cooling. 1{) loads should be checked for 1 e .,Mined9ke w UHue led ho niontol t(bM1cral) ugw, 9 aqua Applied vertical bad + Applied horizontal load s IA Sole veNcal load Seie lwriaonlal load 15) For mmpaslte linlel hdghb not shown, use mla bad Iran n.A lance height shown.• 16) For linlel k.qW not 51wwn,'us, safe load from next longest length shown. 17) We loads one superimposed allowable loads: 18) Safe foods based an rational dasign onayie per ACI 530 and ACI 318. 19) Addittdnol lateral load capacity ran be obtained by the designer by providing dMiticnol reinforced <— ret. masonry Units (ROAU) above the lintel See sketch below: F' m=1500psi SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU (RCMU) FULL COURSE SAFE LOADS FOR 4" SOLID LINTELS CgrrCaera GRAVITY TYPE LENGTH 4S8 3'- 6' (42') PRECAST 1180 4'- 0" (48' PRECAST 959 4'- 6" (54") PRECAST 789 5'- 10"(70") PRECAST 460 6'- 6" Qr PRECAST 360 7'- 6" (90") PRECAST 260 9'- 4' (112') PRECAST 156 10'- 6" (126') PRECAST 116 casr- Caere 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'- G' (901 PRECAST 280 87 9'- 4 (112') PRECAST 187 55 10'- 6"(126") PRECAST 152 43 1/ 2' CLR lYP (1) + 5 REEM FOR G' lN4TELS 2) 15 REEAR FOR 12' LINTELS 12U6 12F8 12M 12F16 GR40 or GRSO _ e 6U8 6F8 6F12 6F16 4 ea _ 7,e• erg e• o s e e• 4S8 ii _ G ' S. 12F28 12F24 12F20 ai _ . J trtor7ucrrra> alsf:n as axnplyins ".;,h Ah, rlwkla ST T D Idle'<L'u<!a PF fie+ Acarpten<a r•:o :1r7•- 4CZ. p3 p ' -•/% !vr CRAIGPARRINO P>rplru!runLwc-' '- C1: 6324CR579 6F32 6F28 6F24 GF20 '+.,,o p,lA4 4G+++FLP.ELIL 0 MEMBER OF o i IR CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES n._/ C_6_A-u s.rrvvewn `a) • „ filC )WIE: HSU85-14 ORAW4 By LOW AMID SCAI[: N.E.S. w" CNECREO By: CRAG PAR81110, P.E, - RN. NO. 44756 OWING: NO. L14612 SHEET I OE 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4c4S1 4—m SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-1B 6F12-18 6F16-1B 6F20-tB 6F14-18 6F26-78 6FJ2-18 S-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (W) PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (54' PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(70 PRECAST 1067 1260 2198 3557 5734 7227 8297b,j 8225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (90-) PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112") PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-S"(126") PRECAST 503 565 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 1 2492 3163 12'-0-(144") PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-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. 299 455 620 794 985 1198 1437 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 SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS C/11"" 11 PLF SAFE LOAD C„„,,,„ V SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8 RCS U LENGTH TYPE 6F8-11 6F12-IT 6T16-11 5F20-17 6F24-lt 6F28-tt 6F32-lT S-6" (42' PRECAST 587 1055 F596 S-6- (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (46") PRECAST 487 787 445 4'-0" (48") PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54") PRECAST 416 609 344 4'-6" (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5-10-(70") PRECAST 300 350 198 5'-10'(70") PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6- (78") PRECAST 263 496 157 6'-6' (78") PRECAST 723 1097nll 143701 1777 2117 2457 2797 7'-6- (90") PRECAST 222 367 116 7'-6" (90") PRECAST 648 863ldl 1249 C.,4 1544 BL 1840 W 2135 1U 2431 9'-4- (112") PRECAST 173 352 74 9'-4- (1121 PRECAST 575 571DD 980E 1252 1492 1732 1972 10'-6-(126-) PRECAST 151 276 58 10'-6"(126") PRECASI 514 462ED 787E 11211 1336 1551. 1766 l l'-4' (136") PRECAST 139 311 49 11'-4' (136') PRECAST 474 404 E D 685 985 1213 v 1442 1645 s 12'-0-(144-) PRECAST 131 277 44 12'-0'(144") PRECAST 454 3671n1 619 888 1093 1299 1508WInfix1y 13'-4"(160') PRECAST 117 223 35 IT-4"(160') PRECAST 402 308 516 736 905 L 1076 u 1247 EII 14'-0"(168-) PRECAST 111 202 32 14'-0"(168') PRECAST 368 285E 475 677 832 989 1145E 17'-4'(208") PRESTRESSED N.R. 130 21 17'-4'(208') PRECAST 253 208 338 476 585 fi93 803 SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 Ell R t p? CRAIG PARRINO s • • G : 6324 OR 579S0NA E 0 SEFFNER FL 33684 FL. P.E. UC. N0.4475 E'RODUCf fmv,- E romP13'i"u wlih il,C Ffurid d Cudc Aco:PW ce Nn r 11 Z o/B Mi+n iUud21?tiau C'onirN'-- tntE:CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLE FDE NAVE: DNSU66-14 DRAX71 ": 1014N AANAUD SCALE,N.13. DATG S/21/OS CHECKED NTt. CRAG PANANO. P.C. - AEC. NO. 441S6 ORAWIN0: N0. ET4612 SHEET 2 Or SAFE LATERAL SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS ;:nP 119 PRFf AAT 11.1 IAO FI C SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS 4N4741011p vV SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 121.18 12FO-28 12F12-20 12F16-28 12F20-28 121`24-26 12F28-28 12F32-2B S -6" (421 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4 -0" (48') PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6- (54-) PRECAST 2396, 3464 6304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 1443q,, V-6" (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 14434. 7'-6- (901 PRECAST 1138 1628 2131 3218 4678 6756 9763 1352q 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 75521 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4"(136") PRECAST 518 945 1162 1649 2216 1 2893 3719 4746 12'-0"(144") PRECAST 456 1 878 1073 1513 2020 2617 3333 4205, 13'-4"(160") PRECAST 359 767 (; 926 1294 1709 2189 2743 3409(, 14'-0"(168') PRECAST 321 72001 865 1204 1584 2017 2451 3106( IT-4' (208') PRECAST N.R. 451 (, 6311, 881(„ 1141, 14281„ 17504„ 2102 19'-4" (232") PRECAST N.R. 34301 477 A, 700 („ 9251 1152(,j 13800, 1609 1) IKE NUMBERS W PARENTHESIS ARE. PERCENT RFDOCI1ONS FOR RUDE 40 FIELD ADDED REBAR.. SEE GENERAL NONE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 40-40 t'0 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 12Rf6-28 12RF10- IN14- 12Rf18- 12Rf22- 12RF26-2 12RF30- 4'-4- (52-) PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6- (54") PRECAST 2319 2740 5468 7584 9640 11659 13679 15679 5'-8" (6n PRECAST 1347 1841 3555 6395 9640 11669 13679 1567)N 5'-10"(70") PRECAST 1259 1758 3361 5954 9358 11669 13679 1567) 6'-8" (80") PRECAST 924 1430 2633 4415 6884 10351,4 1257„ 1480Q 7'-6" (90") PRECAST 703 1203 2157 3494 5259 79220, 96231,y 1132) 9'-8- (116') PRECAST 389 843 1451,1 2157 1 3203 4427(16 5417( 6380(i v '"'"'"-fibv SAFE LOAD PLF LENGTH TYPE 121.18 12FB RCMU 3'-6" (42") PRECAST 1295 4841 393 , 4'-0" (48") PRECAST 1295 4841 29940 4'-6- (54") PRECAST 1049 3922 2417,® V-10-(70-) PRECAST 681 2547 155; 6'-6" (78") PRECAST 579 2167 123$4 7--6" (90") PRECAST 474 1771 9140 9'-4" (1.12") PRECAST 355 1326 5801,4 10'-6" (126') PRECAST 306 1 143 45401 11'-4- (136') PRECAST 278 1041 3881,n 12'-0"(144") PRECAST 260 971 345P 1Y-4'(150") PRECAST 229 857 278 14`-0"(168") PRECAST 216 809 251R4 17'-4- (208") PRESTRESSED N.R. 633 162Rn 19'-4-(232") PRESTRESSED N.R. 534bA 130P, DLL UtNtKAL NUIt 10 SAFE LATERAL LOADS FOR 49•' PGFl:A CT w1.9^ RFf:FGC f1[1[1R I I.1 INTFI G 4--c r SAFE LOAD PLF LENGTH TYPE12RU612RF6 RCMU 4'-4- (52") PRECAST 1295 3692 2581,D 4'-5". (54-) PRECAST 1213 3458 2417Dn 5'-8- (68') PRECAST 784 2236 16509,I 5'-10"(70") PRECAST 747 2129 1552, 6'-8" (801 PRECAST 602 1716 11701,n T-6" (90") PRECAST 504 1438 914Q,1 V-8" (116') PRECAST 355 10111 15 9" WrItm ! SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH -"'-HYPE IM-2i MIMI 12FI6-2i 12F20-21 12F24-1T 12F28-2f 12F32-2T S -6' (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 T-10-(70') PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78") PRECAST 1444 2269, 2972 3675 4378 1 5081 5784 7"-6- (90-) PRECAST 1267(- 1767, 2583,1 3194j0 3806, 44)7m 5028 9'-4- (112-) PRECAST 10281, 117100 20061 25901 3087 35830 4079 10'-6"(126') PRECAST 9201 9471„1 1612 22811 2764 32090 3653( 11'-4-(136 PRECAST 8581, 829 14041, 19821 2441 29020 33640, 12--0-(144") PRECAST 814 IM 7531„1 1269u4 17881 2201 2616 30321 13'-4-(160') PRECAST 678Il 6331uN 1057 14851 1826D,, 2169, 2513( 14'-0"(168-) PRECAST 622 On 586141 974 pq 13650 16790 19930, 2309( 17'-4" (208') PRECAST 434 to 427 . 695 964, 1182, 14020 1623( 19'-4"(232-)PRECAST 366 370,,,l 593 j 817R 10020, 1187 1372R 1) IKE ROWERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM, SEE GENERA. NONE N0. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS 14-4- SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 12166-21 12RF10-2112RF14-2112RF18-2 12RF22-2 12Rf26-2712RF30-2 4'-4- (52-) PRECAST 1626 2665 3746 4806 5857 6928 7989 4--6- (54-) PRECAST 1558 2582 3602 4623 5643 6654 7684 5'-8- (68") PRECAST 1210 2042 2850 365B 4466 5273 6081 5'-10"(70-) PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8- (80") PRECAST 1020 ( 1538 01 2426 ,I 3114 3802 4489 5177 T-6' (90' PRECAST 904(„ 122601 2163„ 2776n 3390 4003IE 46170 9,-8• (116') PRECAST 7031, 771 w 1472 m 2181( 2663A 3145, 36280 j) THENUMBERS INPARENTHESIS ARE PERCENT REDUCTIONS ULNtN/LL NUIL 10PVSFOR • • •Aft, NUMBERS INPARENM65 ARE P(RCEM REOUC71045 FOR GRADE 40 FFLD ADDED REEAP SEE GENERAL NOTE NO. 4 C> .•'••ENS'• 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 44 7 F14oDUG-r IwmsCn toc-plyinR will, Ih, 11"n6 fC • a dIdh% Code TE F/t,J;: nlm,,j-a 1a•r c3 CFtAIG 6s24CR5N0 /8 4SC R 1l G, ` SEfPN61A,, FL 33584 94 mN l nadc Pl d"a o val" - SEE GENERAL NOTES - SHEET 1 OF 3 1, ONA„ G.' FL. P.E.4(E;11p.11ipA56 REVISION DATE I NTLE:CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES NAME f.NANf, VFSO 8S 11OB12 14 3 MEMO' ER OF OpAWN _ Ili MARE: CBSU07-14 BY: A01GN AmuSC4LE: H.T.S. DATE: 3/ 24/03 F 01(CKEO BL• CRAIG WRINO, P.E. - AEC. NO. 44756 1 O WNG; NO. LR512 SHEET 3 OF 3 MIAM I•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 15-25 99 NOTICE OF ACCEPTANCE (NOA) vww.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High 'Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 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, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section, MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision. or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall, automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA H 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hr lmy A. Makar, P.E., M.S. mom!/ NOA No. 16-0126.03 MIAMI•DADE COUNTY W, Expiration Date: 05/21/2017 4/ Approval Date: 04/28/2016 Z$Zo/ 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. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision 41 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 0610 719 7, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 297028, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C.- CALCULATIONS L Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Hill Certified Inspection Report #20-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02129196 for AS rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04105196 for 45 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 #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. Prociuc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #5 rebar byBirminghamSteelCorp. 12. Quality Control Manual for Cast -Crete Alfachine Made Precast Lintels dated 05114196. - 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03A. 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. DRAWIINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.F., 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 #5 dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMF-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by ChristopherA. 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 remised 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: 05/2112017 E-2 Approval Date: 04/ 28/2016 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. . Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D, QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter front Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino; P. E., certifying compliance with the Florida Building Code, 2007 Edition. 04, H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05t21/2017 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 Alliami-Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. ` Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for high Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By 111ami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fr•orn 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. Z,01 - He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department of Regulator y and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. .None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. t'_ w. a' Hqjiivf 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 t HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS t3}ti ^L`Cb4 ry f PRODUCTRENEWEA m m 107i0q 1PilA UhC FI.,id, B" PR: tA,j W/ ' q !SS D 0 Ll-LINTEE 6" PRECAST U-IINFit jl RC31RES5Eo ll-LIN MI, TYPE "A" STIRRUPS 7/32"0 BAR STIRRUPS 6 1/4" — 8"QLTELS STIRRUP DETAILS SC41E: KT9. 7/32"d BAR STIRRUPS TYPE "a" STIRRUPS B" LINTELSx 8" LINTE STIRRUP N.T.i DETAILS 3GI LINTEL DATA 'TABLE LINTEL VO VNE REIB11TYPE S E SPACING nplupeCRl14 --CB 0.134 542 7 32 1 -3' 7 32 OAR 4 -B 4 0 3'-0" 9 15'-4" 0.140 567 7 32 BAR 1 -3" 7 32 BAR IS -2 4 0 3 - " 917'-4" O.I SB 639 7 3T BAR 1 ^J 7 32 BOAR 4 0 s'-8" 9 19 -4 0.1'b 713 7 32 B R 11-5 7 32: BAR 4 0 A -2 9 21'-4" 0.194 787 7 32 BAR T -3" ib =01 -3 16 -0' 7/32 BAR 7/32 BAR 2V-Z" 2V-10" 5 0 3'-B 3 4" 8 0 3'-10 3/8 10 1022'-0" 0.2DO 811 32- BAIT 24'-0"''-0.219 185 7 32 BAR t'-330 7/32 BAR 23'-10" 5 0 4'-3 1/fl" 10 R" PPVPAIZT Ul/ 7" DCnCCC nnnD 11_1 IAITCI nATA TADIC LINTEL I'FHOTHL RE 3 VOL NE N'E IBS11 A SET IOU7 MEG N f+AUMO 3 R 2'-g 4 4" 3'-0" 0,036 146 f3 REBAR i- s 7 32 BAR 3'-8" N A i 3'-0 4 8" 3 -A' 0.037 150 3 REB 7 2 OAR 3'-f0 X A t 4- b -0 4 -4 0. 32 4 -4 5 -10 4 -B 0.047 A J- mi 5 -2" N A 6 6-e 5-4 0.05 L 1 R 6-0 N W5- 6'-0" 6" 8'-4" 0.060 4 REBAR pf: 3 fl 6'-10" N A 6 0B -0 B'-8 8'-4" 0.078 315 f4 R AR P3 REBAR 9'-0" 2'-0" 8 rrci a• sniuns aurn[ s srnAun Au oTn[Rsulillu RJE 'A' S1IARWA 037• i' roa3ittss 1m10s pRf-LJyjFL R[INfORCINOICACEmFARITIGATION MODEL ' 1R01BKnss VNIItS' RJ "A" 3fY11"Ff R ATRYKA• J6 Al 1NR1 n I Tl' ESTRFSSED CINTEL _$E(NFQ$CING fAG6 FABRIOATION MOOFL 8" PRECAST U- LINTEL DATA TABLI L N ELIE VOLLUMEC Y] IGHTOS P TEE I? HOT A0 n"Aits R43'-6" 0,032 126 13 REBAR 3'-d" 7 3Z BAR 3'-2"' R A 6'-0" 0.037 14! 3 RC6AR 3-11 7 , BAR 3'-B" N/A 4 4'-6" 0041 62 AEeq j'-S 7 32 BAR 4-2 A 4 5'-4" 0.049 9i2 fS-REBAR 3'-3" AR 5 -0 N A 8 K 54 3 R 9 7 32 BAR 5-6 85-10 6'-6" 0.060 2 / 4 REBAR 6'-5" 7 32 BAR E'-2" N A 6 7'-6" 0,069 270 4 REBAR 7 -5" 1 2 BAR 7'-2" 6 9 _4" O.OBe. J36 REBAR 9'-3" 3 REBAR 0" 2 -0 B 10'-S". 0,09 376 4 REBAR 10'-3" 3 REBAR 10'-2" 2-0 R I I'-4" 0. 04 4 B 5 REBAR 1 V -3" 3 REBAR 11'-0" 3'-0" B 12 -0 0.110 5 REBAR 11 -11 3 REBAR I 1 -B" I) 13' 4" 0.122 0 5 REBAR W-3 REBAR i3'-0" 3 -0" BW344' -0" D 29 4 5 REBAR 15 -11 3 REBAR 13 - 3 -0 r B iM13 PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPROVAL IT 0 PROTECTED NY COPYRIGHT LAWS AND CANNOT BE REPRODUCED OR DISTRIBUTED VI1INOUT THE PRIOR VIRITIEN CONSENT OF CAST-CRETE USA. INC. e" PRE$j S1,D U-LINTEL Wi" AU. 1. REINFORCING STEEL: 7/S2 BAN ASIM A5101 f3, f4, 5. NGTEI 111E TOTAL NUMBER OP STIRRUPS AND fS REBAR OWL 60 ASIM ASIS, 7/10 INCH REQUIRED 13 COUNTED STAR11NO FROM EACH DIAMCIER 270RM LOW-REIA%AIIOM PRESTRESSINO END OF THE REINFORCING CAGE; FOR EXAMPLE SMUG ASTM A416. - MO. OF STIRRUPS - 4. THEN THE S. CONCRETE STRENOtHS: F" c 60OD PSI FOR R' REINFORCING GCE MODEL SNOWS 2 STIRRUPS PRESIRES3C0 LINIEI3; V, • 4000 PSI FOR ALL FROM EACH END. PRECAST b INCH UNTELS. 6. 2.3 POUNDS Of POLFPROPYLUE nWS PER S INIIIAL PRESTRESS FORCE = 0.70 R IF, CU.YD. OF CONCRETE NAY DE USED III UVJ OF PRESTRESSED LINTEL REINFORCING CAGE 4. STEPPING, S1p RGTNI PRESTRESSED TO RESIST UFTIMU AND HANDLING FORCES. ulG *+SS M S PRODUCT REVIRIEU A3 wmplyinR l,III, lh. PlOddS t(, t_7' IhMlding CDd• AcrPlarce NQ/4--oq Oj.a2 E Oi'. CRAIGPARRIND /f 1 u „- If,tS Rt P'SEFFNER,FL 3584 NlamlUv! ct'QnMGt N;:4` A FL. P.E. LIC. N0.44758 IY.[N ' 1 :1 7F9[iPiR0 I1 Cl[ i:1L41 f / ' A f y,11 .(H,!fy'I:Ii:171I111iI:1:ItZil liBl:P[rLB . I" ; I il[il l:ripi169[B72 fiiF yi SAFE GRAVITY LOADS FOR 8" PRECAST PRESTRESSED U-LINTELS8, C iTera' SAFE LOAD -POUNDS PER LINEAR FOOT TYPE BFB-OB 8f12-OB 6F16-08 BF20-OB 8F24-00 BF28-C8 8F32-0 LENGTH 8U8 E1e-19 ef12-18 BFIB-iB OF20-10 af24-IB eF2a-10 &32-18 3069 3719 5163 9601 8054 9502 1095t 3'-6" (42") PRECAST 2231 3069 4fi05 6113 75Q 8974 10394 11809 2751. 3820 4890 S9G1 7034 HI07 4'-0" (48') PRECAST 1966 4605 6113 7547 8974 10394 11809 4'-6` (54') PRECAST 1599 s69 2t D 2931 3753 4576 5400 0224 21a9 4375 6113 7547 8672 10294 118C9. B" PRECAST 6AFE LATERAL LOADS FOR S PRESTRESSED U-LINTELS SAFE LOADlc-vlM• PLF TYPE SUA BFS RCMU LENGTH + 024 15983`PRECAST1025 7634'765 1309 4'-G" ;(54") PRECAST 592 591 1073 SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS gS7fi4:19C SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH6F8-2T Bf8-li 8Ft2-IT eF12-2T Bf16-1T eFl6-2t 8F20-1T SF20-2T OF24-1T 8F24-21 BF2a-1T EF28-2T 8FS2-1T 8F32-21 3'-6" (42") PRECAST 1569 265S 524 4394 5263 6132 700) 1569 2655 3524 4394 52w 6132 7C91 4'-0" (48' PRECAST 1363 2305 3060 3015 4570 5325 6079 11B3 2305 1 3060 1 3515 4510 5325 6079 4'-6" (541 PRECAST t207 2040 27M 4043 4711 5379 120) 2010 2T07 13753375 4043 4711 SJ79 5'-4" (6M1") PRECAST 5'-10'(70°j PRECAST t217 1062 13+9 1435 1999 2560 3123 3686 4249 - 5'-4" (64') PRECAST 5'-10"(70") PRECAST 411 34D 411 339 745 616 5'-M1' (64°) PRECAST 5'-1D"(70") PRECAST 1016 171 n 2276 2B38 3399 3961 4522 1663 1t0S 3090 Ii73 s36s ISJI 7547 • 2090 7342 n 2549 8733" I0127, 70 i010 909 1715 1557 o 2276 20 , 2a3B 2593 3399 3107 , 3961 1620 , 4522 41JJ as1 2622 4360 716an aoJen375 929 1567 2080 2593 3107 3620 4133 6'-6" (78") PRECAST 908 12m 2177 3480 - 3071 1707 061 6'-6' (787 PRECAST 507 721 49U 835 G-6" (7B') PRECAST po 1407 0 186 2329 g 2790 n 3251 " 3712 e I21s 2v7 3+90 53w who azs „1 ass 1+01 lase 2329 z7so 3251 3712 T-6" (90") PRECAST 727 lOBS 1624 n 2025 2426 2827 n 3228 n 7'-6- (90") PRECAST 743 1011 1729 2632 2205 2698 685 90") PRECAST 424 534 363 727 n 224 624 2025 242e zav 322a Iml 1729 2661 M98 5631 17111,, 47z n1T-6" PRECAST 554 699 1160 1625 2.561 3486 102 9'-4" 112' PRECAST 326. 512 230 9-4" (117.' PRECAST 2157„ 2500 752 1246 1943 2564 31H8 3.0 ., 591 962 1376 1643 1969 2294 2619 10'-6 (726") PRECAST w0 575, 916 , nea v ws1 u36 2011 10'-b"(126' PRECnST 475 535 590 1247 z0s3 2)71 s3s 10'-6" (126') PRECAST 264 401 180 530 695 1150 1 1472 1783 , 2055 2346 643 lOSz 1533 2093 2781 759 u I i'-4"(136") PRECAST 362 82 1 945 1368 1 1846 2423 1127 4006 11'-4' (136") PRECAST 260 452 154 ll'-4."(136") PRECAST 474 504 ,s BCO 1037 , 1214 1513 l 1753 sa2 945 13s6 1846 2423 317) 4006 4s4 so7 tw21"1 13720 i64} 1815 p> 2197 , 12'-0" (144 y PRECAST 337 540 B7S 1111 1a11 2193, 2805 3552 12'-0" (144') PRECAST 244 40'L 137 12'-0" (144") PRECAST 470 n 456 n 7241. 938 1153 v 1369 a I5B5 , s4o a7} 125/ 1684 2193 zoos 3 52 47D 550 94o , 1302 , imoi let ,a 2075,• 13'-4" (160') PRECAST 296 471 755 1C75 11428 IB36 2316 2883 13'-4" (160") PRECAST 217 324 110 13'-4" (160-) PRECAST 416(.11 366 607 7B5 964 114J 1323 v 471 755 075 1428 1a38 2316 taw 428 •j 460 1 7PA1 , 1159 J 1418 155 n 1887 u 14'-0°(168') PRECAST 279 4z4 70s 1002 t326 Is97 2127 2630 14'-0" 16 PRECASTa 205 293 100 14'-0' 168" PRECAST J84 3 e u 560 n 124 889 v 1059 1220 442 70s 1002 132G 1697 2127 2630 IO mzs 717 100 13541, 1562 1807 14'-8"(176") PRESTRESSED 239 334 520 672 H25 ,n 978 1131 176') PRESTRESSED N.R. NR MR Nfl MR NR NR MR 14'-8" 176' PRESTRESSED N.R. 284 91 245 0 395 663 980 M UO3 n 1518 1734 , 458 783 1370 1902 2245 2517 2712 15'-4'(184' PRESTRESSED N.R. NR M4 MR MR MR NN MR 15'-4" 184 PRESTRESSED N.R. 259 83 15'-4" 184" PRESTRESSED 230 358 86 4ls 627 , 9111 1054 412 710 125D 033 2058 23M 2513 230 356 6y6 , 40.5 908 1241240 1469rn tss8 17_4" 208" PRESTRESSED N.R. 194 64 1/'-4" (208') PRESTRESSED 187 263 nn 521 638 , 71104 873 , 17'-4'(208`) PRESTRESSED N.R. t4R Nft MR NR NR MR N 192 306 506 740 IoOS, t271 , 1473 n 300 548 950 1326 1609 1549 2047 9'-4"(232") PRESTRESSED N.R. NR NR. MR NR MR NR MR 19'-4"(232") PRESTRESSED N.R. 148 52 19'-4" 232" PRESTRESSEDy 162 229 (,n 348 447 547 n 649 74T oAl23542075010371282151517161662634296231,a 541 , 1059 1227 21'-4" (256 PRESTRESSED 142 204 307 3931, 180 a 568 , 655 „ 21'-4" (256") PRESTRESSED N.R. MR NR. HR MR MR NR. 21'-4" (256") PRESTRESSED N.R. 125 42 142 232 373 537 721 905 104tl 180 40 598 B45 1114 1359 1468 22'-0"(264') PRESTRESSED N.R• MR MR MR MR MR MR NR 22' 0"(2fi4") PRESTRESSED N.R. 116 40 2'2"-D"(264 PRESTRESSED t37 970 295 379 4521, 546 , 630 , e5 315 550 784 1047 1285 J99 37 223 358 513 , 6B8 86S 949 24'-D' 28B' PRES`IRESSEDy 124 79 ' 267 J42 „ 4t6 n 49z 567 24'-0"(268") PRESTRESSED N.R. Na NR NR NR Na MR MR 24'-0" 286' PRESTRESSED N.R. 91 33 Iz4 zoz S19 ass n, 606 7s7 B78 129 250 i5D 659 884 1092 1222 U) THE NUNDERS 1N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 ADDED RESAR, SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. FIELD AD SEE. GENERAL NOTES -SHEET 3 OF 3 NO BY REVISION DATE SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) THE% AM12N,RmENIHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. 0V ' 1'RODUC'7•RetJewEo V pEN` B, complying h the FI Nto rlu 7. RswsuUBuildingCodon-`'/ , uplyinB N•iWtbp [•To"IdaRcory,tunre f'o p O s` : 739ildina CodeE>•p+ ByRq J upon afe e O 7 O ZCRAIGPARHINO M7emi D" : "" ll%%` ' tub 0 • A, U• ' 6324 CR 579 5,, .•.OR1Q•'G\aJ SEFFNER•FL33584ss """• \` i FL. P.E.LIC.NO.44756 AWLERETE 8" LINTEL FABRICATION DETAILS 0hla'B1t:i Ub 'u:,tl3cRa oarc. Mat plis Q P 1C4 tL4j 2: ° ' C\FI[el. 71:7i Lf 47i €!`:7 4; I i I `• pa j [$71Ta1:17 4F9Bli SAFE GRAVITY LOADS FOR 8" PRECAST w12" RECESS DD'nR I1-I INTFI c cassar ra SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 8RF6-00 8RF10-08 SW14-00 I1RF1840 ORF22-08 8RF26-08 W-30-00 6RF6-la d10-1B 8RF14-1U 8RFI8-IB BRFl2-IB 8RF26-IB BRFJO-I8 4'-4" (52") PRECAST iB35 1749 3355 32B0 43lB 5421 6493 7567 fast 3699 5206 6839 8060 9479 10893 4'-6" (54") PRECAST 1494 1595 3063 2.992 S968 4946 5924 6904 1756 3699 52.06 6639 8060 9479 10893 5'-8" (68') PRECAST 866 920 1770 1716 2277 2839 3402 3956 1167 2481 4567 6389 BO60f 7917(,Ij 9311 , 5'-10"(70") PRECAST 810 859 1653 1600 2.124 2649 3174 3700 1113 2342 49.42 863911 8060 7402 w 8706 1 6'-B" (80") PRECAST 797 901 1825 3120 5048 7747 9448 736C 901 1825 3120 5048 7915 9479 108A, 7'-6" (90") PRECAST 669 55 1490 2459 W76 5743 7239 5623 755 1490 2-159 3776 5743 8998 w 1089 V-8" (116") PRECAST 411 465 999 1568 2253 3129 4091 3146 526 999 1868 2253 3129 4150 fiB91, y) IRL NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES I) Wkrids e 8= p-ast k'nt.l 40M pei fc peaUas ed Intel 6000 psi rc pool 300D psi ri{{hh monmum 3/B Irch oggrr4ole con a nasonry Iraq IGJU) par AR C90 pN m nirtwm netoteomryrSW13road* 1900 ps) rebor per ASStI A616 rode 80prestressingstrandpetA414 Grade 270 tar relosolion mortar V. 7S1U C170 TypeTyps Id ar S 2) M We bed IoWn held on m4dmum 4 ;och nortJael beo(y. E,,,r,, Safe k d-p far I btMe8W .. n LUNGs. lima be 6 1/2 3) PI.M. INI paler bed and head )aims. 4) The numb" In paenlhesh Wicalcs the paccnl reduction far grade 40 fkld Wkd near. Fa pIc 7-6' Udel 6F32-10 sot. yy only load - 6472 Cdn/ 15r. «ds A A 6472 (.85j 5501 pll 5) M linkts meet or esceed'L/360 ddkc .,. ft,eaten a1eenc.4 Uaaf1t180 , 81`8c0on. 4- end layer meets Use is WWI to condlims m 17% Us Florida 80d'vyCodeSections1504.3.1 os applicable 6) &we Rhed Iinleh as required. 7) Ono. 17 "bar may be sabsblmd for Ira 15 rob.. 8) Imloldian/alkchmanl of Intel most damphy eitl the addltcUjd and/a slructutal docwnenle. 9) The designer may evolusle'; nc r6ot.d loads Irom IN cafe load loelea by mlNoung the maximum resisting momml and shear of d-woy Irom theI— of .uppal. 101 N.R. = Net Rated II) Bella" few added*nb., 1. it kevlsd ul Uu Wltam of the RAO earily. 4 SEE GENERAL NOTE 18 12) CWd, ore menulecl.red sr;Ih 5-1/2' ten,not.,es of It. end. to ett —&I. rerra ca rdnrardng and S—Uny. 13) IN sdara ud.. of Intck imloged in "dd. eanaeia masonrryy velte .non fore o eoo0ry. of stacm oppted in .aap,dann lh ASTU C-926 or uUar approve4 caning. 14) Ualst. lead d silmdtoneondy 'th ve19C-I (gl.,T. or upShcj and haklonld (IokrW} k,ada dvsdd be c[.,ked Iw the camklmd loudly ei01 11w lall..Irg equaL'gc ApOW v<rIW laud Applfsd hadaoatal load Sofa -ticd loud + $at. ladea,t.l tm4 i 1,0 15) For rompo4t. wai height. not shorn, me sale load [ram nest keel height It— 16) Fee trial lengths not sMnr, .1. fate lead from noct longed length sham. 17) Sole load. an eq ria,.sed oItoadl. lace. 10) Sol" hods eased an 14--al d.syn oneyis per ACI 530 and ACT 318 18) Add;ran.i lolssol 1 4 aoP.Ilj con be obtained by hjs.dasIAer by prodding addAknelrenfomedcahootsmasonryunits (RC21U) -we IIK 6ntd. ee 6.1ch below: 1/2- CUR SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDIDONAL REINFORCED CMU (RCMU) FULL COURSE 2) 15 REBAR t. OR40 or CR60 SAFE UPLIFT LOADS FOR 8" PRECAST wl 2" RFr.Fcc nnnt2 11.1 MITCI 0 f_Vgm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6RF6 ST 8RF6-2T URFIC-11 BRFIO-21 BRF14-11 8RF14-2I 8RFIS-178RF22-Il 8RF18-21 eRF22-27 8RF26-IT 8RF26-21 8RFJ0-11 BRF30-21 4'-4" (52") PRECAST 905 1665 2362 3056 3751 4445 5140 905 16M 2362 3056 3751 4445 5t40 4'-6" (54") PRECAST 867 1604 2272 2939 36U7 4275 4943 867 1604 2272 2939 J607 4275 4943 5'-8" (68' PRECAST 675 1269 w 1797 2326 s 2854 3382 3911 675 1269 1797 2326 2854 3382 3911 5'-10"(70") PRECAST 855 1201w 1748 I 22M 1 2773 r 3286 , 2799 f9 6%5 1233 1746 2259 2773 3286 2799 6'-B" (80") PRECAST 570 a ISO 980 2429 n 28791 J329 w 570 1080 1530 198D 2429 28'19 3329 Y-6" (90") PRECAST 506 742 ho 1364 b 1765 2166 n 2567pq 29660 506 898 IJ64 1765 2166 1161 PRECAST 395 468 1s 884 1227s 1540 25672988 2180 395 560 1072 1386 1701 LL1331 4) IHE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 7: Ei F - 81= 16-1B/1T Na- NA horn-1 - NDk DIAL "EIGHT J FlLLEO W01 CROUP / U ; UW'LED E01 DUWUfyOFj5PRAT BCMW OF LWEL WIN I L11dMd111ror /5 REWI AT Top PRODUCTIRENEWED Is complying 1v11h the Flarida 8' elding Calk Ac- Nance xo Gxpilryi-- Wno oSi7s T,- By STV' `OF/ fad R` OPG\,r 8AR AT TOP WIN. () It= 1- 1/2= CLEAR C. U.U. GROOT 15 REM At 8011011 OF IIMR CAVITY 7- 5 8' AcRU! BOTTO. 0 AEINIVUSIC pRovioco w UNIEL E' NOUlm87DM NARK) CRNO PARRINO 6324 CR 579 3EFFNER. R M84 L. P.E.LIC.Nn dd7u PRODUCE Ittlyis TD mmPlyio8lrith 1hr Flnridr Uuildiwg (:nJr. Accrp[ arlcu No /¢ 13vp1nUlals Dptc 2. MI°"" r-1r,urt C11,1'rnl r n r1•[s>q#?7.1:4it[#1Ltl:F I[•T— 1 T: ILE: CAST-CRETE 8" LINTEL FABRICATION DETAILS CtYi ieC! L>\flu f.\(NJ[Hfa :hlll ti fiw7tt7 4/28/2017 Florida Building Code Online 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 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certiflcation Mark.or Listing Certification Agency Miami -Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard year Miami -Dade TAS 100 (A) 199S Equivalence of Product Standards Certified By Product Approval Method Method i Option A httpsI/www.floridabullding.org/pr/pr ppp dtlaspx?param=wGEVXQwtDgsFgPhXouzz9PGbe\4dil(Ek7oGQ6z)(Ynmk°/a3d 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 SummbryofP.roducts FL Model, Number oe NaMo _ Description 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 1.1- 0602.02.0ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Qua fity Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 Other: 1, Refer to applicable building codes for required Installation Instructions ventilation. 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 pdf Verified By: Mlaml-Dade BCCO - CERRoofVentshallbeInstalledovercompositionshinglesroofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than Created by Independent Third Party: Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602, 02, pdf Created by Independent Third Party: Yes 3792.2 730 Roof Louver Aluminum Roof Louver. Limits of Use Certifidption Agency certificate. Approvedfor.use in. HVHZ: Yes_ Approved.fo.ruse.outside HVHZ: Yes F0792 R8 C CAC Lomanco 706 Serfes- NOA 11- 0602.04.pdf Im act.Resistaint: N Ap / Quality Assurance Contract Expiration Date. Design pressure: N/A ..: 08/16/2016 ' other: 1. Refer to;appficable building codes for required.- Installation Instructions ventilation. 2-1-omanco's Model 730,750,770 Roof Louvers FL3792 R8 I1 Lomanco 700 Series.- NOA 11-0602:04 pdf Verffied;Byi Miami -Dade BCCO - CERshallcomplywitha_ppl[cable building code. 3, Lonianco's Model 730,750,770 Roof Louvers shall not be installed.on-roof Created by Independent Third Party:. mean heights greater than 33 feet. Evaluation Reports FL3792- R8 AE -Lomanco 700 Series - NOX11 0602 04 bdf Created. by Independent Third Party:.Yes 3792.3 750 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL3792 RB C CAC Lomanco 700 Series - NOA 11- 0602,04.pdf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other: 1, Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 RB II Lomanco 700 Series - NOA 11-0602,04 pdf Verified By: Miami -Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Mode[ 730,750,770 Roof Louvers shall not be Installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 pdf Created by Independent Third Party: Yes 3792.4 770 Roof Louver '.Aluminum Roof Louver Limits of Use _ Certification Agency Certificate Approved for -use In HVHZ: Yes 90792 R8C CAC' Lomanco 700 Series - NOA 1t- . 0602: 04inGP - ApprovedforuseoutsideHVHZ.: Yes Impact Resistant: N/A: - Quality -Assurance Contract Expiration Date Design Pressure::N/A 08/16/2016: . Other. 1, Refer to applicable building codes for :required' .. Installation:instructions ventilation, 2.. Lomanco.'s Model 730,750,770 Roof Louvers FL3702 R8 II Lomanc6-700 Series- NOA 11-0602 Kpdf Verified By;;Miami-Dade.13000 - CER shallcomplywith:appficable buiding code. 3:.Lomanco`s ... Model 730,750,770 RoofLouvers shall not be installed o..n roof Created by Inde'pendent Third. Party: mean heights greater. than 33 feet. Evaluation Reports: 11-3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by. Independent Third Party,, Yes 3792.5 -- 770D Roof Louver — Aluminum Roof Louver Limits of Use I Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA 15-0709,09.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 110/04/ 2020 Design Pressure: N/A Installation Instructions Other: FL3792 RB II NOA 15-0709.09.odf i t Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpsJ/www. foridabUlding.orglprlpr app_dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbekgd[kEk7oGQ6zyYnmk%3d 213 4/28l2097 Florida Building Code Online FL3792 RA AE NOA 15-0709.09.pdf Created by Independent Third Party: Yes Canto :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall, If you have any questions, please contact 850.487.1395, "Pursuant to section 4SS.275(1.), Fiorida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,S, must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please click bay. Product Approval Acceptsi Ed ® 699 -. S Cl1Y1%'htETiiICtid httpsJAvww.ftoridabdiding.orgtpr/pr app dtl.aspx7param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEk7oGQ6zyYnmk%3d 313 e DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) ML4NII-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Mianu, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.goy/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than.Miami-Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-5, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Mia ni-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code. negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.inay 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 docutentation was reviewed by Gaspar J Rodriguez. A-- MMIAMI-DADEC NOA No.: 16-0510.28 Expiration Date: 08, 6/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/ 16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/t6" 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(A) Embossed aluuinum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99. TAS 100(A) 03/16/95 PRl Construction Materials LOM-013-02-01 TAS 100(A), 05/21/07 Technologies RRWA-001-02=01 TAS 100(A) 07/28/15 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peals of roof)_ Make sure the throat of the.vent'is centered over vent hole. Fasten the base to roof decking with 1 %4" alununurn annular ring shank nails. With the first nail 1'%a" 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 11/4" from roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see. 700 Series louver roof vent profile drawing). Seal allseams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 MIAMMAo: C)UNTY Expiration Date: 08/16/21 Apptoval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachinent 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 19" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf " cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply Y2" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net. Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shallnot be installed on roof mean heights greater than 33 feet. 4. Lomaneo's Model 730,7501750-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 Coda and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . MIAMI• pADE tOUN?Y EXpiration Date: 08/16/21 Approval Datet .06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A I NOA No.: 16-0510.28 MIAMI•DADECOUNTY Expiration Date: 08/16/21 Approval Date: 0613.0116 Page 5 of 9 DETAIL B NOA No:: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page6of9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTRNFR i raV 1 L` -1% NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C Florida i3Oding Code Online nrr le BCIS Home I Log In I User Registration Hot Topics Submit Surcharge j Stats & Facts Publications FBC Staff BCIS Site Map I Links Search FI ridgy Product Approval USER: Public Userprr- Product Approval Menu > Product or Aaolication Search Application Lis[ > Application Detail FL # FL15216-R2 Application Type Revision - 2 " a Code Version 2014 a 4 Application Status Approved Comments Archived [j Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap:com Authorized Signature - Eduardo Lozano elozano@interwrap.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 0 Evaluation Report - Nardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59.166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Knezevich, PE El Validation Checklist - Nardcopy Received Certificate.of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http:llcvtvw.Iloridabuilding.erg/prtprapp_dtlaspa?pura YGEVXQ,Nv[Dgv3yU.UKTZ1QRAdby[2u8kQGQyQjaHliVeiOpVSvxwSdCoQ%3d%3d[812412017 L57S9-PMI-..... Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products; 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No EL15216 R2 II31015 04 FiNAi. pg INT RwRAP RHINOROOF FI 1 G21F Approved for use outside HVHZ: Yes R2,12df Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Created by Independent ThirdParty: Yes Evaluation Reports FL15216 R2 AE 7n15 04 FINAL ER INTFRWRAP RHINOROOF FL1521& R2 12dfCreated by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 8SO-487-1824 The State of Florida is an AA/EEO employer. Copvdahb 2007-:1013 Stateo' Florida :.: Privacv Statemeri :: A iblity Stat m n` :: gefund G at men Under Florida law, email addresses are public records. 13 you do not, want your e-mail address released In response to a public -records request, do not send electronic maii to this entity. Instead, contact the office by phone or by traditional mail. If you have any questlons, please contact 850.487.1395. *Pursuant to Section - - 455, 275(1j, 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. Theemalls 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 harp_ Product Approval Accepts: Credit Cares Safe http:// wanv.floridabuilding.org/pr/pr_app_dtl.aspx?parm vGEVXQwtDgv3yVVKJZlORAcUiyl2u8kQGQ),ljR IhVeiOpVSvxwSdCoQ%3d%3d[8/24201Z1:57:59-PM].., TRINI ; ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert 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`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59165, Florida DCA ANE1983 The. facsimile seal appearing was authorized by Robert Nieminen, P,E. an 04/27/2015. This does not serve as an electronically signed document. Signed, sealed ha, dcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it Intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. 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, PE. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i TRII\ I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, TSS07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Enti Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 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 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 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 RhinoRoofU20 Yes No I No I 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 1S07 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2 of 3 I A r' F r 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. 6.43 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12rinches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product: 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA.entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc:-ETL/Warnock;Hersey— QUA1673; (604) 520-3321 Exterior Research and Design, LLC. Certificate of Authorization p4503 END OF EVALUATION REPORT - Evaluation Report 14051D.02.12-R2 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13. OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance:02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhInoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced' Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The' Evaluation Report number preceded by the words "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 wasauthorized by Robert Nieminen,. P. E. on 04/2712015. This does notserve asan electronically: signed document. Signed,sealed hardcopies have beentransmitted: to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2, Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates, 3. Robert Nieminen, P.E. does not have nor will acquire,a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 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: TRINITY!ERR ROOFING:COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3,, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss. on ASTM. D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 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 11 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 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 Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or 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 typeof prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITY 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, I.I.C. Evaluation Report 140510.02,12-R2 Certificate ofAuthorizotion #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code Online 8CIS Home 1,, Log In User Registration I Hot Topics Submit Surcharge Stats & Faci i Product ApprovalUSER: Public User Product Approval Menu > Product or Application Se§Lctt > Application Lis[ > Application Detail FL # FL5444-RLO w ApplicationType Revision Code version 2014 Application Status Approved Comments Archived Oroduct Manufacturer CertainTeed Corporation -Roofing Address/ Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark. d, harner@saint-gobain.com Authorized Signature Mark Harper mark. d. harner@saint-gobain.com Technical Representative Mark D. Harrier Address/ Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@sainL-gobain.com Quality Assurance Representative Address/ Phone/Email Links € Search 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-59166 Quality Assurance Entity UL LLC Quality: Assurance Contract Expiration Date 03/09/2020 Validated By John W, Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R10 COI 2016 01 COI Nieminen,pdf. Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 https:// www.floridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgtahlg07CSsoycOrl28CcpCJinUeXwTibKvlUzOW4hL8w%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/0812016 Date Validated 12/14/ 2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/ 2017 jagof Products FL # j Model, Numbeeor Name Description 5444,1 j CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles LimitsofUseApprovedfor 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 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 FLS444-Ri0 Qdf Created by Independent Third Party; Yes Contact Us :: 2601 Blair Stone. Road Tallahassee Ft. 32399 Phone:.850-4B7-1824 The State of Florida Is an AA/EEO employer.. Copyright 2007-2013 State of Florida :: Privacy Statement :; AccessibiliV 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 tothis entity. Instead, contacttheofficebyphoneorbytradltlonalmail. If you have any questions,please contact 8S0.487.1395. -Pursuant to Section 4S5.275(i), Florida Statutes,. effectiveOctober1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalis provided may beusedforofficialcommunicationwiththelicensee. However email addresses are public record. If you do not wish tosupply a personaf address, please provide the Department withanemailaddresswhichcanbemadeavailabletothe. public.- To determine if you are ai licensee under Chapter 455,. F.S., please click here . ProductApprovaIAccepts: fi+01rEi •1METYitGS https://www.floridabuilding.org/ pr/Pr_app_ U.aspx?param=wGEVXOwtDgtahlgO7CSsoycOrl28CcpCJinUeXwTibKvlUzOW4hL8wg/dad`/d3d 2/2 f I EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certficate ojAuthoriiation #9503 r r- 353 CHRISTIAN STREET, UNIT #13 GRD OXFORD, CT 06478 PHONE: ( 203) 262-9245 FAX: ( 203) 262-9243 CertainTeed Corporation 20 Moores Road Malvern, PA 19355 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`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 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) 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 "TrinityjERD Evaluated" may be displayed in advertising literature., If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This Evaluation Report consists of pages 1 through 12. Prepared by Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen,. R. E. on 12/08/2016 This does not serve as an electronically signed document. signed, sealed hardcopies have been transmitted to the Product Approval Admtnlstratcr 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 IERD nor Robert Niernmen, 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. T.IIJITY ERC? 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 2009 1507.2.7.1, R905:2.6.1 Wind Resistance ASTM D7158, Class H 2O08 REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL(TST 1740) ASTM D7158 05NK08037 06/28/2006UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 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 U1 LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014ULLLC (TST 9628) ASTM D3161 & D3462 47BGS70826 02/12/2015 ULLLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05- 1111 Certificate of Authorization N9503 FBCNON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY ERo 4. PRODUCT DESCRIPTION: 4.1 CT201", XTT" 25, XTT" 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 TM IR, Landmark'" Pro, Landmark'" Premium, Landmark'" TL, LandmarkT" Solaris and LandmarkT" 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 TILT" and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras", Highland Slate`" and Highland Slater" IR.are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 PatriotTM is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge", Cedar Crest'", Cedar Crest" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinityi ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versionsthereof, 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 1507,23.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D71SS, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasa = 150 mph (V it = 194 mph). Refer to Section 6 for installation requirements to, meet this wind rating. 5. 4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in, accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,sd = 150 mph (V,it =194 mph). 5. 4.3, Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5. 4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed In Section 4.1 through 4.6 (except Presidential Soloris') exceeds the calculated uplift force (FT) at a maximum design wind speed of Vsd = 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, I.I.C. Evaluation Report 3532.09.05-1111 Certificate of Ruthoritatlou #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2and 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 andtheminimumrequirementsherein. 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 CT20"", XTT 25, XT' 30, XT"" 30 IR: LUW AND STANDARD SLOPE ENGLISH 12" 12 12• i-( 305 mm)— 00 Tmm)——(305 (w) +j t- 1-(25mm) Sealant 1"(25mm) . 5s/ W'045'mnt) — 5 r12' for At t*uod Plant T iMETRIC nl"( 25nmn) 1"(25mm) Sealant 6 r1o„ Figure 113; Usefourhallsforemyfallsbtngla STEEP SLOPE Use four nails and six spots of asphalt roofing cement* for eery Tull shingle ( Pigtaa 11-4). Asphalt roofing cement meeting ASTX D4586 4e" II is, suggested. I Roafing Cement 4 Apply 1" (25mm)spols of asphalt roofing cement undereach tab corner. Figure 114 Use four nails ewd si r spo ofaspGalt rztt<ent on "steep slopes; CAUTION: Excessive use of roofing cement can cause shingles to blister. 6.4. 1 Hip & Ridge for CT201XTT' 25 XT'` 30 XT` 30 IR: Cut Shingles 51mm)1 ' 2" ( 50 nm) --Remove-- 7 . if l ILCap3m)Shingle 5' (8 Shy Y C Figure 11- 24• rtl tubs, tben firing back to nmka cap shingles L145 `oc Noy r Dols P al GrtglJsb atnrenslons Shown).`r,>> I'Z Figure 11-25: lnSfii&ttlon of-rutis along fire Lips and rfdgec. 6.4.1. 1 For ASTM D3161, Class F performance use BASF "SonolasticO NP1'""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532. 09.05-fill certificate of Authorization #gso3 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 4 of 12 6.5 6.5.1 f fT y` 1 1 1 If'aFi f 1 ERQ ARCADIATM LOW AND STANDARD SLOPE STEEP SLOPE se' SIX nails for eveq fall shingle located as shown hehm; F sc SEX nails attic FOUR spots of asplialt tmoriag cement for cs"ery full shingle, as shown isclot+. Allpl)' .tsphah roofing crntcia I"(25 nim) from ed+m of shinlole. Akj)halt roofing cia:ent nu e in; ASIAt 1)'w686 Itpe [ I is su>r esud. t' ( 25 irany I' 125 nvN --1 1 - 1Natl L,. LAI Ih.-a ( 1" t?fi nvry t't'g Irml-+- I Fr: nrc, : t e siv nail for everr,fnil shingle. J: l.so fix itrrits crud fart". gjotsg/,asphall rpq/ iqq ccnrerrt orr .O ep s(bpes. 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 "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 eachside of the; shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive,; and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand - sealing adhesive L'. 14- 3/ 4" —- Dab of asphalt 1 cement behveel) shingle layers Exterior Research and Design; I.L.C. Evaluation Report 3532.09A5-1111 Certificate of Authorization #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/O8/2016 Page 5 of 12' TRINITY! ERD 6.6 BELMONT'""; Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21.12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement*' for ever} full located as shown below. Belmont shingle- Apply asphalt roofing i cement 1° (25rn ) from edge of shingle. x f / See below Asphalt roofing cement rneeting ASTN4 D4586 Type II is suggested. f •G'rr::n} f t 1 '1 61rsinj 6.6.1 Hip & Ridge for Belmont'"': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest—, Cedar Crest'" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge 12" 18" Exposure Remove tape t . - from the right side r g° and fasten SECOND Fasten thee,,X , 8Cmov. I[?ff Slde ° RIGHT This Tape, FIRST LEFT Figure 17-I9: Lnstailatioil Qf S'lrangle@ R/(ge sb1g,1es Figure 17.18,• ShanAle" RlrlRe: 0n b1ps and eldges.: 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPiT"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC, Evaluation Report 3532.09.05-RllCertificateofAuthorizationp9503FBCNON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 TRINITY ERD 6.7 CARRIAGE'HOUSE SHANGLE® AND GRAND'MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE Use rive, )sails for every fnit ShauJe. 25 mm) / !25 mm t 5I3`' 8 5M t6iom) '220 ntmtIL. -A. Figure 17-- J l re f -a nniR fi r er-eq fillfhIwnd;Ih nor sbmtgle; f.rrriinge nortec 11nugle. ar rknlenwaiStale. 1 ve so elk nails 101(l [face. spnis of asphall roofing Cement for every lull Crand3Mtor Shan-0c. Us(- In'c nails andifirce 110ts of asplmh roofing &meat for evet4 lull Ca riae . lfoase:Slimfgle and Cen(elmial Slaw.. Applyasphalt_to4lig camera 1" (2a ti)1n) from Lxlge ofAlingle Urlgtcry 17-5)--A'spllail rooting cervical meeting MWX P-15861pe It Is stiggested, or less . r25 inn•) /%; ? j 5l8 v i& mm)ir P, rrree17-5.11'frenimoribi Giunditteia<,S`teeugkrxoirsreep.drtpe, nse , ro+'in lraile and three "p)1w r frtspGirltranflr:'g a emenf. 6. 7.1 Hip & Ridge.for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle' Ridge hip and ridge shingles 6. 8 LANDMARK'"', LANDMARK'"` IRt - IbM' ARKT"' P"ROr" LAN DM ARK_7m,*kE MIUM, LANDMARK'"' TL, LANDMARK m SotARIS, LANDMARKT"' SOLARIS IR; NORTHGATE: LOW AND STANDARD SLOPE METR(( DIMENSIONS 17, 143/4" 12" 305 mm)-(375 mtn)-- (305 mrt)- 1 ( 25 nun) le .,.< 1 (25 mm) ReleaseTape ---- — - — h' allabir;:j Fkred LANDMARK Tl NorthGate: VIDr. t. ntxt It 1414' A? ik-,n f+ {3G5intr:i-.-tL-_+.—_ [375min)_ ' I kallro s 13if2" 13" 131/7" 343 mm) -(330 mm) (343 mm)--j 1" ( 25 imn)=-) - tl, qua,1, 4: Vsefour-uuil,•;/arrnre)-firll shinye.° r ( 25n ) I f y '"ePpei ."al I fluwer nail{r.e 1' 125 niml---`•I_ Naj' mg areas for Imv and standard slopes (Imm 2:12-tom 2112) NObet? m nViI;etAkw t esav1'OOwnabovi" Exterior Research and Design, LLC. Evaluation Report 3532.04.05-1111 Certificate oJAuthoriiation 119503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE USe SIX naih sntd (Our ;J)OL} of asphah rool'ing content for every full lamiituted shingle. 'See 601mv. Asphalt roolinri cement slionlil meet ASTA1 D"i5,90 IYpe. IL Apply I" spots ofasph;dt roofing cement unde each coiner -And at about 12" to 1 " in from each clge. METRIC DIMENSIONS ram. Cry' ..--i+1a/4 12"-- 305 rem) (375 mrn) (305 mm} 1 r1a mrri} { i (25 Release Tape I Nail Area j For Sleep 1"— 1I 2,5mm) --- - (_ mn. 1 Roofing Cement I 75 TRIM T 0 € ERD LANDMARK TL 131/9" 1343 mm) 13„ 330 mm) i 13112„-- 343 mm) 1 "(25 rnrn) 1 "(25 mm) 25mm) {---- Rooting, Figure13- 5: Use siv nails andfbur spots of asphaltroo)? ngcement on steep, slopes. NorthGate: STEEP 12" 14-314' 121, SLOPE — 305 mm)- — NAILING (375 mnrp (305 mtn} AREA I Nailing Lunits 1"(25 m,nl) behn eeTt I suer 1"(25 mrrl, nail Ines. 1" 25 mm) Nailing areas for steep stapes fgreater than 21.12) and "Storm - Nailing" Nail between lower mail lines as shovin above. 6.8. 1 Hip & Ridge for LandmarkT"" Landmark" IR Landmark- Pro Landmark'"" Premium Landmarklm TL Landmark"" Solaris, Landmark'" Solaris IR NorthGate: 6.8. 1.1 Option 1: ,Shadow Ridge- or NothGate Accessory 12" 97/ w 305mm) (250mm) 05/16' 41511E 150mm) T ( 150mm) (125mm) I (125mm) for 12' / 7 305rnm} Notchesfor Aligmtien"a r the Top Edge of the Previous (180mm} L ___/ Capfor {125mm) Exposure English Dimonsion Shadow Ridge," Notch for Centering lnrn) Notches for Alignment to the Top Edge of the Previous 75/8" Capfcr55/8"( 141mm)Exposure (196Imm) Metric Dimension Shadow Ridge — Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorization H9S03 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 TRINITY ERD L aI u t2.hxs) AI4 Ie ---(333 s• mm)__._--r cerinl( n hl<aich ( l 6 S!6 B 518"- fff ( 168 mm)l (159 mm) 337Centering Allynthe / _ Notch i ,folkst: t(v T5+if' t3 t/V dqe 9n ( 13rt) (337 mm) 4t1Align meso o.Jitti7518" notches to top (194 nirn). edge ofPreviouscourse. NorthGate Ridge NorthGate Accessory 12" 3p Inm) - Laying Notch I I S' Wasure I I II_ IJ 1---'C Figure '43 20., Use laying noklvm to center sbinglm on bias and ridges, and' to locate tbe-con-ecl gposuro. 6.8. 1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP2'"" 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 3532;09i05-R11 Certificate of Authorization #9503 F13C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 6.9 I PRESIDENTIAL KETSHA"', PRESIDENTIAL SHAKE LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nailing tr----- 40" Guide Ones (1016 min) 5 114' — 1a3 Mill)LII . . . . 14 i14 ` i t(2' 18ni(nj (362 mm) I NOTE: Apply nails on painted guideline. Figure 16-6.• Fasten ingPresirletztint and Nesiden lid TL Shake shingles orr£om and sland44slopes r g z TRINITY i ERD iR, PRESIDENTIAL SHAKE TUM, PRESIDENTIAL SOLARIST"t STEEP SLOPE: For steep slopes, use nine naffs for each full Presidential shingle and apply 1' diameter spots of asphalt roofing cement under each shingle tab After applying 5 nails in between llte nailing guide lines, apply 4 nails T' above tab cutouts making certain tabs of overlying shingle cover nails: 1 1 1' diametor'asphalt roofing nernent. Figuiv 16-7.' Faslenin; Presidential and Presidential T/L Sbake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake`"", Presidential Shake'" IR Presidential Shake TL'" Presidential Solaris'm: 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can.be used,for covering hips and ridges. Apply shingles, up to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- tenen. The fasteners must be 13/4" long or longer; so they penetrate either 3,4V Into the deck or completely through the deal. Presidential accessory comes in mo different sizes: Accessory produced in Birminghatn,.AL is 12 x 12" Portland, OR produces 97/8" x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest'"" IR hip and ridge shingles. 6.10 H'ATTERAST'",: LOW,, STANDARD AND STEEP SLOPE: UI rtnn} 'l.:Ni nun} {d:ftl nun) (7JiiNnrl I r230 nUn) (23i1 Ituit) (2,A rvin) {23(I (Np 25nm1}`.1 -- 25 mfn) 11Aomm) SI M` 240 mrn) ITootiaq Cement _._...._ FljfflY lS 7: r(ak'lll/!( ((pl7(Y(tt V(Il fl(l f 1f1:1 (1wfj,171J£"7 five sine p elnlxx nie rim tmik and eiIfl ims of :L Jlh dl rwkg r0guaeLS--3: &W"ni r firpi ns.Skirv;-ies oil ce.mvilt for r wh fill n:u W-t" shingle as Amw abwc. Appl¢ 1" Porrout. Q(andvixiRo es 25n13n)duimclCr spnl5(tr rnoGng-cautclrf 04"YR6'f\'Ix;'ll Gar kAr and s(and:ird sh>ixs, use rive nails for each full u rucl} uaderm h mh corny presss!»nT.ftIWO place; (10 no( llaftel' z shingle e15 Mlown ;tkavc. CCPb C C011c.l. cAlrrlun: Ttul n1Url! m(Ifiq G"'InlJl) t.tn c:A,rc Jlii(1i:h'i-SU-hhSiCJ'. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FRC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 l J TRINITY i ERD l 10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option is Accessory for Hatteras Figure 15-14, 18 tfiree-Pece units separate to make 54 Hatteras Accessory,shin&.. 6.10.1.2 Option"2: Cut Hatteras Shingles 6t,-- 230 MM jI 203 rnm)I460MM) Cap Cap Cap Shingle Shingle Shingle Figure 15-20. Cut Hatteras shingles to make cover cap.Figure f5-21: Installation of caps along liips"and ridges: 6 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6,11 HIGHLAND SLATE' .1-11GHLANO SLATE'"'III-- LOW AND STANDARD SLOPE STEEP SLOPE. Use FAT nails,and F ICli1'spots of asphalt roofing -:cement* for-rach- em.% fu8lfighlanil State shingle. For SIlami-Dade, SIX nails"are required: 1 Apply t- diameter -spots of asphalt roofing ccmeut under each tab corner. Asphalt roofing cement meedng A:S'11l U458614ye ll lssuggcstM, Figure I L-3: Use FIFE nails for every ftbland Slelo sbingia Ii i,nJ' tau nl ir3a ^m} —M. --0 n nml Y7^ 91- 0exrequlex SIX j.d 0-1, wtor Roof4rg Cement Figure ll ;jai;. Use MIN nails and eigbtspots ofnrp/all roriltng ecinraul under each tab corner CAUTION;. McessiFe use of rooting cement can'cause shingles. to binder. 6. 11.1 Hip & Ridge for Highland Slater", Highland Slate'" IR`: Refer to instructions herein for Cedar Crest'"', Cedar Crest- IR or Shangle Ridge'm hip and ridge shingles: Exterior Research and Design, LM Evaluation Report 3532:09.05-Ri1 Certificate of Authorization N9503 FBCNON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 Use [01 It nails lot' cmy fi,lt shingle located :is shaNrn_ belotv. 3nalarfl 5 J'd i,?'i mPi I i i 75° :l :. S., fr Ise P(Wli Rails sad four spots of'asphalt roofing cealeni for exely Gill hilelde as shown hclbtx Asphalt i•oafiag central ucrtiil AS"f\t U 5lI6 Tgpe If is sot,c etL.Apply I'(2i nun) spots aCasphnh rctrllfn l'CIIiCIII ;Li Xhltl{YI. CAL Ift\ [,tz;cssive a 7t oCeooCng ceincni cal rglsr shlagles w hlistre. 1 ,_ JRooting Cement snaj :33?;r CAB r*r 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar CreStTM, Cedar Crest'"` IR, Shadow Ridge"" NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CIA entity for information on which plants produce products covered by Florida Rule 61G20-3 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 3532.09.0-1111 Certi&ote oJAuthorization k9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 r TRIM ; ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Cert ficate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX; (203) 262-9243 Evaluation Report 353209.05-1111 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) ERD requires. a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation; Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request; a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robertl.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA 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 hardcppies have been transmitted to the Product Approval Administrator and to the named. client CERTIFICATION OF INDEPENDENCE: 1. Trinity.I 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 I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen; P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. 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. TRINITY' ERL7 ROOFING SYSTEMS EVALUATION: I. 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 5th Edition (2014) Florida Building Code and 51h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905,2.4 Physical Properties ASTM D3462 20091507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 20091507.2.7.1, R905.2,6.1 Wind Resistance ASTM D7158, Class H 2008 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998UL (TST 1740) ASTM D3161 99NK26506 11/23/1999UL(TST 1740) ASTM D3161 03CA12702 05/27/2003UL (TST 1740) ASTM D3161 03CA12702 06/16/2003UL (TST 1740) ASTM D3161 03NK29847 10/03/2003UL(TST 1740) ASTM D3161 04CA11329 05/24/2004UL (TST 1740) ASTM D3161 04CA32986 12/03/2004UL (TST 1740) ASTM D3161 05NK07049 04/15/2005' UL (TST 1740) ASTM D3161 05NK16778 05/12/2005UL (TST 1740) ASTM D3161 05CA16778 05/12/2005UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005UL(TST 1740) ASTM D3161 05NK22800 06/22/2005UL (TST 1740) ASTM D3462 R684 09/21/2005UL(TST 1740) ASTM D7158 05NK08037 06/28/2006UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009UL (TST 1740) ASTM D3462 10CA41303 10/07/2010UL (TST 1740) ASTM D3161 10CA41303 10/08/2010UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010ULLLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013ULLLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTMD3161478738035711/09/2016 UL LLC (QUA 9625) QualityControlServiceConfirmationExp. 07/03/2017 Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report3532.09,05-R11 FL5444-RIO Revision 11: 12/ 08/2016 Page 2 of 12 7 J TRINITY ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT` 25, XT'" 30 and XT'" 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House ShangleO, Grand Manor Shangle®, Landmark", Landmark'" IR, Landmark`"' Pro, Landmark'" Premium, Landmark`"" TL, Landmark'" Solaris and Landmarks" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'm 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 HatteraSTM, 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 RidgeT", 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: S,1 This is a building code evaluation. NeitherTrinity)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. S.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: SAJ 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 Va,d = 150 mph (V,;I, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and. NorthGate Accessory require use of BASF Sonalastic 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 Vmd = 150 mph (V It = 194 mph). 5.4.3 Classification by ASTM t)7158 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 specificto 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"rt = 194 mph) for residential buildings located in Exposure D 'conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet, The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this, Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. S.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.0S-R11 Certificate ofRuthorizatlon 49503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. 1 TRINITY ERD 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 orR905.2.3. 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20`"; XTT"' 25; XT`` 30 'XT`" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mm) 005 ran) (305 nun)—+ 1"(25mm) Sealant 1"(25mm) 5 s/a" (145 mm) — 5 112"to' N&r vod Plant METRIC 13fiP" 13i/e" n(25mm1"(25mm) Sealant 6'fe" F'tgrerr,11;J: Use four nails, ar every full sblugte. Use four nails and six spots of asThatt roofing cement* for every full shingle (Plgurs 11-4). Asphalt roofing cemegL meeting ASTM D4586 Type it is suggested. I - Roofigg Cement Apply 1" {25 m(n)spots of asphalt foofing cement under each tab corner. Figure 11=4: Usefournails andslr sfiots';ofaeplAdl, coirre•rton #&p slopes CAUTION: Excessive use of roofing cement can cause shingles to blister-. Hip & Ridf=e for CT20'"" XTTM' 25 XT`m 30 XT`' 30 IR: Cut Shingles 2" (50 rilm) 25 mrn)) I Remate ,,_ E f1 It tI! 11 11 f——— Q12 Cap cap Cep ni) Shingle Shingle Shmple. Figure 11-24. Cul tabs, then trinF birch to urnku cap slrtngfas tngtlsb ditimnsfons shown), 1de` mml ORO\ ll` I. dot Za v+ooa P Figure 11-25: Installation of caps along the bile and rtilgp 6. 4.1.1 For ASTM D3161, Class F'performance use BASF "Sonolastic" NPI'" adhesive or Henkel "PLI Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 CertificateoJAuttioriz6tionp9503FBCNON-HVHZ EVALUATION F11. 5444-1310 Revision ll: 12/08/2016 Page 4 of 12 TRINITY'ERD 6.5 ARCADIA*m: LOW AND STANDARD SLOPE STEEP SLOPE palls for aaet full shingle limatc J as shays helots: f ae SIN. nails trod FOUR spo4-of asphalt rooring c ment for (TWIN fall shtu!,le as sholtn below,.lppli asphalt roofing cement 1"(25 pint) r- —r from edge of shingIv. Asphalt roofing cement meetiii.-,ASTM D 4i86 1lpe If is slq gusted. 1 - 7' i25 run; V t75 wil -a- htafllire i - bail -- •-i Nalt lip. - 1— 1'(25.Til!) 1' 0 ".4 . iI LlFipnrc=:l,sn si.l. "ui/s;for <:cenJirlt c[,iug/o. Cr .t:r a ufre3: Liu sir ne ibr and,lbur ,s tots irf'aspljnit Foafiug eciuent on Steep slopes.. 6.5.1 Hip & Ridge for ArcadiaTM': Cedar Crest'", Cedar Crestm IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum Y.-inch embedment, into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Glass. 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 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand-sealfpg adhesive 4" 114" r-- Dab of asphalt cement between - shingle layers I.r Exterior 'Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate ofAuthorization #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 7RIITY ERD 6.6 LBELMONTu": Low and Standard Slope Steep Slope (greater than 21:12l: 2:12 to 21:12) Use SEVEN naffs and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement*" for every full located as shown below. Belmont shingle. Apply asphalt roofing f cement 1" (25nim) from edge of shingle. G y See below. Asphalt roofing cement meeting ASTkI D4586 Type 11 is suggested. leas L n rlvi a mI r,)is ir., xr- ,j --^ 1 i:5;r3r. / f'12S rtu5,'.--^ •— 6. 6.1 Hip & Ridge for Belmont'TM: 6. 6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest— IR hip and ridge shingles. 6. 6.1.2 Option 2: Shanglel Ridge Figure 17-18. Shangleo Rj'dge. I a, Exposure Remove tape from the right side g• and fasten SECOND Fasten the ,,--," left side 5 RIGHT FIRST 8Is LEFT T/, gure.17-19.•_Iris/nllati(wrgfSbangteOItid e-sbiugles on !. rips and ridges. 6. 6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 CertificateofAuthorization#9S03 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 6 of 12 6.7 I CARRIAGE HOUSE SHANGLE® AND GRANQ MANQR LOW AND STANDARD SLOPE l u Crr c [tails for eyetshilt Shan ;le. I l ifim} 1229 rim) ygnrrr 17-1 t;:re firxr nurlrJrrar every fidl firruulalrarnrihurrg&r, rnriergv7lnruc. tibunb'lo,.or fea/anrrhrZSlate. fRINITY ERD HANGLO: STEEP SLOPE tine seven nails and three spots of asphalt roofing cement for every full Grand .Manor Shatioe. Use Gee nails and duce spete'of asp11311 roofing cement for every fill[ Carriage 16cusetSliangie'and Centennial Slate. Ajiply asithalt roofing u.ment I" (Lj non) from edge of slringle Qgitre 17-5). Asphalt roofing cemew meeting ASTM Dd58619c 11 Is Suggested. J or Wss I 852. 22t7 nua; Figum /74., Wbea irtriall1q, 6rernd.Naw -Sb<r r9h?x i/r,rle'eP doiVs. nse sermon bads and itree slvO njaspbaff m(yhrgemnentt: 6.7.1 Hip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6.8 LANDMARK',", LANDMARK"" IR, LANDMARKr- PRO; LANDMV RK'"' PREMIUM, LmAdMARK'`".TL; I,AN[)M1t1ARK"m' SOLARIS, LANDMARK"" SOLARIS`IR, NORTHGATE:, LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/1" 12" 305 mm) --(375 rrrm) (305 nim) -{ I (25 nurq RelcaseTape r (25 mm)-. Naiiable Area LANDMARK TL NorthGate: 13'12" 13'" 131/2" 343 nim)---+--(330 mm)-- --(343 min)--1 1" (25 mm) 1" (25 min) --• Flgnre I;i.d l:u fr nr-milt fir errq fidl s/iuQlt. y&-L uap.lsn IZx 14 111V ;7 1105 mmi -+- — t375 min)- 1 Naik abmt5 t "i pp rrallno" i[ i' {25 mrotj /I ower Of Ire I #2fi s n}— f AjIng ariatt for low and standard slopes (f om 2:12 to 21121 Nal aet{-wn qrw l k-'wo 1 ay d; Cr wn,00'."a. Exterior Research and Design, L-C. Evaluation Report3532.09.05-R11 Certificate .of Authorisation N9503 FBCNON-HVHZ EVALUATION FL5444-R10 Revision It: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nai)s end four spots of asphalt roofingremen[ for every full laminated shingle. See: below, Asphalt roofing cement should nice[ XS7;t1 U4586'I}{re 11. Apply I" spot,- of. asphak roollan Cemem uncle each corner and at about 12" to 13" in front each edee. METRE( DIMENSIONS 12" -- 305 :Nn) Nail Arm._i `----- Gin Steep 2.5mm) ---- 375 min) 1 (305 min) lease rape i"{25 min) ' ing Cemen! I STEEP 12 SLOPE- 1---(305 r NAILING AREA I re i•- TRINITY 1 ERa LAN DMARKTL 131, 12 . 343 min) 13„ 330 min) 131/ 2'" 343' mm) r+ 1 "(25 rnrn) 1,` (25 inm)-- Figure 45 ,5: Use six path-andforr)• spots of 1 aspbalt roofirrg cement on sleep $Iqx ' HIM. NorthGate: 1444" 12" n} - ( 375 mft ost ---( 305 mm)- MmT) Naillno rmits 1` r- nntl rnac Nailing areas far steep slopes (greater than 21:12) and " StOtilFNalling„ Nail between lower 2 rail lines as shover,, above. 6. 8.1 Hip & Ridge for Landmarks" Landmark" IR Landmark'"" Pro Landmark'"' Premium Landmark*"" TL Landmark"" Solarls landmark"" Solaris tR NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'"' or NothGate Accessory 12" 97l8" 305mm) ( 250mm) 41511G— 150mm) ( 150mm) (125mm) '125rhm) t Notch for Centering 12" 131/4" 5mm) N tchesfor Alignrrreht to 7, 337min) L the Top Edge of the Previous (180mm) Capfor5{i25nuq)Exposure J English Dimension Shadow Ridge - Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVH2 EVALUATION 7 8 196mm) Metric Dimension Shadow Ridge- Evaluation Report 3532.04.05-R11 FL5444- RlO Revision 11: 12/08/2016 Page 8 of 12 e 2,+;1: p.,w =*uil,- I 1 i16"125t^tl'1 y ;) Ctr..h Ncichtlnj AlIt7Fl thvss f r L hrs to top T 5+E' echje gi' (104 mm) j.n JIStiUS '7Y.t59 NorthGate Ridge TRINITYERD 13 1/8" t'68 mm), 168'mm Centering 131/4' Notch 337 mm) Align these notches to top 7 5/8. t94 nim) edge of previous course. NorthGate Accessory 12" 30.5inod Laying Notch t I i li I Figure 13-20. Use.laying note/w to center s8tngteu.on bips'and ridges, andto 1ccrrtA-tlre-c6nvc1 ezposur'e. 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 Report3532.09.05-R71 Certlflcate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY 1 ERA 6.9 PRESIDENTIAL SHAKE""; PRESIDENTIAL SHAKE'"` IR PRESIDENTIAL'SHAKE TI-T"", PRESIDENTIAL SOLARIS ": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nalls for each full Presidential shingle and shingle as shown below. apply I- diameter spots of asphalt roofing cementunder each shingle tab. After applying 5 nails in between the nailing guide lilies, apply 4 nails T" Naling 1. 40" --+{ above lab cutouts .mal(uig certain tabs of overlying shingle cover nails GuideUnes101Gmm) t33 mn>) 141f4" i U2? .18 mrn) (362 mm) NOTE: Apply nails on painted guideline. Figure 16-6' Fruleningl imklenfial andPresidollial TL SLnke shingles on lour and standard slopes: 1' diameter asphalt ruoling cement Figure 16.7: Fastening Presidential and Presidential TIT, Sbake sbingles on steep slopes. 6. 9.1 Hip & Ridge for Presidential Shake— Presidential Shake" IR Presidential Shake TL'", Presidential SolarisTM- 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles'up.to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners -must be 13/4" long or longer; so they penetrate either 3/4"-into the deck or cbmpletely through the deck. Preslde.ntial accessory comes in two different sizes: Accessory produced. in Birmingham,. AL is 12" x 12"; Portland, OR produces 97 8" x 01/4" accessory 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastice NP1'""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR hip and ridge shingles. 6. 10 HATTERA57M LOW, STANDARD AND STEEP SLOPE: 230 mm) (2'3ptnto) (230 min) (7.30 mm) 1' I t" 25 mrn) (25 mm)_I q 4 240 r: r g _. 13ootinq cement..-..._..._-_..-._.. Zd(1, mm) fiturpJ. S•j: tinY[y)Lrt finlleras.Ci ixglrr na Corr and Randan! slolies For luvv and'hind rd slopes. (Ise rite nails for rich (all INI( enis silllfgh' ai l N)1171 Nilnt7': Exterior Research and Design, L-C. Certificate ofAuthorization #9503 FSC NON-HVHZ EVALUATION FYrrni, li..); !'o;+lrnio(; ILrth+'nr.Tluu(drr "n ,t'hti.Y1/as Few Neel dope" o.:i: rice wels :ind eight sIms of asphalt rooffig. remelt( for each hit(11:lieru ih 11"11, is shtnvdaliove. Atiplr I - Mom diaoicier; nxA atroofio;.Crnttrol (A.Mf 1)'1586 T-fxl11 srg eslcdi toodri (:tdl rib corner. Pressahlm'k loth ptaa; do ant V" p ise Cr meld: CAUTION: Too toodiroofiog anneal Vita came.shiogies to blister Evaluation Report 3532.09.05-1111 FLS444- R30 Revision 11: 12/08/2016 Page 10 of 12 i TRINITY, ERD 6,10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 18 tbree piece uritts separate to make 54 Hatteras Accessoryshingles: 6. 10.1.2 Option 2: Cut Hatteras Shingles 6. 10.1.3 6. 11 9"— 230 mni) 1 f I d 2034601,. CaP CapaP Shingle Shingle Shingle Figure 15-20: Cut Hatteras shingles to make cove' cap. Figure 15-21r Mstallatfon of caps along hips and ridges. For ASTM D3161, Class performance use BASF "Sonolastic® NPl""" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, HIGHLAND SLATE"",' HIISHLAND'SLATE'" IR`. . LOW AND STANDARD' SLOPE. SHIP SLOPE: r Use, FIQ nalls and EIGHTspots of asphalt roofing cement* for. each ro re, mm p o a ago+ter fiill Highland Slate shingle. for lilaml-Dade sir awls are required, Apply 1' diamcier spots of asphalt,roohng cemenc under each tab. corner, Asphalt roofing cement meeting AS'Ibl D4586't'ype It Is suggested. Figure, 11- 3 Use MIT nails for every Ifigb1and .Vale, sbingle u5'nmEl. f2i—I— SIX M Weer "de, irvintni aver rsnfec - ml+wt s sfioer.,j: -- Roofing Cmisni Ffgurea1-3. 4:- Use FITT nafls,and sJgbt spots of ucp6rvlf roo/tng L 'mart undar eaeb fah corner. CAUTION: Ucesstvcuse of rooOngcemenixali cause shingles to blister. 6,11. 1 Hip & Ridge for Highland Slate'"", Highland Slate'" 1R: Refer to instructions herein for Cedar Crest"", Cedar Crest"IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, L-C. Evaluation Report 3532.09.05-Ril Certilfcate of Authorizatfon #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 11 of 12 t TRINITY t ERC} 6.12 PATRIOT*": LOW AND STANDARD SLOPE Use FOUR nails for cven, full sluagle lowfed;is shirml lx101'. STEEP SLOPE hie FOUR ;indTnur slibts of aspliji r-oo(in,, centeni foe tvety lull shindlc is shomi belola:'Asphalt roofing cement nice i ,IS(11 1)4g6 Lype Illsalt ,dried. Apply 1"(25 n)[n) spoi-s ofaspledlrooling L'eincnl t\. Shown. CAUTION: EX'ee,, ivc use of r0411119 cecuctit can cause shingles to blister. Id=ml I e I nearing cement 6.12.1 Hip & Ridge for Patriot—: Refer to instructions herein for Cedar Crest'", Cedar Crest'"' III, Shadow RidgeTM, 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, I.I.C. Evaluation Report 3532.09.05-1111CertifirateofAuthorization #9503 FBC NON-HVHZEVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4/28/2017Florida Building Code Online 8CI5 Home i Log In User Registration ; Hot Topics Submit Surcharge Stats &facts Publications j FBC Staff BCIS Site Map ; links. Search bProduct 1Approval is ; R USER: Public User d,-pr Product Approval Menu > Product or Apoliration Search > Anptication I,igt > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc, com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc. com Technical Representative Paul Frost Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 8, 13) 249-9742 PFrost@aluminumcoilsinc. com Quality Assurance Representative Address/ Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 f` Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Referenced Standard and; Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:// www.floridabuilding.orglprlpr_app dtl,aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXZYpyxA%pad%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 urpmary;of Products ___ _ , 3 FL # i'. Model, Number or Name scripti ' 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 TI ALC15001 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes Soffits.Ddf 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 ReportsIFL12194R3AEALCI5001 Evaluation Report 2014 FBC 04 T4 t Soffits. 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 AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement;: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by .phone or by traditional mail. If you have ally 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 irthey have one. Theemalis 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 underchapter 455, F,S., please click here . Product Approval Accepts: gCF.}-, t .. tr„ Credit Card Safe,. https:// www.floridabuilding.org(pr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4b)(sALEZSXMjsX5GEO%2flCXzYpyxA%3d%3d 212 Certificate of. Authorization No. 29824CREEK17520EdinburghDr Tampa, FL133647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS; INC. Issued August 27,2015 5001 West Knox Street Tampa, FL 33634 843)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 1886 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 12032: 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance..with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum' fascia. See Appendix'Dfor dimension drawings. ALC15001 FL12194-R3 Page 1 of 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. CREE i ALUMINUM COILS, INC r, Soffits TECHNICAL SERVICES. LLC PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/1in.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12." T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /linft 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 2of"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. p 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 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttrrrrrrr PAY R. pRF'. 2015.08.27 No 74021 07:05:00 r uyih.•n,.•v e,u.Y n:a., .....: STATE OF 'e44/ ` 04'00' Q O R O p:'•\,`. Zachary R. Priest, P.E. Florida No. N A Org n'izationNo.' on ANE9641 21 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) AL015001, 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. 1"k}` CREEK r"- 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 tabie(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 1 .1 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. F V gADIA TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener LorAtion 11- Fastener Fastener ALUMINUM COILS, INC Soffits Approved Sstem Numbers and Definitions 1' 2F-#' Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel t6J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for24-inch Overhang with F-Channef 2AJ___ A 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. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F- 1 16-inch Wood min. 1.25-inch embedment -spaced Wood crown staple spaced 16 inch 0. 072-inch dia. x min. 3/16- 40. 0 24- inch o.c. O.C. inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-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 staplespaced8-inch o.c: i dia. x min. inch spaced 24- inch o.c. and securing each panel lap head dia. head dia. trip nail spaced 48- spaced 64864.2incho. c. Max: One ( 1) 14 ga. 5/8-inch long T nail One (1) min 3/4-inch x 114-inch One (1) min. 1 3/4-inch long,x 0.072- inch dia. x min. 1/4-inch 48 12F-316-inch Masonry spaced 8-inch o.c. Wood 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 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 whichthis report is valid. This evaluation report- does not express nor imply warranty, installation, recommended use, or other product attributes that are not specificallyiaddressed herein. CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection. Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #B x 1/2-inch One (1) min 314-inch x One (1) min. 1 3/4-inch long x 12J=1 Max. Wood staples in diamond long x 3/8 inch head diameter Wood 1/4-inch crown staple OA72-inch dia. xmin. 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 ace connecting soffit to J-channel inch o.c. Approved Systems for 164nchoverhang 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. 5/8-inch' Iong.T nail Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 53,312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-Inch o.c. One (1) 18 ga. 1/4-inch crown x. One (1) min. 175-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood. inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16= t53.3 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 3A-inch long x 0072 inch diax ruin. 16F-3 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. 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. ALC1. 5001 FL12194-R3 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long. T.nail Wood 1-inch leg staples spaced 4- flninch diameter ng nail with min. 3/16- finishing43.3 16- inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One ( 1) 18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x Max. Three-(3) 18 gaA14-inch crown x 1- 1- inch leg staples spaced 4- 0. 072-inch 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 lfi- 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 3/44nch 16J- 1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x-114-inch long x9.072-inch dia. x 23.5 16- inch. spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 4of7 This evaluation report is provided for State,of Florida.. product approval under Rule 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. L 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 raker with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail 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 ga1/4- 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 80/ 24F- 2 12- inch WOE smooth.shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail:spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116- inch head spaced 1; 6-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1) 18 ga.1/flinch crown x 1-inch leg Nominal1x2 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 le gstaples spaced 8- finishing nail with min, 76.fi spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116-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. r CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for244nch overhang with: F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten PanelAttaehment. 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. 80/-60 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o,c. and securng. 3I16-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.114-inch crown x 1-in6h 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 24P-5 T6-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 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch-o.c. One (1) 18 ga.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) 1.4 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. 3116-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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughoutthe duration for which this report 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, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems.for 24-inch overhang with.J-Channei Wall Connection. Center Connection Eave Connection System Panel MDP No. Width. psf) Batten J-Channel Attachment Batten Panel•Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.1l4-inch Nominal 1x2 ring. shank nail crown x !-inch leg No.2 SYP anchored to Three (3) 18 9 a.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12-inch o.c. securing One (1) 18 ga. /, One {1) min. 1.75-inch 24J-1 Max, rafter with one. x 1-inch leg of the batten or two. (2) each panel lap inch crown x 1-inch x 0.072=inch diameter 12-inch min. 2.25- staples in diamond min. nch xoe One (1) min. 1.75-inch Wood leg staples spaced finishing nail with min. 3/16-inch heads acedP 60 incinch x 7d ring pattern spaced 16- hankringshank nails toe- nailed on either side x 0.072-inch diameter 8-inch O.C. 12-inch O.C. shank nail 24 inch.:o,c. inch OcC. of the batten at each finishing nail with min.- 3116-inch head spaced er intersection. Max. ba oon. M 4-inch o.c rafter "spacing is 24-inch o.c'i Nominal 1 x2 No.2 SYP scabbedbetween rafters with one (1) One ( 1) 18 ga.1/4 nch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x !-inch leg No. 2 SYP anchored to Three ( 3) 18 ga. 1/4-inch crown straight - nailed through the rafter into the end staples spaced 12- inch o.c. securing One ( 1) 18 ga. `/,- inch crown x 1 One( 1)( ) min. 1.75-inch 24J- 2 Max. rafter with one x 1-inch,leg of the batten or two (2) each panel lap leg staples spaced x 0.0.72-inch diameter 16- inch 1 min. 2.25- staples in diamond Pmin. 2.25-inch xx.7d One (1) Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d Tin g pattern spaced 16- ppring shank nails toe- x 0.012-inch diameter inchdiametersecuring each pane! 3/ 16-inch heads aced p16- inch shanknailincho.c, nailed on either side of finishing nail with min. lap o. c. 24 inCh o.c. the batten at.each batteNrafter 3/16Inch head spaced intersection: Max. flinch o.c. rafter spacing is 24- inch c.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. L'LC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of thisreport for additional installation details of a selected system and maximum design pressures limitations.. Systern. No. Installation Detail Min. 3 head die.. Nail with min. -i,. am a g-xm=nt•(" .or `+:cki., "suL•st^_•acr or t; C 7 Q:.a. T nazl rtibrnRil ni•i 01 as sated FASCIA SLIP BOARD FASCIA TRI1v1 SOFFIT ( OVERHANC WIDTH VARIES) 12F- 1 & 12F- 3 F" CHANNEL Wxd . Conc—to or 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 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 TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this 'report 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 j TECHNICAL SERVICES, LLC 12F-2 No. [ Installation Detail 3/4' X 1 /4" \ CROWN STAPLES USING' A DIAMOND PATTERN I t -3/4` TRIM F" CHANNEL CAN BE FAINTED S.S. INSTALLED WITH THE IO.C. NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPENI a Tfin-M, SOFFIT STAPLE RAFTIUZ1 U;, DIAMOND. PATTERN DETAILl 3.rs' BETVEEMI STMI.ES FACIA BOARD r CAP 3/4- X t/4" CROWN STAPLE "a" ON CENTER 50Ff(T- rta:_:: 12-3ncFr apa.s 1-3/4" TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4" X t /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 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 No. I Installation -Detail, OPEN RAFTER 4" X 1 /4" CROWN STAPLE '24' CENTER USING A DIAMOND PATTERN 12J-1 1-3/4•. TRIM NAILscJ—CHANNEL1 aa'ed eo.saffiit PAINTED S.S. 4a' s; l l2" r 3 Js." ;ltiesd O.C. WOOD OR. BLOCK SUBSTRATE ALC15001 SOFFIT -max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B 3, W METWE.SOFFIT STAPLE j DIAMOND PATTERN I DETAILrI FACIA, BOARD 3!a eervEENi ASCIA CAP 3/4" X 1./4"CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4' TRIM' .NA,'L PAINTED S.5. FASCIA CAP 3/4- X 1/4" CROWN STAPLE FL12194-R3 SOFFIT SOFFIT & FASCIA D ETAI L 3of12 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. CREEKITECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I J- TRIM NAIL 1 it FASCIA BOARD PAlN1E0 S.S. t I ! FASCIA CAP i I SOFFIT 1'z}" CROWN STAPLE GPEN.RAFTEA I f L fAS{lA BDARJ 16F-1 SOFFIT & FASCIA 16F-5 OETAIL FASCIA CAP; REFER TO. SOFFIT L FASCIA F" CHANNEL---,-." HANNEL DETAIL i SDFF(T, MAX. 16" I c SPAY MASONRY— i SUBSTRATE ALCI5001 FL12194-R3 Page 4 of 12 This evaluation report.is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is, valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically, addressed herein. 9 CREEK TECHiVECAL. SERVICES, LLC p No. I Installation Detail 16F-3 mJ ri.. 3/3:"' head dia. nail -with min. 114: srvjacempnt(for'Yiaw:i uuaetratv'! •:;r mIn- . . `v9?" ,-1i a. T-.na 1 nr s ub:.nail pi;-h min.. j3 r,• agFm=_nr..y_c..1' cxicrei: nr '-.1ack subatraL,9L! I spaced as nr;t.sd above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Kcc d, Concrete o'C Blcck 4d FASCIA. LIP T/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 8 ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically' addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I installation Detail. 16 F-4 3/4` X 1/4" ---. CROWN STAPLES USING A DIAMOND PATTERN I f GH/WNEL CTHE AN BE 1 1- 3/4' TRIM NWI INSTALLED WM PAINTED S.S. 48' NAIUNG FLANGE UP OR O. C. WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ,1 3/t `, SOFFIT STAPLE I t 1 DIAMOND PATTERN I D ETA1 L t ver eETVED4 StaR. ES / FACIA, BOARD i AACIA CAP 3/ 4` X 1/4- CROWN STAPLE ' 8' ON CENTER SOFFIT- riax, 6-;inch 'spFn 1- 3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA 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 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 productattributes that are not specifically addressed herein. CREEK TECHNICAL SERvic.Es, LLC ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Detail, i I I' TRIM NAIL j _q FASCIA BOARD PAINTED SS. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER i FASCIA -BOARD I-x{' CROWN STAPLES SOFFIT & FASCIA USINE A DIAMOND 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN. / \ DETAIL .._ _.__..._._..._._. .:.__. FASCIA CAP; REFER \ TO SOFFIT 8 FASCIA g„ DETAIL 3 f' CHANNEL 3/8 SOFFIT; t'Ax. 16 SPAN r\ WOOD' SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is.provided for State of Florida product approval under Rule 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 a TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 OPEN RAFTER 3/4' X 1/4' CROWN STAPLE '24" ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TRIM' NAIL PAINTED SZ. 48' O.c. SOFFIT—inax. lc" -inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B 3sr SOFFIT STAPLE DIAMOND PATTERN i ; DETAIL FACIA BOARD 1 ve s[rvcExi sTner.cs i FASCIA CAP 3/4' X 1/4' CROWN FACIA BOARD STAPLE '5' ON CENTER 1-3/4' TRIM NACL PAINTED S.S. FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. 1 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No InstallationDetail '1 JJ'I t P' Taal NAIL j t / 'FASCIA SOARO PAINTED S,S, 1' CROWN { i j--- FASCIA CAP STAPLES SOFFIT USING A. DIAMOND PATTERN; REFER; TO CROWN STAPLE SOFFIT . STAPLE DIAMOND PATTERN I DETAIL I I TRIM NAIL (FASCIA BOARD PAWTEO, S.S. SOFFIT & FASCIA j I I DETAIL 24F- 1, &4 1' i;' CROMR-STAPLE 24F-4 ! FASCIA CAP; REFEP. / +— I' TO SOFFIT t FASCIA \ I DETAIL NSYP Batten A. Chored to -SOFFIT; MAX. 24' F-CHANNEL ` Rafters -oh oh one7d Ring ery Nap at every — Rafter \ WOOD SUBSTRATE I / SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194- R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply.warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SEP-VICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No.. Installation. Detail. 11"TRIM NAIL ,,—FASCIA BOARD PAINTED SS. 1 IT SMOOTH SHANR ' - RDDF NAILS 1 SOFFIT Imo —FASCIA CAP 1`a{' CROWN STAPLE 1 TRh'1-NAIL I. PAINTED:SS. I' fASGA BOARD y SOFFIT & FASCIA 24F-2 & ! i DETAIL 24F-5 ! CROWN STAPLE I FASCIA CAP::REFER To SOFFIT : FASCIA DETAIL Nominal 1"z2` SIP. F-CHANNEL Batten Anchored to SOFFIT: MAX. 26` Rafters with one Td Ring Shank NAR at every Rafter wOLO SUBS IRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this, ,report .is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. x G CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. I TRIM NAIL / i fASCIA BOARD PAINTED SS.. !, 14GA i" T-NAILS FASCIA CAP SOFFIT CROWN STAPLE l 1.}""TK NAIL - FASCIA BOARD PAINTED S,S. SOFFIT &. FASCIA i DETAIL 24F-3 8 I,,_ 24F-6 I'zt' {ROWN STAPLE FASCIA CAP; REFER i FO SOfffT L FASCIAOETAIL Fanlinal I"x2^ SYP Batten An;horeo to, SOFFIT: MAX. 24" F-CNANNEL Rafters .0h one 7d- i Ring Shank Nail, at every. Rafter MASONRY-- l fI. 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 forwhich this report is valid. This evaluation report does not express nor.impty warranty, installation, recommended use, or other product attributes hat are not specifically addressed herein: Yr TECHNtCAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. t TRIM NAIL —FASCIA BOARD PAINTEO S.S. Px}' CROWN STAPLES I FASCIA CAP USING, A DIAMOND PATTERN; REFER TO CANTILEYEREC SOFFIT t-14" CROWN STAPLEISOFFITSTAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD SOFFIT & FASCIA t TRIM HAIL PAwTED ss. DETAIL 24J-1 & 24J-2 AiCROWNSTAPLE FASCIA CAP: -REFER TO SOFFIT ,& FASCIA DETAIL 3,. Nam;ea 1 2' 5YP battens scabbed be o. and, SOFFIT; MAX. 21" J-CHANNEi secured t rh o x (vett37B ring7d I snatik Mall thm ';h 1 e colter Into the eod 21WOODSUBSTRATEnortwo 7ofgsDaenotwo.R 7drrgshankMatstce-nailed. an eRh. sate of tha babem a1 the ba;tenl'after mfemection. jj 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. ALUMINUM COILS, INCCREEKSoffits TECH NICAL'SERVICES, LLC Appendix C DESIGN WIND LOADS 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, ill, 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:$5 7. V 1t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 1.0%p 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 FL121947R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3°. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this "report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. yt TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits AnnenrfiY C Design Wind' Pressures for Soffits; in Exposure B Building T" e .. YP Zone Mean-. Roof Hei ht ft :' S eed" m' h 1i20 130'. 140 15 BasloWind 0 16,0 170 180 190 200 ' 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 4 30 1.6.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40' 18.3 21.5. 24:9 28.6 32.5 1 -36.7 41.2 45.9 50.8 Enclosed 50 19.5 722.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Negative 60 20.5 24.0 2T8 32.0 36.4 41.1 46.0 51.3 56.8 Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 1 -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 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 1 -39.5 44.9 50.7 56.8 63.3 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 4 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 Enclosed 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Positive 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Loads) 20 10.8 12.7 14.7 1.6.9 19.2 21.7 24.3 27.1 30.0 25 1.0.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 30 10.8 12;7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26A 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits' Appendix C Design'Wind'Pressures &'Soffits m Exposure C Build'i ng Type:. Zone:, Mean Roof Hdi'ht ft .. Baslc 1,,,ih.d S oeed m b ; 120: 130 140 1'S0 _ 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 26.6 308 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 321 36.9 74.1.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 1 -44.5 50.2 56.3 62.7 69.5 50 262 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 20 26.7 31.4 36:4 41.8 47.5 53.7 60.2 67.0 74.3 Loads) 25 27.9 32.8 38-0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 316 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. Enclosed 50 16.8 19.7 22.9 2-6.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 233 27.2 31.0 35.0 39.2 43.7 48.4 Positive 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 Loads) 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 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 217 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 CREEK ALUMINUM COILS, INC Soffits Appendix C Design'' Wind,. Pressures for Soffits in EzPosure D" Building Type Zone Mean Roof Hef ht ft Basic Wind Speed .m.h 12.0 130 14A 50. 160 170 180 1:90 200 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 4 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9. 52.2 58.9 66.1 73.6 81.6 Enclosed 50 30.6'-35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 453 52.0 59:2 66.8 74.9 83.4 92.4 5 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 1 -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 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 Enclosed 50 19.6 23:0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Positive 60 20.2 23.7 27.5 31.6 35.9 4.0.5 45.4 50.6 56.1 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 5 30 17.9 2.1.0 24:3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 2T5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 4of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this,report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" 318" J-Channel 3/4" —- 1 r 1/8"HEM 15l8" 1TI 3/4" ISOMETRIC VIEW 3/B" PROFILE ISOMETRIC VIEW. 3/8" PRO21LE ALUMINUM COILS; INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 t TECHNICAL SERVICES, LLCnxaw . Fascia 5 3/4"' 7/81, 1/e" HEM 6"FASCIA i" BLANK I5014ETR1C VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18* BLANK 3 /,8 PR0611 F dICC ri Ell CC I 0 0 0 El 01 WIDE 1QUYER PAMN (FI Sr.. (UYJVERS FORMED ON SAME DIR ON AS RIBS) ALUMINUM COILS,, INC Soffits Appendix D ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. Themanufadturer shall notify, CREEK Technical Services, LLC of any product changes or quality, assurance changes throughout the duration for which this report is valid. This evaluation report does not expriess.nor imply warranty, installation, recommended use, or other product attributes.that are not specifically addressed herein. CREEKATECHNICALSERVICES, LLC 12" T4 Soffit 3 L5/16" N , W3/ 1/2" 1/2- 13.75" BLANK 3/8" PROFILE 50 oa o AS Rle$', 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 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 no.r,imply warranty, installation, recommended use, or other product attributes that are not, specifically addressed herein. CREEK TECHNICAL SERVICES, '411 Certificate of Authorization No. 29824 17520€dinburgh Dr Tampa, FL 3`3647 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.aluminumcoiisine.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 1980 Certified Testing Laboratoros""'(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 17,10.9.3. 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, .themore restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 12032 6. Field fastener withdrawal maybe required by the AHJ for confirmation of existing substrates. Ail 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 thi& report shall be manufactured under a quality assurance program in compliance, with Rule 61 G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel, See Appendix D for dimension drawings. 3/ 8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D. for dimension drawings. FasciaPreformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC1500.1 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Zpanels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in Hin.ft for the `full vent' configuration and 1.1.1 in2/1in.ft and for the 'center vent' configuration. See Appendix D for dimension drawings.. 16_: Ut LAM J.fi'_GEd?}.T F:tLT s' sauo. Nnur„ 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 llin.ft for. the "full vent' configuration and 4.2 WAin.ft for the `center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. rr 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 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t t tiftii RY R A . 2015.08.27 No 74021 07.05.00 vim.... 4U Oq f001 P. STATE OF ` rid'.. '40 O t O P' ` irsy0N Zachary R. Priest, P.E. Florida Registraton No. 21 AL ictrtit tt 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 wilt acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida, product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product; attributes that are not specifically addressed herein. LCREEKJTECHNICALSERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2_ Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the. information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC' requirements to meet the minimum design. requirements for the project., 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 'I T T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Loc tion Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location FL12194-R3 1 of 7 This evaluation report is provided for State of Florida product approval under Rule:61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. j CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Loration 1r- Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12=inch Overhang with F-Channel 12J-4" Approved Systems for 12=inch Overhang with J-Channel 16F-# Approved Systems for 16-inch'Overhan with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel. 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J4 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 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25=inch embedment spaced Wood crown staple spaced' c. 1t -inch inch head dia. trim nail 40.0 24 inch o.c. o:c. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia, x min. 1/4-inch 4812F-2 16-inch Wood crown staples in diamond ,pattern Wood crown staple spaced 84nch o.c head dia. trip nail spaced 48- 64.2 spaced 24-in6h o:c. and securing each panel lap inch o.c. Max. One (1 ) 14 ga. 5/8-Inch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x dia. xmin. 1/4-inch 4812F-3 16-inch Masonry spaced 8-inch o.c: Wood d 8-inch0.072-inchcrownstaplespacec.c, head dia. trip nail spaced 48- 64.2 andsecuringeachpanellapincho.c. ALC15001 FL12194-R3 e2of7 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. y n CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch, overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 314-inch x One (1) min. 1 314-inch long x 12J-1 Max. Wood staples in diamond Fong x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. xmin. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head die. 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. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter 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) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.114-inch crown x 1- 1-inch leg staples spaced max . 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3116- 53.3 spaced 16-inch c.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 3/4-inch long x 0072 inch diax min 16F- 3 16- inch Wood 1.25-inch embedment spaced 24 Wood crown staple spaced 16-inch head dia. trim nail 25. 6 inch o.c. O.C.3/ 16-inch 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 314-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 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule,61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEK 1"Ej TECHNICAL SER'Vlcf=s, LLC: ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16.-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown x One (1) min. 1.75-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 1inch spaced;8-inch o.c. inch o.c. and securing each inch head spaced panel 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 1.6-inch overhang with J-C.hannei 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. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC1.5001 FL12194-R3 4of7 This evaluation report is provided for State of Florida product.approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. tjCREEKTECHNICALSERVICES, 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-1 12-inch Wood leg staples in min. Wood leg spaced 8- finishing nail with min. 801-90 diamond pattern in ring inchxngOne ( 1.) min. 1.75-inch c. incho.c. 3/ 16-inch head spaced spaced 16-inch o_c: shank nail x 0`0724nch diameter 12-inch o.c: 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 47inch 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 80/ 24F-2 12- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofingnailspaced. 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/ 1.6-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal1x2 staplesspaced No. 2 SYP 12-inch o.c. securing One (1) 18 g a. 1/4- One (1) min. 1.75-inch x Max_ One (1) 14. ga.'S/8- anchored.to each panel lap inch crown x 1-inch- 0. 072-inch diameter 801 24F-3 12- inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced8-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. nail24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001 FL12194-R3 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 Syste.ms'for24-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 each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in one min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond. pattern in inchx 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. 3116- inch head spaced 4- inch o.c. One ( 1) 18 gaA /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 x2.25- One (1) min. 1.75-inch inch o.c. and securing 311E-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 244rich 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 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 6 16- inch Masonry, inch Jong 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. 31/ 16-inch head spaced 4- inch o.c. 5001 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 notexpressnor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. J CREEK Ed 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 1 x2 No,2 SYP scabbed between rafters with one (1) One (1) 18 ga.t/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg Not SYP Three (3) 18 straight -nailed through staples acedPP One (1 ) min. 1.75-inch anchored to 9 a.1/4-inch crown the. rafter into the end 12-inch o.c. securingeachpanellap One 1 18 a. Y..- O 9 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. 60 12-inch min. 2.25- staples in diamond min. hncn x 7e One (1) min.1.75-inch leg staples spacepatterninch 3/164nch head spaced x 7d ring pattern spaced 16- ring shank anknails toe x 0.072-inch diameter 8-inch o.c. o. c. shank nail inch o.c. nailed on either side of finishing nail with min.12- inch 24- inch.o.c. the batten at each er 3116- inch head spaced intersection. Max,bion. M 4- inch o.c. rafter spacing is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One ( 1) 18 ga.t/4-inch Nominal 1 x2 min: 2.25-inch x 7d. ring shank Waif crown z 1... leg No2SYP Three (3)' 1$ strai ht-nailed throw h gstaples aced ppOne (i ga. One (1) min. 1.75 inch anchoredto9a.1/4-inch crown r therafterinto the end t2 nch o.a securing each panel lap crown c inchcrownx1-inch x 0.072-inch diameter 24J- 2 Max. rafter with one x 1-inch leg or 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 ld One (1) min. 1.75-inch 8-inch o.c and 3/ 16-inch head spaced inchx7dringpatternspaced16- ring shank nails toe- gx 0.072-inch diameter securing each panel 16-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 battenlrafter 4- inch o.c. intersection. Max. rafter spacing is 24- inch o.c. ALC15001 FL12194-R3 7of7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK x " 4 TECHNICAL SERVICES LLCI _ _ _ , ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note —Refer to the APPRovED SysTE4ts'section of this report for additional installation detaijS of`a selected system and maximum design' pressures limitations. System No. Installation Detail Min,.,..r t,Ga1- c_a., nail wield min. ?-! `. 97 n!Jft'=_'t i. (f UL"": YiOCw« siti'iSL=s1Le.; or O.:i97" di;a. T-n i'1 cx scut, na'-'i m r. <::" e; e.,ac :m _rt { : _ chi retz: aa: 5J I FASCIA SLIP BOARD FASCIA TRIM IJI SOFFIT OVERHANG WIDTH VARIES) 12F-1 & 12F-3 F" CHANNEL nor' fiii Y. Wa11 STAPLE SOFFIT TO FASCIA BOARD" #T5'0 3/8" X 3/8" STAPLE 16" O' C. FASCIA LIP 1 /4" P.AINTED S.S, 1 3/4" TRIM NAIL MIN., 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL This evaluation report is provided for State of Florida product approval under Rul quality assurance changes throughout the duration for which this report is valid, product, attributes that are not specifically addressed herein. 1 of 1,2 20-3. The manufacturer shall notify CREEK Technical 'Services; LLC of any product changes or evaluation report does not express nor imply warranty, instailat'ion,, recommended use, or other CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12F-2 3/4" X 1/4- CROWN STAPLES USING A DIAMOND PATTERN I F- CHANNEL CAN BE PAINTEAINTS PRIM INSTALLED WITH THE PD SS. FLANGE- UP OR O:C: DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ljf " s -rWE ' SOFFIT STAPLESOFFIT DIAMOND PATTERN r DETAILI Jt » e TVEEx1 srr,a.Es i FACIA BOARD / i FASCIA. CAP ~_+ 3/4' X 1/4" CROWN I AIr FACIA BOARD STAPLE "" On CENTER 1-3j4TRIM NrVL PAINTEDD S.S. SOFFCT- mar ! 2-_,n<*h spar FASCIA CAP 3/ 4- X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3_ The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC No. 12J-1 I;AonDetail, OPEN RAFTER 3/4' X 1/4- CROWN STAPLE -24" ON CENTER USING A DIAMOND PATTERN L4-CHANNEL vck'-Wed to Soffit wi:cn oneiii kp ): 1-3/4' TRIM NAILA PAINTM S',S-4-8* O.C. diameter screw, SOFFIT-m,:x. 12-iich Span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE j E DIAMOND PATTERN FACIA BOARD A k / 9' Q ETAI L STAPLES ASCIA CAP 3/4' X 1/4- CROWN FACIA BOARD STAPLE '8"ON CEktER 1-3/4- TRIM NAIL PAINTED S.S. AJ FASCIA CAP 3/4' X 1/4 CROWN S APLE SOFFIT SOFFIT & FASCIA DETAIL ALC,15D01 FI-12194cR3 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 pi-oduct changes or quality assurance changes throughout the: duration for which, this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 7 TRiM NAIL, ;I --FASCIA. BOARD l PAINTfU S,S, V I FASCIA CAP i . SCEFfi 1'm4"'CROWN STAPLE OPEN RAFTER i` FASCIA BOARD i G!'-tree, i-Ul 16F-1 SOFFIT 8, FASCIA 1.6F-5 DETAIL FASCIA CAP, REFER TODETAIL FIT S FASCIA F" CNANFiE.I ! ( DETAIL I SOFFIT; MAX. M' I SPAN' Xli MASONRY-" SUBSTRATE. I.. ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product. approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically'addressed herein. CREEK TECHNICAL SERVICES,LLC No. I Installation Detail rl. dS` ndila . nail --vish Ruin . oniamr, for vm ol substr -r,) ,r 0 . 097 dia . T-nal 1 nr h mi r . E,e n t, « mwew or hdock subz7-ra e) , zpacsd ',a nct-ed ASCIA SLIP BOARD ASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) 1617- 3 \'F" CHANNEL. I rar Block > FASCIA LIP 1/4" STAPLE SOFFIT TO SCIA BOARD #T50 8"- X 3/8" STAPLE 12" 0. C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12 PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is proAed for State of Florida product approval under Rule 61 G2. The manufacturer shall notify CREEK Technical Services, LLC of any 'product changes or quality assurance changes throughout the duration for which this scowvalid. This evaluation 'report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. p' TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits' Appendix B System No. Installation Detail 3/ _SETWEEN' SOFFIT STAPLE. OPEN RAFTER DIAMOND PATTERNa' x 1/4', I : QETAI LCROWNSTAPLESt USING A DIAMOND: 3M BETVEEN/ STAPLES tPATTERN, FACIA HOARD FASCIA CAP 16F-4 3/4` X 1/4- CROWN FACIA BOARD TRIM NAILSTAPLEWONCENTER PAINTED PWNTEO S.S.. 1-3/4" TRIM NAIL CHANNEL CAN BE PAINTED S.S. 4S" FASCIA CAPINSTALLEDWITHTHEO_C. NAILING FLANGE UP OR 3/4' x 1 f 4DOWNCROWNSTAPLE SOFFIT—niax -_U.-_llch SK'all WOOD SOFFIT SUBSTRATE SOFFIT & .FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which :this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are :not specifically addressed herein. y; r;. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. - Installation Detail 1 TRIM NAIL - l" ,-FASCIA BOARD PAINTED S.S: j: FASOA CAP SOFFIT' I T"ri' CROWN STAPLE OPENRAFTERi l FASCIA BOARD 4'> Q" CROWN STAPLES, I , SOFFIT & FASCIA USING A DIAMOND 4 DETAIL 16F- 2 "& PATTERN; REFER TO L . - SOFFITSTAPLE1. 6F,_6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT 8 FASCIA DETAIL. 8. F" CHARNEL 3/ 8" SOFFIT: MAX, lb"__..-1 I SPAN WOOD SUBSTRATE 1. 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 manufacturershall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER ale;MCT£S SOFFIT STAPLE GIST DIAMOND PATTERN DETAIL FACCA BOARD tik 3i ' ETYEEM/ STAPLES, r 3/4" X 1f.4" CROWN STAPLE "24- mil. ON "CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 Li 3/4' X 1/4" CROWN STAPLE 8" pN CENTER 1-3 4 TTRIM NAIL FACIAIA BOARD CHANNEL 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.S. 48." FASCIA CAP D.C. 3/4- X 1/4- CROWN STAPLE SOFFIT-inax: 15-inch sear. SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE 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'forwhich this report is valid. This evaluation report does not express nor.implywarranty, installation, recommended use, or other product attributesthat are not specifically addressed.herein, N'11--Z TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail; tJ';TRkM NA-' FASCIA BOARD. PAINTED S,S. ;. CROWN. ' I j—FASCIA (AP STAPLES'. t SOFFIT USING A DIAMOND PATTERN; REFER TO 1 a^" CROWN STAPLE SOFFIT STAPLE OIAMOND-PATTERN - OETAA t J" TRIM: NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 1 " CROWN STAPLE FASCIA CAP; REFER TD SOFFIT L FASCIA \ DETAIL 3.. \\ HqR nal YaT SyP 318IBattenAnchoredtoSOFFIT, MAX, 24' F-CHANNEL Ratters vrth ope TO P,I:9 Shank Nalt aFI` every Rafter \ WOOD SUBSTRATE I f SOFFIT STAPLE DIAMOND PATTERN ALC15DO1 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule'61G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended' use, or other product° attributes that are not specifically addressed herein. LAIII CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System.No. Installation Detail 1.}''TRIM . NAIL , " " FASCIA .BOARD PAINTED S;S.. 14- SMOOTH SHARK - ROOF. NAILS A If -FASCIA CAP SOFFIT 1"J-CROWN STAPLE l I r! TRIM NAIL I PAINTED S.S: i' FASGA.BOARD 1 I f SOFFIT & FASCIA 2417-2 & l DETAIL 2417-5 t'.t^ STAPLE 'JCROWN FASCIA CAP.; REFER TO SOFFIT & FASCIA I DETAIL I Nominal 1"x;'-SYP F-CHANNEL Batten Anchored to Rafters with one id SOFFIT MAX. 24" Ring Shark Nail at' eve^T Aafte WOOD SUBSTRATE I I At_t:1SOg1 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.impiy warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a TECHNICAL_ SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No., Installation' Detail i 1 {- TRIM NAIL— ,, / I. FASCIA BOARD PAINTED S,S. 14EA i" T:-NAILS i FASCIA {AP SOFFIT 1-q- CROWN STAPLE It,' TRI`I.NAIL FASCIA BOARD. 4 I PAINTED S,S: SOFFIT % FASCIA f DETAIL 24F-3 & 24F-6 j I I' 4'xw" CROWN STAPLE REFERI- FASCIA CAP; TO SOFFIT &FASCIA DETAIL Nom!nat-I"K2" ^SYP Batten Anchored to. SOFFIT; MAX, 24" F-CHANNEL Ratters with one Td l Ring'Shank Nan at every Rafter' HAS04RlY---': i i I ALC15001- FL12194-R3 Page 11 of 12 This evaluation report isprovided forState 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 reportdoes not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically; addressed herein. CREEK TECHNICAL SEPWICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t TRIM NAIL \ FASCIA. BOARD PANTED S.S, 14 1"x}' CROWN: STAPLES. FASCIA CAP USING A DIAMOND SOFFIT PATTERN: REFER TO ISOFFITSTAPLECANTILEVEREC C. 1-4" CROWN STAPLE DIAMOND PATTERN RAFTER' DETAIL \ p^ ~ 11 L...._._.._ FASCIA BOARD 1 } TRIM NAIL SOFFIT & FASCIA 24J-1 & PAINTED s,sDE TAIL 24J- 2 r } CROWN STAPLE FASCIA CAP,. REFER TO SOFFIT L FASCIA DETAIL I Namina I x 2" 5YP battane 8. scaobetl berveen ralersand SOFFIT., MAX. 24- ( 3/8 HANNEL L' securea wtth one kII 70,nnp (f swank calT stratghVnaiIad I . I Through the reNer In:o the end WOOD SUBSTRATE I of ba enor iwe'_nakd --- J I ringg shanUS k natac•nalled on ` M& ida of the harem at the II ba.ten, raRer inianecGQn \ 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance, changes throughout the :duration for which this, report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically, addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and 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 buildingsshall 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. V 1t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind,Pressures for Soffits _in -Exposure B Building Type;- Zone Mean Roof Height ft Basic Wind Speed (mph). 120 136 1'40 .` 1b0,. 1.60 170 180;. 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 1.83 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 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 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52A 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 1 -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 1 -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 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 1 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 80.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 30 1.0.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 13.8 16 0 18.3 20.8 23.5 26.4 29.4 32.5 P50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.70011. 7 13.1 15.4 17.8 20.5 23.3 1 26.3 1 29.5 32.9 36.4 ALC15001 FL12194-R3 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. I ify9k CREEK i . TECHNICAL, SERVICES, L:LC ALUMINUM COILS, INC Soffits Appendix C Design Wind. Pressures to:Soffits.iri F posuce G ;. Building_ Zone Mean Roof 12 Bask Wind'S 'emed. n a140 1 17 1}YPe 2021. 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 4 30 23.6 27.7 32;1 36.9 41.9 47.3 53.1 59.1 65.5 40 25. 0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26. 2 30:8 35:7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60' 27.2 31.9' 37.0 42.5 48.3 54.6 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 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 77.5 85.8 50' 32, 4 38:0 44.1 50.6 57.6 65:0 72.9 81.2 89.9 60 33. 6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 206 13. 9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 M5 25 14. 5 17:0 19.7 22.6 25.8 29.1 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. 0 188 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16. 8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4, 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48:4 Positive 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 Loads) 25 14. 5 17.0 19.7 22.6 25 8 29.1 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 5 40 16: 0 18.8 21.8 25.1 28:5 32.2 36.1 40.2 44.5 50 16r. 8 19.7 22.9 26.3 29r9 33.7 37.8 42.1 46.7 60 17. 4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 15001 FL12194- R3 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. y TECHNICAL SERVICES,'LLC CREEK ALUMINUM COILS, INC Soffits Appendix C Design, Wind PressuFes'for Soffits in Exposure D Building Type- ZoneMean Roof" Hei " ht ft B d, S AsiaWindSpeedrri h 120 130 1a0 150 ' 160 17p180 190 204 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 4 30 27 9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 1 -66.1 73.6 81.6 30: 6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Encl50Negative Negativ60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80 4 789.1' 25 333 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 5 30 34.5 40.4 46.9 53.8 61.3 69.2 7T5 86.4 95.7 40 M2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 1 -58.9 67.1 75.7 1 -84.9 94.6 104.6 60 38 9 45.7 53.0 60.8 692 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.D 2M 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27-0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 472 52.2 Enclosed 50 19.6 23:0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Positive 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 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 3&9 413 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29:4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39,3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 productattributesthatarenotspecifically"addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" J-Channel 1/8" HEM i 5/B" T- ISOMETRIC VIEW 3fB" PROFILE UmETPJC VIEW 3/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC1:5001 FL12194-R3 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. t CREEK TECHNICAL "SERVICES, LLC Fascia 3/4" 1/$.. HEM 6" FASCIAS i BLANK 1!4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does notexpress nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein, rj CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 0,1125 TYp: 18" BLANK 3 f 8 PROFILE 2.625 REF. TYR CUUEli C 1 000aa lCn: aco c aoao WIDE LOLNER PATRON (FL111 SfAi) LOUVERS, 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 fit 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 1'2" T4 Soffit 3 1/ 8" 3/4" ALUMINUM COILS, INC Soffits Appendix D 7181, 1/2" 1/2" 25 `'M. 0.125 TYR. 13.7.5" BLANK PROFILE 2.625 REF. 50 M. aQ a I ao o-f oa o N'ID l . P TfFRN (FLI 1 c .m F1 lD'WERS F0lIVFRIN SnME DIREcnoN h5 R195j 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. 4/28/2017 Florida Building Code Online BCIS Home I Log In User Registration Hot Topics Submit Surcharge. Stats &.Facts i Publications I FSC Staff aCIS Site Map Links Search i b;)rJig- Product Approval USER: Public User Product Approval Menu > Product or ALiQiszrion Search > A2plica 'c nst > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/ Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng. zhu@jameshardie.com 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 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, T 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 Sicined.odf https:// www.floridabuilding.orgiprfpr ppp_dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%aid 1/3 412812017 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 ummary of Products FL # ' i_.Model, Number or Name ' Description 13192.1 '1 Cemplank 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 15- 0122.04. 13192 2 1 HardlePiank 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 15- 0122.04. fiber -cement lap siding Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood odf FL13192 R4 II ER RIO-2557-15 Plank abiDale CMU odf FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing odf FL13192 R4 II Install CgmPlank 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-IS Plank metal wood odf FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf FL13192 R4 AE NOA 15-0122 04 odf Created by Independent Third. Party: Yes fiber -cement lap siding. Installation Instructions _ EL-1.3192 R4 II ER RIO-2553-15 Plank metal wood odf FL13192 R4'II ER RIO- 5 7-15 Plank Shingle CMU odf I FL3192 R4 II ER RIO-2 77-1S Plank o WSP.Sheathino odf. FL13192 R4 II Install HardiePlankSiding odf FL13192 R4 II NOA 15-0122 O4.pdf f Verified By:, Intertek Testing Services NA Ltd. i Created by Independent Third Party: No 1 Evaluation Reports I FL13192 R4 AE ER RIO-2553-15 Plank metal wood odf' FL13192 R4 AE ER-RIO-2557-15 Plank Shingle CMU bdf FL13192- R4 AE ER RIO-2577-15 Plank to WSP Sheathinq.pdf FL13192 R4 AE NOA 15-0122 04 odf Created by Independent Third Party: Yes 13192. 3 ; HardieShingle Individual Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: fiber - cement individual cladding shingles Installation Instructions FL13192 R4 lI ER RIO-2555-15 Shingle metal wood odf FL13192 R4 II Install HardieShingle Sidingpdf 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 13192. 4 i HardieShingle Panel fiber-cement"notched shingle panels (straight edge, " staggered edge, half round edge) imits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Dther: 13192, 5 1 Prevail Lap Siding Limits of Use Approved for use in HVHZ: Yes Installation : Instructions FL13192 R4' II ER RIO-2555-15 Shingle metal wood odf EW 3192 R4 II ER RIO-2557-15 Plank Shingle CMU odf FL13. 1.92 Rd. II Tnctall HardieShingle Siding adc I. Verified By: Intertek Testing Services NA Ltd. i Created by Independent Third,Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood.pdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU'pdf Created by Independent Third Party: Yes' fiber - cement lap siding Installation Instructions - FL13192 R4 II ER RIO-2553-15 Plank metal wood odf httos:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtsk°/`2bGnUu47ogxmaHRnHIID4CXWhKRgKDf7RrxWwZsbgA%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 15- 0122.04. FL13192 R4 II ER RIO-2557-1.5 Plank Shingle CMU.pdf FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathina.pdf FL13192 R4 I1 Install Prevail Lao Sidina.pdf 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.pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.pdf FL13192 R4 AE NOA IS-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 AA/EEO employer. Copyright 2007-2013 State of Florida.:. Privacy Statement, :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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: a] IiA ,eC,Eck Credit Card Safe https:/iwww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 313 Florida Product Approval HardiePlankO Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-1.5. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. erg r ' Plank' pa Lap Siding QJamesHardie EFFECTIVE SEPTEMBER 2013 W 1NSTALU,,TI0N REQUIREMENTS - PRIMED & COLORPLUS` PRODUCTS V' it, :jaTr ra:co,i for the nwstrecent version. SELECT CEDARMILL' • SMOOTH • CUSTOM COLONIAL'" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL' • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES; AND VOIDTHE PRODUCT ONLY WARRANTY. BEFORE iNSTALLATION, CONFIRM THATYOUARE USING THE CORRECT HARDIEZONE"° PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10G" PRODUCTS OUTSIDE AN HZ105j LOCATION WILL VOID YOURWARRANTY TO DIE-TERMINE WHICH HARDIEZONE" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: I 0 CUTTING INSTRUCTIONS OUTDOORS 1. Positial cutling station so that wind vvill bbve dust array from off others in working area. 2. Use, one of the Idlorviag rmlhods 2. a. Pest: Sore and snap it. Shears, (R>' ilnual, electric or prxxmatir) b. Getter: i. Dust reducing dreu! r :raw egriipped with a Haalie8laue° sawblade and tEPA vacuum eMrXtko c. Good I. Dust rodircing aTtilrr saw viti a Haidic6lade saw bade ady use for lav to m de & culliixy) INDOORS 1. Gut only tvsing score and snap, or shear., (manual, (,,!ectric or prteunn<ttic). 2. Position culling station In yell -ventilated area Store flat arid keep dry and covered prior l to installation. Installing siding vret or saturated may result in shrink7ge at bull joints. Carry planks on edge. Protect edges aid cornors from breakage. ,tames Hardie is not responsible ter damage CaUsed by improper storage and handling or the product r r r NEVER use a power saw indoors NEkR use a circular saw blade that floes clot carry lie 1-UdiiaBade saw blade tradicirm k NEVER dry sweep — Use vial suppression or HEPA Vacuum Im ortantNotr'. For ma`am in riroteclionre,, table dust roduction , Jai res tLn olle recatln ends always i ii B st Irnel Cutting me11cds where fen, ble. NIOSIi-ap roved respirators can be used in conjunction with atmve cutting practices to further reduce dust exposures. Acf llo nal exposure Information is available al vnva.}amt hard e.coiit to heipyou determine the (nostappropriate ctR6ng method for yourjoh requirements: lfconcern stil exists aboutexposure levels a you do not cunfly with the above practices, }ou shculd alawys consult a cplalit'ed industrial hygienist or contact James Hard e for outlier 6i onwition: S:09nG-.e Lp li ii' a' .` x GENERAL REQUIREMENTS: HardiePlank' lapsiding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at vrrvw, js'imehardie.com A water -resistivebarrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed wait) penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWraps Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When installing James Hardie products all cl-mrance 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 -resistive harder let -in bracing HardtePlank lap siding may be installed on flat vertical wall applications only, piyurood or 24" n.c.max. For larger projects, including commercial and multi -family projects, where the span of the OCR sheanying ! wall Is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design.j These values can be found in the Technical Bulletin Expansion Characteristics of ! iI James Hardie" Skiing Products' at tw vv JamesHardie com. DO NOT use stain, oiVaikyd base paint, or powder coating on James Hardle- Products. I ' l f!; INSTALLATION: JOINTTREATMENT 2 Figure Nall line ( If nalt I /r One or more of the following joint treatment optics g 1,no !s rot are required by code (as referenced 2009 iRC stud present place tener - R703.3.2) n fasI 6ekaeettJ!r A. Joint Flashing (JamesHardierecommended) & 1' corn tap B. Caulking' ,Caulking is not recommended r asnrva i y y s ", fru,n of prank) 6arncr i. for Co!orPlus far aesthetic reasons astheedgenitla[dc Caulkng and CololPlus will weather differently. For the same reason, flashin barer do not caulk nail heads on Ha dleZona"' fastener ColorPlus products.; Ha uSe( lark"s umg , 5 C. "H" jointer cover 'a , Instal a t 1 /4'stadar sirlp to instal planks In .+a ' easurn a consistent plank angle moderate contact at butt Joints Ieava appropriate gap hetween planks and trim, then caulk.'-' Note: field oaf riling over caulking may produce a she en_tifference-wnen compared to the field painted PrimePlus. 'Refer to Gaul'King section in these instructions. for additionaI information oil Hart] iewrap& Weather Barr le, r, consult Ja(ties I]ardie at 1-B66-41lit role or'wmi.hardlewrap.com WARNING: AVOID BREATHING SILICA DUST James HyrdiP'products contain respirable crystalline silica, which Is known to the State of California to cease cancer and is comidwod by IARG and M09-1 to be a cause of cancer from sane occupational sources. Breathing excessive amounts at respirable silica dust can also oause a disabling and potentially fatal lung disease called sificwis. aid has been linked'wth other diseases. Some studies suggest smo rat mayinrrr:ecthinetilts, thirinpIrish lotion or haidGnri:(1) vronrkunoufdcxxironsaaithamplevenfil:rfion;(2)usefiatscemNrJnrarsforcutl'sngor}wherenotflea ihle use, aHardieaadelsawbend: and dust-reducingcircularsar a(Wched to a HEPAvacuu i; ( 3) vranrothers In the unmedlar area; (t) wear a poperly-fitted, NOSH -approved dustmask or resp rater (e.g. N 95) an accordance with applicable yovemment fegu€flkns lurid manuf uturar' (nsu oriels to lu then mkt resykable siica exposures: During clean-up, use HEPA vacuums or wet cleanup method never dryswacdt. For further in'crmalkin, refer Incur in iatan inslrudiaru and Nlatariaf SalePVData Slnael availableatv,rywv.jnmeshardi .com or by CaIE'nfl f-80O-9HAADIE (I-aOO,942-7343). FAILURE TO ADHERE 10 OUR WARNINGS, MSOS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. `" _ 7 s _' CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6RooftoWallHorizontalFlashingKickoutFlashingSlabs, Path, Steps to Siding Z-Flashing ` As re wired r* Y v i s min 4 x 4" g Min.1/" 1 fop r Do not caulk T' Figure 7 Figure 8 Figure 9 r. Figure 10 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Z Flashing iM Mtn 1 Min. i/2ir. rtgure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle ExtensionRa^nrtntn Hr 1 ;n 1471n; Figure 11 Mortar/Masonry Flashing Z-FI shing t. 1/4 FASTENER REQUIREMENTS * Blind Nailing is the preferred method of installation for HardiePlanka lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption Men doing a repair). Pin -backed corners may bedoneforaestheticpurposesOnly. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221" HD x 2" long) 11 ga. roofing nail (0.121" shank x 0.371" HD x 1,25" long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steed Framing ET & F Panelfast' nails or equivalent (0.10" shank x 0.313" HD x 1.1/2" long) Nails must penetrate minimum 1/4" into metal framing; 0SI3 minimum 7/16" 11 ga. roofing nail (0.121" shank x 0.371" HD x 1,75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). o.c?max . ,r_3"l, , Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267" HD x 2" long) Siding nail (0,09" shank x 0.221" HD x 2" long) Screws - Steel Framing Ribbod BL.)gle-head. or equivalent (No. 8-18 x 1.5/8" long x 0.323" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10" shank x 0.25" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7/16" Siding nail (0.09" shank x 0.221" HD x 1-1/2" long)' Figure 16 24" O.C. max. Minimum overlap i ua ,»in. t Y - r for Both Face f- i I ovledaprW . C.... and Blind Nailing t Nail Lhre t Blind Nail _--- I 3r r' i ...... -' - min. 1 1/4" { { '- f! t; l overlap I I l face mil Water Resistive water resistive 1 1/4 min. Harder Overlap = ba Me Laminate sheet to be removed immediately after installation of each course for ColorPius" products. When face nailing to OSB, planks must be no greater than 9 1/4" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements; and when considering alternative fastening options refer to ,lames Hardie's Tecklical Bulletin LIM 17 - Fastening Tips for Hardier'lane Lap Siding. HS11119-P214 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing Jamcs Hardie products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot clipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads,. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A ) Do not over -drive nail heads or drive nails at an angle. If nail is countersink, 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, HardiePlank 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 ciipped.head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the, surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, till & add nail snug flush DO NOT DO NOT. Figure A Figure B under drive nails staple PAINTING IDO 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 clays for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back. rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges, James Hardie touch-up kits are required to touch -tip 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 vVith 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. COL.ORPLUS"TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@ ColorPlus© products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes:and nail heads using the ColorPlus' Technology -touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePiankl, lap siding with ColorPlus technology Laminate sheet must he removed immediately after installation of each course, Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus" product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: Janes 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 party tour in -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 HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUSP 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 Reprinting Is normally not necessary 100'% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardier Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section Hs11119-P3/4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK° LAP SIDING WIDTH SQ 51!4 61/4 7114 71!2 8 a 114 9114 9112 12 l sO = tort sgsq exposure) 4 5 6 6114 6 3/4 7 8 8 V4 10 3A 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 too 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 13B 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 87 256 237 229 200 200 149 t7 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 31.7 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design, James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION: In accordance With ICC-ES Evaluation Report ESR-2290, 4ardlePankOlap sung Is recognized as a sullahle alternate to that specified in: the 2006,2009,&20121rrlernaknal Residential Code for One - and Two-family DvOings, and the 2006, 2009, & 2012 InteraOonN Building Code,. HardiePlank lap siding, is also recognized for application in the following; City of Los Angeles Research Report No. 24862. State of Florida listing FLp889, Dade County, Florida NOA No. 02-0729.02, U.S. Dept of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, Cilyof New York MEA 223.93,A, and California DSA PA-019. These documents shwkl also he consulted for addilional information concerning the suitability of this product for speciric applications. Q 2013 Jams Hardie Building Products. All rights reserved. Additional Installation Information, TM, SM, and r1 denote trademarks or registered tademarks of James HardieTeehnology Limled.isa registered trademark Warranties, and Wamings are available at ® ® 21 of James Hardie Technology Limited. ww.)ameshardle.cOm aL 'fir a e Panelfasl is a registered trademark of ET&F Fastening Systems, Inc. HS11119-P4/4 6113 MIAMI•DADF, IVtIAN1I-DADS COUNTY o PRODUCT CONTROL SECTION 11805 -SW 26 Street, Room208 DEPARTMENT OF REGULATORY AND ECONOtvILC RESOURCES (RER) Miami, Florida 33175-2474 i10AI11) AND CODE ADMINISTRATION DJVTSION T (786) 315-259q r (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minntidade.aovleconotny Jarnes Hardie Building Product, hte. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) andlor 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 Witt incur the expense of such testing and the AHT 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", "Cent" and "Prevail" Planks and Panels Fiber Cement Sitting and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled, '"Hardiel anel, CemPanel, Prevail Panel; HardiePlank, CelnPlank Prevail Lap Siding; HardieSoffit, CcuiSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013,'prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E,, bearing the Miami -Dade County Product Control revision, stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section, MISSILE IMPACT RATING: Lai -go and Srnall Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the followingstatemetits: "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 tied 'and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur alter 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 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 rcgtiest of the Building Official. This NOA revises NOA: # 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 t1tAMi•DAD$coUNTY Expiratio Date: May 1, 2017 Approval Date: April 9, 2015 P,,b x .. tames Hardie Building Products Irte. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "SuNnitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofiit 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" I . Test reports on 1) Uniforin 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 andsealedbyKickCurkeet, P.E. Subinitted under NOA # 02-0729.02" Laboratory Report Test Date Signature2. 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 5th edition (2014) FRC issued by RonaldI. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. Carlos M._ Utrera, P.D. Product Control Dxaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 E 1 Approval Date: April 9, 2015 0 s WALL 0GHT i pE,T9tL-A I V1,+AE.L Li=NGT? Stud Spacing at 15" Q.C. B -E Nails at 16" 0. C. (typ.) 3/8" Minimum Edge Distance sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 x HardiePanel, Cempanel, Prevail Panei Siding W4er-resrstive barrier per Florida Building Code Section 14042 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance viith Florida Building Code Section 232 -3 2" X 4" S-P-F Wood Studs i he wall and sotirt frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 51g" (nick 15 ply APA rated pdyoraod sheathing in acxodanoewith Florida Building Code Section 2322.3 Water resistive barrier per Florida Wding Code Secton 14042 r x 4- S-P-F Wood Studs 1-4 rdiePanei, SC7IOtA6-B Cempanel, Prevail Panel Siding PRODUCT DESCrd.PTlCity Rat lePanel®, Cempane)S, & Prevail& Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSl4N1S Width Length Thickness 4 3,9,10' 5116" DESL( 3I1 PR;=SSURE RATING installation Design Pressure Wood Studs -76 psf Impact Resistant - Planks installed over 5/B" thick 15 ply APA rated plywood sheathing HARDIEP_ ANE"EMPANEL, PREVAIL PANEL SIDSNG 1hdSTALLl LdON m A1l_S AllinstallationshallbedoneinconformancewitthisNoticeofAcceptance, the manufacturer s installationrecommendations, and the applicable sections of the Florida Building Code_ WoodstudswhereHardiePanel, Cempanel, Prevail Panel Skiing will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA w Llotre 1] VS' !hick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3, cod sheathing supporter Thesidingpanelsshallbeinstalledover5/8' thick /5 ply APA rated plywood byaminimumof2"X4" S-P-F wood studs spaced a ma drnum of 16' O.C. Note21Thesidingpanelfastener -.hail be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C, at panel edges andintermediatestuds; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into wood studs located at 16' O.C. Fastenersshallhaveaminimumedgedistanceof3Ia" and a minimum clearance of 2" from comers. hone: 91j9- do v L Fax 909-427-0634 Creator.: Gonzales HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, inc. 10901 SmAvenue Fontana, CA 92337 aA FSCtA nbpWI t,10REV i'IL- PLKSCFF 1 SCALE _ 1R' 1' 0" Oate. 4124f2013 s 1 of 12 Fastener Spacing per Florida Building Code.Section 2322.3 l. PRODUCT REVS a& cowcaying W21hmcF No1.?-fZ-Zl/,d7 ERAMWG NOMINAL. 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING Y NOMINAL 518" THICK15 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORID_ A BUILDNG CODE SECTION 2322.3 C1.ADDWG THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, C_092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Fastener Spad ng per Florida Building Code Section 2322.3 I I. I In ST F fisS ONA Cladding Framing Sheathing FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) REV Z WALL WALL LENGTH Stud Spacing at 16" O.C. Cr REVI, 4Ni with Dal oil- 013/ Ic Florid, f No. STATE p FLORID a SEE DETAIL A 5/8" thick / 5 ply APA rated plywood sheathing fastened 1, to metal studs as described in Note 1 PRCDJCC DESCE2EPTi0i( HardiePanelS, Cemparlela, & Ptevaillg) 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 DLM1=11SfO JS water resistive Width Length Thidcriess barrier per Florida 4! 8,9,10' 5116, Building Code Section 14042 DESIGN_PESSttiiE_RATING Installation Design Pressure 20ga, 3-5/8"X 1-5l8" Metal Studs -104 psf Metal Cstud BONA ftj, 10' t l III \ HardiePanel, Impact Resistant- Panel installed over 518" thick! 5 ply S G.TjON6. Cempanel, APA rated plywood sheathing3 -- Prevail Panel 3/8" Minimum Edge Distanoe Nails at 5' O.C. (typ.) Siding DETA_IL-A Sheathing fastener, as described in Note 1. gwit i The Florida `\ Panel fastener, as described intI7-&IV,%j— Note 2 HardiePanel& Siding r Water -resistive barrier per A Florida Building Code Section 1404.2 HAFZDIEPANE1zCENiPAtdEt,_P EVAILPANELS(DING fNST$LLATIOkV DETAILSAllinstalla5onshallbecloneinconformancewiththisNoticeofAcceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cernpanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect perthe Florida Building Code and the requirements of this N.O.A. Note 1) 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at Too at panel edges and all intermediate supports using a No.B-18, 0.315" head diameter x 1-114" long bugle head screw The siding panels shall be installed over 5/8" thic:< 15 ply APA rated plywood sheathing supported by a minimum 20g3, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maAmum of 16 O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into metal studs located at 16" C.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. 1 5/8" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. L20ga, 3-5/8' X 1-5/8".Metal C-stud Phone: 909356-630E The wall and soffit frames are to be designed Fax 909-427-0634 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO DWG NO RE A PNL-PLK SOFF 1 SCALE' 12" = 1'-0" Date: 424/2013 SH9t•T 3 OF 12 i•- I 6.00in. I I I l II T 6.010in. M0DVCr REV2SM as comoyms rv& toe fFbnft B=1 r Aoccycaam r?o 1 "-c 3 f! B Ian eyto l• FI?AMfNG NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 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 CODIE SHEpT> IING NOMINAL 518" 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 1-1/4" LONG BUGLE HEAD SCREW CLADD[T1G THE PANEL IS FASTENED WITH NO.8-18, 0.316" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND !NTERMEDIATE STUDS Cladding 1 1 1 / 1 1 i Framing II 1 I Sheathing II 1 11 ! I•I .I t,,'+ No. 121 f l 1.1 STATE OF 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) I 0 S Pl20DUGTDE=SCRIPTIJN WALL LENGT'rl— DETAIL A HardiePlank®, Cemplank , Stud Spacing` at 16" O.C. prevaiM Plank Lap Siding materials 518" t A - NG hictc Ap are nonasbestos fiber -cement products tested in accordance \vitnratedPq18GradIl, Type A and I. sheathing in7- 1 meeting the requirements of the i j r//1/J//%ry accordance with Florida Building Code_ Florida Buil ng Code as wrti tiieEivaid+s oQp Section MENSLOh1SYing , +i•- _i PANES D - — I Surad*C ,-, water -resistive Width Length Thickness WALL ,' t WcGLT i Facpis ica r % ,\ - ko\ barrerper FIasitia 591/2" 12' 5/i6 t 8u duzg Code l ! Sedan F4042 DESIGNPRESSUF,E R__A -- i ! [ ` Z,X 4" g-P-F installation Design Pressure wood StudsWood Shads-92 psf Lap Siding impact ResistantS10NA '1Planks installed over 518" thick 15 plyailsat16" O..(typ.) ''j r, rr 1_1/4"tauX5/16" APArated plywood sheathing 314" Minimum Edge Distance thicK starter strip D 1L E Sheathing fastener, as eA MI PLA±I."EMPLANK PR.E_... A SIDIM1IG NS?ALLA7JON D CA(LS described in Note 1 All installation. st- II be done in conformance with this Notice of Acceptance, the manufacturer sinstallationrecommendations, and the applicable sections of the Florida Building Code, Wood studs where 1-lardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectPertheFloridaBuildingCodeandtherequiremerhsofthisN.0 ANote13518" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance Siding fastener, as with Florida Building Code Section 2322.3- 1 described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114 wide wiait FbD3 s laps at the top of the plank such that the exposure area of each plank is 5 8-1/4" vertically- Mote 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0,092" shank diameter, HardiePlank, S Cemplank, Prevail corrosion -resistant siding nail; The siding is fastened 5 B U4" O.G. vertically and sheathing, ffassteners fasteners are driven into wood studs through 5/8 thick 15 ply APA rated plywood pg Lap Siding are placed in the overlapping area approximately 3/4' from the bottom edge of the overlI m plank. i Vertical joints shall be placed over studs. ood sheathing supported by a Water - resistive barrier the planks shall be installed over 518" thick / 5 ply AP Y N minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.G. per Florida Building Fasteners shall have a minimum edge distance of 318". A. f' Cede Section 1404.2 1 HARDIEPLAfIK, CEMPLANK, PREVAIL LAP SIDING 5/ 8,,. thick 15 ply APR rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in accordant v4th Florida James Hardie Building Products, Inc. Building Code Section 10901 Elm Avenue 2322. 3 - • Fontana, CA 92337 ovYG NO RZ 2 X 4" S-P-F Wood Studs Phone: 909-356-6300 S Fscr No 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 Creator. E. Gonzales scvtF '12" = t'-0" Date, 4/2412013 SHEET5 OF 12 comAGanr.:e vrith the Florida Building Code- Fastener Spacing per Florida Bui3ding Code Section 2322.3 0.75in as—roymg-I&tbr t Laesls B®IdEng E•o& AmcpMocc No 5o.25iR. 6 in. OC _— 1, / Cladding i Framing Fastener Spacing per Florida I SheathingBuildingCodeSection2322.3 . r_RAW.NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH'3-112' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEA_ THING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_i...ADDING PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS sS-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223'' HEAD DIAMETER, 0.092- SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION, e PRGDUC[ B.f:WSM eeee ..S • _ w eomiyin6 wigh &e IS,otz ! No. 121 .. ` a, STATE OF PtoQ md .. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ANQ t(Vi`I'Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Build[ng Products, lnc. 10901 Elm Avenue Fontana, CA 92337 P1,4ne: 909-356-6300 s FSch1 NO DVnG Na Fax 909-427-0634 A PNL-PLKSOFF Creator. E- Gonzales seams V = 1'-0" Dale: 4/242013 SHEET 6 OF 12 1 Sid Spacing at 95` O,C, WALL LENGT DETAIL i r — - --^,----- I--- ------ clGHT F Dduci Caemel TEO F B -E-- IT —' 11 3/4, Minimum Edge Distance Nails at 16" C.C. (typ.) DETAIL. I dw Florida S•orZZ.oa Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Budding Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 MODUC7 bESCWPT-QN q HardiePlanM, Cemplank®, and 1va" Prevails Plank Lap Siding materials thick / 5 pty APA are nonasbestos fiber -Cement1ratedpY+wod r-,sheatinng fastened products tested in accordance with ASTM C1186 Grade 11, Type A and to metal suds meeting the requirements of the described in Note 1 Florida Building Code. Water25isiive barrier per Florida PLANK DIMENSIONS SuBaing Code Width Length Thickness Sec on 14042 5 9-1/2" 12' 5116" 20ga, 3 5!8" X 1-518" DESIGN PRESSURE R ITM(z Mewl Gstud Installation Design Pressure RardiePlank. Metal Studs -92 psf Cemplank, Prevail SS G\ t i CT10 Lap Siding Impact Resistant - IONA - -- Planks installed over 5/8" thick / 5 ply1-v4" ta71 x 5/1 s° Ez8 thick stater strip APA rated plywood sheathing HA-RDIEPIANK CEMPLANK. PREVAIL LAP SIDING INSTALLATION DETAILS All installation shalt be done in conformance with this Notice of Acceptance, the manufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where 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 1] 513" thick / 5 ply APA rated plywood sheathing shalt be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315• head diameterx 1-114" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at tie top of the plank such that the exposure area of each plank is S 8-IX'vertically. Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4° long* bugle head screw over metal studs ("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 bot om 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 dunce of 3/B", HARDIEPLANK, CEMPLANK, PREVAIL LAP SID1N6 INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 20ga, 3-5/8" X 1-5/8" Metal C-s ud Phone_ 909-356-5300 SIZE FSCIA NO The wall and soffit frames are to be designed Fax 909-427-0634 A by the Architect or Engineer of Record in compliance with the Fio6da Building Code. Creator- E. Gonzales SCALE 1/21, CrA43 No REV PNL-PLKSOFF 1 1 Date: 41242013 I sHr:--r 7 OF 12 o l 6.00in. r.— 16 in. OC Claddino 6. Oin. • I i Framing I • ( 6,00in.00 • ( Sheathing n T- 0.7- ---- - --- - -.---- ) I iL£Vl"iFl] • I 01 G.A as com lyis t'sc 1F)aaid= a yvg with the nmi& Bm= N. de Coate No BY i ac;e pfo&xt Ccmrvi Pto,a Co.rai • ! =STATE OF cs JI,tAI E G t3 NOMINAL20 GAUGE S-5/8"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 FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE gHEATHjNG NOMINAL5/8"THICK /5PLYAPARATED PLYWOOD SHEATHING TO METAL STUDS AT 61' OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO. 8-18, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING CLAD_ D]NG INSTALLATION DETAILS METAL STUD CONSTRUCTION PLANKS OVERLAP 1-1140 THE EXPOSURE IS S8-114" James Hardie Building Products,.inc. r THE PLANKS ARE FASTENED WITH NO. 6-18, 0,315" 10901 Elm Avenue HEAD DIAMETER X 2-1/4• LONG CORROSION- e Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS Phone. 909-356-6300 s PSCM No owc No ;=V PENETRATING THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A PNL-PLK-SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Creator. E. Gonzales SCALE 1"= 1'-0" Date. 4124/2013 —FEET 8 OF 12 fJALL HEIGHT WALL L ENGTH Stud Spacing StIS" O.C. 3/ 8" Minimum SSE PRODUCT DESCRIPTION DETASL A HardieSoffit® & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida l Building Code. SOFFIT DIMENSIONS 2" X 4" S-P-F Width Length Thickness wood Studs 4, J SIGN_t,itSSUL 1]IVG HardieSoffit, Installation Design Pressure Cemsoffit - Wood Studs -70 psf Nails at 4" O.C. (typ-)wuec UCC REV, SFD rrtODU 68 - i3tam Distance M QIOWY* wi& lie Floci B "0 f meYlaiQa ac A rau633-C"'I11".00 rs, - 01 XP Ry ins c7 O t ii Jf.//1/i'ri0;0' 00 OGA No- 4 21 STATE OF sS/ D Id At V tfHARDI. ES EELT CEMSOEFiT- A,NEL-(K$TALL6J N_DE-CAILSofftt fastener, as . All installation shall be done in conformance with this Notice of A=eptance, the manufacturer's escribed in Note 1 hstabtion recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardieSoffit, Cemsoffrt The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at4" 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 3Z' and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, Minimum 2" X 4' S-P-F Wood Studs i i 10901 Elm Avenue The wall and soffit frames are to be - ® Fontana, CA 92337 designed by the Architect or Engineer , of Record in compliance Phone: 909-356-6300 SIZE FSGMNO V4r,:4O REV the Florida Building Code. Fax 909-427-0634 A PNL-PLK-SOFF 1 12- = 1'-0" 1 Date:4t24/2013 ISHEET 9 OF 12 Cladding Framing pgobut7 R 'visEn ' PKOi347CR'S ' t, ©GA W i CU+jC tpp iibC F OfJQO SS 00 7I1 wi'[ mS J 1 _ A :wl.va l 107 nEns. . 17 - No. 121 Owe Proa= Coa STATE OF ss10NA1-E\ 01 FRANI NG 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 METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE 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 Wfl'H 2" LONG, 0.223" HEAL) HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0. 092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL (& - EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Ina li p10901ElmAvenueFontana, CA 92337. Phone: 909- 356-6300 size FSCM NO DWG NO RE Fax 909- 427-0634 A PNL-PLKSOFF t Creator. E. Gonzales SCALE 1"= 1'-0-" Date: 4/242013 sHEET 10 OF 12 WALL LENGTH i Stud Spacing at IS' O.C. IT-------------- l WALL f HEIGHT Mails at 6" O.C. ctyp• 3/8" Minimum Edge DiS,ance I fastener, as ribed in Note 1 HardieSoffit, Cemsoffit 20ga, 3-5/8,, X 1-5/8" Metal cc -stud I The wall and soffit frames are to be L--- designed by the Architect or Engineer of Record in compliance with the Florida. Building Code. PRODUCT DESCRlPTLQIJ SEE Hard ieSoffitO & CemsoffitO materials DETAIL A are nor -asbestos Tiber -cement products tested in accordancevrith ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8" X 1-5;8" SO_ F_=l r-DtMENSIONS Width Length Thickness Metal C-stud 4, a' /„ HardieSoffit, DESLGNLPRESSURE RAT#NG Ael Cemson Installation Design Pressure Metal Studs a f,j',gi. + y1Ss fQp1 , 0Gq scTLoN sag tit r REYWIED as camoyisW with the Fkxids 0. 72V__ 7Mik CEIVISOF_ F17_pANEL_t4j LlLLATLQI-yDEfAILS <<,1VAL N,rlr#'+ k{A&DIESf FFLT_ All installation shall be done in conformance with this Notice of Acceptan !i t manufacturer`s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A Tl-e soffit shall be installed over minimum 209a, Nominal 3-5/8" X 1-516, Metal G-studs spaced a maximum of 16' O.C. jNotee 11 The soffit fastener shall be a minimum No. 8-18, 0_315" head diameter X 1-114" long` ribbedbugleheadscrew (*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 ITtets. Fax 909427-0634 Creator, E Gonzales. 11A1 HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 EJm Avenue Fontana, CA 92337 12" = 9'-0" Dlk; l o. _ REV PNL- PLKSOFF 1 Date: 4t24l2013 SHEET i s OF 12 . 6.oCin.—r{ 16.00in. Cladding 1 1 1 Z I i / Framing J--- . \ 6.00in. PROD uCr REWSW t tso f3-G 3fl.47 J7 q GAWq Mism: mmic oc aa vaavl gs Of Fi2A1JllT IG=F`SS(QN`°v` NOMINAL 20 GAUGE 3-518"X 1-518"ST1=EL STUDS 16" O.C. FASTENED WITH 518" 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 THESIE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE jq ADTHE INS ` HARDIESOFFIT, CEMSOFFIT PANELTHESOFFITISFASTENEDWITHNO. 8-18, .0.315"HEAD DIAMETER 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 109D1 Elm Avenue STUDS o Fontana, CA92337 Phone: 909-356-6300 SIZE FSCM N4 DWG No REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SRSLE 1" = 11,0" Date: 4/24/2013 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 BCIS Home i '_og In i User Registration I Hot Topics Submit Surcharge Slats 8 Facts c: Publications i FBC Staff BCIS Site Map Links Search i Busihesg( Professional +y' use2 ucticUserovai Regulation Product .Approval Meru > Product or Application Search > Application List > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived r Product Manufacturer Silverline Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick, N) 08902 300) 234-4228 Ext 4644 Jonberrian@slbp.com Authorized Signature on Berrian Jonberrian@slbp.com Technical Representative Address/Phone/Email Quality Assurance.Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products 1 FL # i Model, Number or Name Description Year 2011 2008 http://wi,,w.floridabu lding.org/pr/pr_app_dtl.aspx?param=wGBVXQN tDgtvA`/`2bxlnzkl... 2/19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWDOOZ, and Product Evaluation Report, PER3947, for design pressures and installation requirements. Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 R0 C CAC 2-4-16 CCL-_ist.Odf Quality Assurance Contract Expiration Date 12/16/2016 Installation Instructions FL19715 RO II SWD002 SS 2016-02-03.Ddf VeriRed By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.Dd_f Created by Independent Third Party: Yes Back Next Contact Us :: t940 North roe Street Tallahassee FL "'no Phone: 850-487-1824 The State of Fiorida is an AA/EEO employer. Cppvmht 2007-2013 State of 9or'da :: 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 riot send electronic mat! to this entity. Instead, contact the office by phoneorby 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 iicensed 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 vender Chapter 455, F.S., please dick here . product Approval Accepts: sccurityai rrxt!'s http:// w-vvw.floridabuitdinc,.org/pr/pr_app_dtl.aspx?paiam=wGEVXQ%A DgtvA%2bxmzkl... 2/ 19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL. INDIVIDUAL: INSTALLATION ANCHORS WITHIN A TOLERANCE OF 31/2 INCH I HE DEPICTED LOCATION &-SPACING IN 1"HE ANCHOR LAYOUT DETAILS LE., WI'TI IOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. SILVER LINE BUILDING SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) ON4. SHIM AS P.EQUFF.D AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM TO BE 3/81NCH. SHIM WHERE GENERAL NOTES SPACE OF I/15 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 5. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE R8 WOOD 2014) FLORIDA BUILDING CODE (FOC), EXCLUDING HVHZ SCREWS OR 11 GAUGE ROOFING NAILS OR 10d COMMON NAILS FSUFFICIENT AND HAS BEEN EVALUATED ACCORD INGTO THE LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD FOLLOWING: SUBSTRATE. INSTALLATION SHALLMAINTAIN MIN. 3/8"EDGE DISTANCE, AAMA/WDMA/CSA301/1.5.2/A440-OB/11 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE R8 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 910 VJ000 SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2.114CH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, 3. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH DIAMETER ITW TAPCONS 01: SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. .13/4" EDGE 4' DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 410 SELF -TAPPING SCREWS OFSUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL. FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE.A CORROSION RESISTANT COATING. 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY; ZX FRAMING, AND METAL FRAMING AS A MAIN WIND. FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 1X AND 2X BUCKS (WI IEN USED) SHALL BE.DESIGNED AND ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A. SPECIFIC SITE, IF SITE CONDITIONS CAUSE. INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO RE OBTAINED FROM MIAMI•DADE REP, OR ALL). S. APPROVED. IMPACT PROTECTIVE SYSTEM 15 REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC. 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL 7. IN ACCORDANCE WITH THE STH EDITION FBC, WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS: EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK. CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BYTHE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROIJT-FII.LF,D CMU- UNIT STRENGTH CONFORMSTO ASTMC-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS 1" 0 ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI, E. STEEL- MINIMUM YIELD STRENGTH OF33.KSL MINIMUM WALL THICKNESS OF47; 8 MIMO.0478" or 18 GAUGE). MIN. 1/2" EDGE DISTANCE. F. ALUMINUM- MINIMUM ALLOY 6063-T5. MINIM U M WALL THICKNESS OF 1116". MIN. 1/2' EDGE DISTANCE. 8. GLA55 MEETS THE REQUIREMENTS OFASTM E 1300 GLASS CHARTS-. SEE SHEET 6'FOR GLAZING DETAILS, TABLE OF CONTENTS SHEET i REVISION SHEET DESCRIPTION INSTALLATION G GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUT5 4 VERTICAL& HORIZONTAL SECTIONS(NATE FIN) 5 VERTICALS HORIZONTAL SECTIONS (THROb'GH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, S GLAZING I DETAIL MAX OVERALL.SIZE CONFIG. DES16N PRESSURE MISSILE IMPACTRATIFJG WIDTHHEIGHT36" 84' O/X 35 / -35 PSF NON IMPACT 38" 66" O/X 50 / -50 PSF NON IMPACT 38" 74' O/X 50 / -50 PSF NON IMPACT 77' O/X 35 / -35 PSF NON IMPACT 3B" 44" 62' O/X. 50 / .50 PSF NON IMPACT 48" 72' O/X 35 /,-35 PSF NON IMPACT 48' 84" O/X 20 / -20 PSF NON IMPACT 52" 72" O/X 23 / -25 PSF NON IMPACT 36" 83.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 48' 96" O/X (ORIEL) 20 / -20 PSF NON IMPACT 72" 62" O/X-O/X 35 / -35 PSF NON IMPACT 72" 14" O/X-O/X 35 / -35 PSF NON IMPACT 76" 62" O/X-O/X 50 / -50 PSF NON IMPACT 76" 76" 72' 77" O/ X O/X O/ X.O/X 50 / - 50 PSF 25 /- 25 P5F NON IMPACT NON IMPACT so, 74" O/X-O/X 35 / .35 PSF NON IMPACT 96" 74" O/X-O/X 30!-30 PSF NON IMPACT 1081, 62" O/X-O/X-O/X 50 / -50 P5F NON IMPACT 106" 72" O/X-O/X-O/X+50 50 PSF NON IMPACT FOR" 84" O/X-O/X-O/X 25 / -25 PSF NON IMPACT Silver Line IyAndersen W IN DO WS•00 DRS ONE SUVE41NE DRIVE NO 9RUNSWLCK. NJ CB90Z 752) Q540M 0 3 O • 4 ki m H M o q I- Q 3 ro Z>>. o vi: a m J N W G = u mQZ m a ZNuJM G H Q o m ¢OZ w o 1- a JO 7 F QJ J LLl •. C N- pm Z T Z z IV) 0OvDigitally signed by Hermes F Norero, P.E. S W D00 2 Reason: I am approving this document FL#: FL19715 ` Date: 2016.02.0309:40:44-05'00' SHEET` 1 OF U C MAX. FR, HEIGHT MAX. FRAM HEIGHT 9E MAX. FRAME WIDTH 48" ELEVATION SINGLE HUNG. WINDOW MAX. FRAME r WIDTH 96" ELEVATION TWIN SINGLE HUNG WINDOW 0`; QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2901-4901 RATINGS, SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2902-4902 RATINGS, TWIN UNIT CONFIGURATIONS MAX. FR, HEIGHT MAX. FRAN HEIGHT 9d MAX. FRAME_ WIDTH 48" ELEVATION SINGLE HUNG ORIEL WINDOW MAX. FRAME WIDTH 108" ) TRIPLE SINGLE HUNG WINDOW SiiverLine brAndersen U.11 w1x Rows.000ax 014F SILVF.RLINE oaIVE Noki 9RUNSIVICK. NS 08902 PH: (IS:J x35-1000 03 U N m H"' G oZ Z. 03 a=LLO U L K T W w mtwm —1 Z Z w Z) N Fes- n. WhKt7 Z al a 3:- z n ` n DWG #: SWD002 SHEET: 2 OF 6 2" MAX, I} 11" MAX. FROM-...._.._._....-..Ir_. 1 O'C' CORNERS I1" MAX. O.G. 2" MAX. FROM CORNERS T_ IJOi[r 1`x62'UIJITSAT DP 50 PSF SHALL RE AWHOP ED MAX 6` O.C. AT HfAD;'AMR. AND STt L ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAX. FROM _ 4 1/2" MAX, CORNERS .-I r O.C. 1 41/2" MAX.-T O.C. 2" MAX. FROM CORNERS 6" MAX. FROM _ 20" N' O.0.' CORNERS- r I 6" MAX. FROM I (— CORNERS 1 20" MAX. O.C. L 6" MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 1 F"_ O.C. 4 1! O. MAX. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 12 3/4" MAX. 1" MAX. FROM CORNERS 6" Mp O;C 1" MAX. 1 I 6" MAX. FROM J CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 6" MAX. 12" MAX. FROM +- {--- — CORNERS II O.C. 1 16 1/2" MAX O.C. 1- 6" MAX. 1 ANCHOR STRAP 6" MAX. } FROM J FROM J CORNERS P/N 50-2995-2 CORNERS SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH -FRAME -TWIN SINGLE HUNG WINDOW 16 L 2" MAX. ANCHOR STRAP P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR: LAYOUT THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW SilverLine byAndersen W NpoWS. pppp5 ONE SILV-F IW DRIVE NORTH 6NVNS WttK NJ 08902 PH: (752)A35-1000 U m o O 2 7 n F n O <^ wzo Zm Z NLL1 Y' m H Z m1Q w m o 2 C d1m v_ Lli a Iv ! m O H Z V) u Lu t o n > > uJ o 3 _ Uz 0 o U w DWG #: 5WD002 SHEET: 3 OF 6 CONCRETEE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY G 2X WOOD BUCK BY OTHERS _{ I2XWOOpBUCKBYOTHERS SEE SHEET 6 FOR CONNECTION DETAILS 8 WOOD SCREW-1 INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERSPERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL, SHEET 6 1 1/2" MIN. EMBEDMENT INTERIOR rB1 VERTICAL SECTION a / HEAD - 2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR _T INTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS EXTERIOR FINI5H BY OTHERS 8 WOOD SCREW INSTALLATION ANCHOR 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR - CONNECTION DETAILS CAULK BETWEEN CONCRETE/ MASONRY G 2X WOOD BUCK BY OTHERS 3/B" MIN. EDGE DIST. 1/4" MAX. 1/4" MAX. SHIM.SPACE -- SHIM SPACE SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING DETAIL SHEET % INTERIOR EXTERIOR O,A. UNIT WIDTH MIN. 3/8" EDGE DISTANCE k:. MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE 8 GR, 5 SELF -TAPPING SCREW INSTALLATION ANCHOR N%FTAL STUD BY OTHERS, SHEET I INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERLME7ER SEALANT BY OTHERS HORIZONTAL SECTION I 4 JAMB -METAL STUD 1/4" MAX. NAIL FIN SHIM SPACE 3/8" MIN. J EDGE DIST, CONCRETE/MASONRY BY OTHERS 1 112" MIN. EMBEDMENT A VERTICAL SECTION SILL-2X WOOD BUCK --- NAIL FIN Silver Line aAndersen i; w'Ia Dow6•tooai ONE 5TLMUR EDRIVE NORTH BRVNS WIcc. N0 G8W2 PH: (292) 435-1000 O c.i ao 8g V) Z Sww l9 W V wZm< w N j V H Z C aLuQNrn Lu7 ui d wF- ITTI0 3 J VZE U ZV) DWG #: SWD002 SHEET: 4 OF 6 10 WOOD SCREW INSTALLATION ANCHOR 3/4" MIN. CONCRETE/ MASONRY EDGE DISTANCE 2X WOOD BUCKISTUD BY OTHERS SEE. SHEET 6 FOR 1/4" MAX. BY OTHERS. a' CONNECTION DETAILS SHIM SPACE CAULK BETWEEN a a " SASH REINFORCING. CONCRETE/MASONRY SEE SHEET 6 FOR REQUIREMENT5 BY OTHERS SEE6LA7_INC 1 1/2" MIN. DETAIL SHEET 6 EXTERIOR FINIT' iH'" EMBEDMENT BY OTHER ,. I INTERIOR PERIMETER SEALANT SH MSSPACE ACEBYOTHERS O.A. EXTERIOR i 1 INTERIOR UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 VERTICAL SECTION 5 HEAD- 2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR O, A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS 5) #F14 PANCAIKE HEAD SCREWS FRi FRAME, HOL TO ACCOMOD INTERIOR ANCHOR STRAP', AT TWIN d TRIPLE CONFIG:- ONLY. SEE PLAN VIEW - ANCHOR STRAP 0.0620• P/N 50-2995-2)' DETAIL AT RIGHT FOR INSTALL. REQ. 1/4" MAX. n r SHIM SPACE EXTERIOR FINISH - I I 1 1/4" MIN. BY OTHERSeEMBEDMENT PRECAST SILL" Ta BY I OTHERS e3/ 16" ITW TAPCON a. e. INSTALLATION ANCHOR .. 0/4" MIN a EDGE DISTANCE VERTICAL SECTION 5 SILL- CONCRETE/MASONRY THROUGH FRAME MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/ 2" EDGE DISTANCE 410 GR. 5 5tLF-TAPPING SCREW IN5TALLATION ANCHOR. METAL TUBE/ STUD OR APPROVED MULLION BY OTHERS, SEE. SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 5 JAMB - METAL .TUBE/STUD OR APPROVED MULLION THROUGH FRAME HORS FROM ANCHOR STRAP TO PLAN VIEW -. ANCHOR STRAP (P/N.50-2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. AN_C_ HOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16" I11N TAPCON5 PER STRAP, MIN, 1-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 5ELF-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. 1-1/ 2" EMBEDMENT, MIN. I' EDGE DISTANCE. Si(verLine IYAndersen YiN DO W.E-000k4 ONE SSWNSWICE NZ 08 NOkTH RRUNSWICY. NI 08402 M (752) 05.1 W pp m m o r O Z z p Z o O r H J a ZV1 LLdw o iZi< wm wtu u m JHm w m o Z $ ui v i > J m iq In V) z H C) H ti U W 1yLu O T .., -T w m V) m J V) no - a DWG #: 5WD002 SHEET: 5 OF L al INTERIOR EXTERIOR 0 INTERIOR o I) SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS: VERTICAL SECTION t HORIZONTAL SECTION 6 MEETING STILE v INIERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE -/- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE+/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE+/- 50PSF 38 X 77. (OIX), DESIGN PRESSURE 35 PSF 72 X 84, (0/X-O/X), DESIGN PRESSURE 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE +/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF 108 X 72, (O/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF ElE-7 - 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 PRE55URE +/-.35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. 5/8" O.A. I.G. GLASS EXTERIOR / INTERIOR D MIN. GLASS 4 G BITE 1/Z" f 7/8" SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1" MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOTEXCEEDED: 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK. 1/ 4" ITW TAPCON ANCHOR 4" FROM CORNERS 16" MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 1 1/4" MIN. EMBEDMENT 11/2" MIN.EOGE DISTANCE 2" MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine wAndersen w woows. ONE SILVEMNE DRIVE NM0. 99.UN5-, NJ 00902 PH: (! 5Z)435-XW z$ 1O N C) pppo h , p lIJ Zu; Zm t1JU n CA E NJ w,p o rd 0 T11 I v W [ tl m J N 0 0 u Z a DWG #: SWD002 SHEET: 6 OF 6 WINDOW R DOOR n UFACTURERSAswctAnON Hallmark@ Certificate of AMS, INC. U AdnninistratevcMwagcmcni Conformance and License (CCL)-'W-- DMA1 Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900/ 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 9142127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219xl676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D. 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 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 &DOOREL —IL] MANUFACTUR RSASSOCIAnON W D M A Hallmark® Certificate of ` -` Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC- i ' ys ems, agemcni Sy,tcrnslaa, Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 511/2017 1118x1575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 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 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 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 +501-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 2011202/203-94 DP & Cycle Pressure +501-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 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 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW 8 DOOR tllUFACTUR RSAMCfATtON Hallmark0 Certificate of AMS, INC. Conformance and License (CCL) AdminWmti,,c:Managcnxnt ste,gr4. 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 +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Seriesl2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6l2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.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 Seri es/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 4113/2025 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/l.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 +501-50 psf; Water Test Press 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR MANUFACTURERS ASSOCIAT10N Hallmark@ Certificate of r UL W.. DM A Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Administratiryic Managanenc systems, Inc. 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 1115/2016 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 2907TWI4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/I_S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 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 VWINDC W & QOOR MANUr-ACTUn RSASSOCIATION Hallmark® Certificate of AMS, INC. W D M A Conformance and License (CCL) wxrx ` ' y` . Administ 8ave,. ^f8I1R,1'C lent 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 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 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 +15/-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 8643001 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 ELDWINDOW a DOOR MANUFACTURERSASSOCIATION Hallmark® Certificate of INC. ULWDMAConformance and License (CCL) tt r `` AIMS, AdcniaiSystems, Im. nxnc 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/l.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type- H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440- H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type- H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440- H-028.22 2900-4900/2903-4903 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 2900-4900/29074907 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 E WINDOW & DOOR IMMUFACTURERSASSOCtAMON Hallmark(k Certificate of f LjDMConformanceWSilver and License (CCL) Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 AMS, IN'C. Adminimmtivc Managcment Systcm.i, Inc, CertDate ExpDate 11 /23/2015 4/27/2025 11 /23/2015 4/27/2025 John McFee, VP of Certification Programs, J- DM4 Hallmark By: 14 Rhonda Schor., Authorized Representative, ,tVS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING 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 3 •! tt! i r 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 LineBuilding Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages t — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' O Z 7 I:e -i/SS'ONAL' Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Product Category: Product Sub -Category: Compliance Method: Product Name: Silver Line Building Products Windows Single Hung State Product Approval Method (1)(a) Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5`h Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5th Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5`h Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (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 i User Registration # Hot Topics S Submit Surcharge ', Stats & Facts i Publications l FBC Staff i BCIS Site Map I Links S Search ; Florida111A0111111 VVV ati Product Approval a - USER: Public User 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 Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email set to re -apply per applicants request 4/28/15-rb Wayne -Dalton, a division of Overhead Door Corporation 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Greg Taylor gtaylor@Wayne-Dalton.com Greg Taylor 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer YJ 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 1 Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Standard Year DASMA-108 2002 DASMA-115 200S Equivalence of Product Standards Certified By Sections from the Code https://www.fl on dabui Idi ng.org/pr/pr_app_dtl .aspx?param=wGEVXQwtDqufl 1 J R flNxf6u7oj nlOheH %2bR KJ kizESW xAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 j,FL# Model, Number or Name f 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 15120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0228 318958 P7.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WD3ambSuDDlementP16 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 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 0229 318959 P8.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoo1ementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 -R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0230 318960 P10.Ddf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 RI1 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". Solid only - no glazing available. Installation Instructions FL9174 Rll II 0231 318996 P5.Ddf FL9174 R11 II Track Supplement Chart P10.0f FL9174 Rll II WDJambSuDDlementPl6 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.Ddf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRfWxf6u7ojnlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d W 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s,odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf 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.Ddf Impact Resistant: Yes F19174 R11 II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementP16 s.adf 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.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 318999 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementPl6 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 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 9174.8 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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.Ddf 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.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6 Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Suoolement Chart P10 odf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoolementPl6 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.Ddf FL9174 R11 AE FL09174 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 II 0237 319025 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 1111 AE ASTM A 653.odf 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 https:l/www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDqunlJRtWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 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.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupplementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes 9174.12 ( 5120/5140/6100/9100/9400/9600 1 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.pdf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 Ril II WDJambSupplementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf 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. Installation Instructions FL9174 R11 II 0602 319028 P5.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WD3ambSupplementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.pdf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0603 319029 P5.odf FL9174 RI II Track Supplement Chart P10.1)df FL9174 R11_II WDJambSupplementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 ri s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 ' 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use 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.Ddf FL9174 R11 II Track Supplement Chart P10.1)df FL9174 R11 II WDJambSupplementP16 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 Ril AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.1)df Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 Rii II WDJambSuoo1ementP16 s.odf https:/Avww.fl oridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRfWxf6u7ojnlOheH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.lidf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 1 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.pdf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupplementP16 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 FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0609 319035 135.pdf FL9174 Rll II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSupplementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf 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.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSupolementP16 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.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21 Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.odf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSupplementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.Ddf Created by Independent Third Party: Yes B IH2xt 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 Flonda 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 Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl lJ RIWxf6u7oj n10heH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d W1.1 10/27/2016 Florida Building Code Online eCfrect Credit Card Safe https:ltwww.floridabuilding.orgtpr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "ores 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 S. SF',t9' No. 5J737 O STATE OFO sSIONAL ? IIIII1\ 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/fl 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 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 112", 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 B182.1. 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/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT 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 6- ENB4 rFcA /i No.51737 t STATE OF yi SS/ONP& ` 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT "oTEI 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 r, No. 51737 0 STATE OF jSSONA ` ti iriti 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Aooroved 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 NIE4 2500 PSI CONCRETE"o"' 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 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 1 16 1 17 1 N/A j%11fur//z / E. Sc' i No. 51737 0 STATE OF '41- 00"j0,` as FLOR. 6 SIONAL v\ 0"11111 11% 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. Aooroved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE5 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT "OTE I 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU"oTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 No. 51737 0 STATE OF j O,N FC OR OV, ate# flit 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. 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 REVISIONS Waa ton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No.51737 r 0 STATE OF ONAo 0111 I1i0\ SOUTHERN xPI E3 LUMBER.-\ Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIR G ATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINDLOAO CONSTRUCTION DETAILS. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL 1 ^ POST REINFORCING SYSTEMS. 6" MAX. MAXIMUM SPACING 6" MAX. rL HEADER LOCK BRACKET 2-3/4" J 2) 3/8" SIMPSON TITEN HO 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: MA%iMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2.6 H3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 8" 4" 4 8" 4" 4) 3/5" SIMPSON TITEN HO SCREW ANCHOR 'NTH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4,,. DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE: MA%IMUI' DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2x6 p3 rL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4° 4" 1-1/2" i-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 WOOD SUPPORT STRUCTURE NOTE: MAXIMUM DESIGN LOAD DATE NAME CAPACITY OF 2430 LBS. SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT ECKED DRAWING PART NO. TREV. 324620 IP16 Wagner Dalton 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 3/6" SIMPSON TITEN HD, 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 TRACK Na. 51737 0 STATE OF Nr . F OR1 P p SIONAV- illll Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES, PE 3121 FAIRGATE OR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIOEO ONLY FOR VERIFICATION OF MNDLOAD 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 BACTERIOR KINSHEATHING 5/ 16" LAG SCREW WITH 1- 9/32" EMBED IN CENTER OF STUD ( t 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/ 4-2Ox9/16" / TRACK BOLT AND / 1/ 4-20 HEX NU SHEET 2 OF 2 REVISIONS DATE I NAME DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 IP16 The Genuine. The Original. wrAto April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2501 S. State Noy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 wmv.ovarheaddoorcom 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 Overhead l?oor:Corporation ASubsdiaryo(SanwalloldingsCorporation I I k I I I I I I I tdo. TM5 STATE OF ' •w roJVAi. top '1 y/0/5 John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972)492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. CAS FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ= Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 2 0 Ao/u, Drawings TABLE 1. FL 09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 US 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911 W 3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 GtrQ -.JJ—wgp 3 i rrw , 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 5 E. 4 16(tb / ll FL09174-R7 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. j! — S b(to f tt FL 09174-117 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, JoTfn E. Scates, P.E. y Florida PE # 51737 LO( n John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Dr. Carrollton TX 75007 fax (972) 492-0077 I office (972) 492-9500 Re: Statement of Affirmation to FBC 5th Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 No. 51737 o STATE OF ss ONA; E ttI I1 NGgSi 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) ,#8xl' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A 1/8' BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) #Bxl" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS, GLAZED SECTION REQUIRES 18 CA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-140/8' SELF DRILLING CRIMP71TE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 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 ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. TH ENDS (NOT TH OPERATOR TE 5). SLIDE K SHOWN FOR SECTION SOLID WN. SEE SHEET AR LOCATIONS S WITH OTHER AND IS SHE 13 CA HORIZ ANGLE 13 GA FLAG ANGLE GA MIN HORIZ TRACK 5/16x1-5/8' LAC SCREWS MIN 3 AS SHOWN) GA MIN VERT TRACK x1-5/8" LA REW AT EACH AMB BRACKET x9/16' TRACK 1/4-20 HEX ACH JB JAMB KET LOCATION GA STIFFENE MB BRACKETS HELDULE FOR TY, LOCATION, AN( TYPE R SLIDE LOCK CLARITY I 51, 2, ET FOR ANDS 16 16 5/16 SCJ 1/4-20 BOLT AND NUT AT E BRAC 15 JA SEE SC QUANI KEY LOCK 0 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BO B. 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) #Bxl' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCA TES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75OD7 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF 'MNOLOAO CONSTRUCTION DETAILS. EQUAL TO 12'-0', n JAMB BRACKET SCHEDULE DOOR NO. OF LOCAIION OF DEN AM BRACKETSNO. OF JAMB TRACK BRACKETS MEASURED FROM BOTTOM HEIGHT SECTIONS (EACH JAMB) TYPE OF TRACK (ALL DIMENSIONS f 2') 7'-0' 4 6 01 " (JB). 13' (01, 25-1/2" JB , 34 JB , 45-1 4 (01). 63" (JB) 7'-0" 4 6 FAT JB , 10" JB , 21-3 4 JB), 29-3 4' JB), 42' (JB), 63-1/4' (JB) 8'-0' S 8 01 " (JB), 13' (01), 23" (JB). 34" (JB), 47-1/4" (01), 58" (JB), 67" (01), 75" JB 8'-O' 5 B FAT JBJB , 10' JB , 21-3 4' JB , 29-3 4' , 48' JB , 57-1 4' JB , 66' JB , 75-1 2" JB 8'-O' 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 Y0 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR UNIFORM LOAD EACH JAMB (PLF) MOTH HEIGHT 16'-0" ALL +207.2/-230.4 14'-0" ALL +181.3/-201.6 12'-0" ALL +155.4/-172.8 10'-0" ALL +129.5 -144.0 Wagne® Balton IISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PEN SACOLA, FLORIDA 32514 REVISIONS 4 CHANGES TO GENERAL FORMAT AND CHANGED J-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED OLIVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 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 PIS ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO W-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 PTO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): +25.90/-2B,8D MAX WIDTH: 16'-0" DATE NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: B'-9" DRAWN 3/8/06 GIRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 of 2 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 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 Y0 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR UNIFORM LOAD EACH JAMB (PLF) MOTH HEIGHT 16'-0" ALL +207.2/-230.4 14'-0" ALL +181.3/-201.6 12'-0" ALL +155.4/-172.8 10'-0" ALL +129.5 -144.0 Wagne® Balton IISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PEN SACOLA, FLORIDA 32514 REVISIONS 4 CHANGES TO GENERAL FORMAT AND CHANGED J-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED OLIVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 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 PIS ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO W-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 PTO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): +25.90/-2B,8D MAX WIDTH: 16'-0" DATE NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: B'-9" DRAWN 3/8/06 GIRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 of 2 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 Wagne® Balton IISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PEN SACOLA, FLORIDA 32514 REVISIONS 4 CHANGES TO GENERAL FORMAT AND CHANGED J-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED OLIVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 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 PIS ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO W-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 PTO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): +25.90/-2B,8D MAX WIDTH: 16'-0" DATE NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: B'-9" DRAWN 3/8/06 GIRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 of 2 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES - HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7 8" CRIMPTITE SCREWS SELF GRILLING CRIMPTI TE SCREWS FOR STANDARD TRACK AND (3) D 1/4-14z7/B' 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) 1/4-14x5/8' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (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) I CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE L DUE TO CLEARANCES REQUIRED TO 2' NYLON ETORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER OATH O U-BARS, ALL U-BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20x5/8" INTEGRAL RIB AND20x ATTACH SCREWS (2 OF WITH (2) 1/4-2WS THRUCRIMPESCREWSTHRU WHICH ARE FACTORYWHICHARE 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 BOTTOMEUDWHICHISFINSTALLEDHINGELEAFAND1THRUTHRUPRE -PUNCHED HOLE - WEB OF U-BAR AND IN L BAR) INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH / - D 3) 1/4-14x5/B" PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/B" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM L BOTTOM OF THE BOTTOM U-BAR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-147/8" 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. A8x3/ 4' MIN STAINLESS SCREWS WITH STAINLESS - BACKED RUBBER WASHERS 3- 1/2" O.C. MAX 1/ 8' BEAD GE / TRAGLAC SSG40DOI1 SG40DOAC STRUCTURALSEALANTOR 1 JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/1`2203 PROFESSIONAL ENGINEER' S SEAL PROVIDED ONLY FOR VERIFICATION OF MNOLOAD CONSTRUCTION DETAILS. 1012M. 0B 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/ 4-147/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE, J- STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 FACER STEEL -- NON-STRUCTURAL DECORATIVE INNER / WINDOW TRIM DETAIL E ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) D 1/4- 147/8' 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 PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WATH (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) 1/4-14x5/8' 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 END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-145/8' CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY B" FROM EACH END. Wayne® Daft STATIC PRESSURE RATINGS APPROVED SIZES Isc DESIGN (PSF): + 25.90/-28.80 MAX WIDTH: 16'-0" TEST (PSF): + 38.85/-43.20 MAX HEIGHT: 8'-9" IDR IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" ICH MODELS 5120/ 6100/9100 ISION OF OVERHEAD DOOR CORP PENSACOLA, FORIDARl32514 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER. CHANCED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 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. GRT 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. GRT 7/ 22/08 P9 UPDATED TITLE BLOCK GRT 8/ 26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/ 15/11 N.T. S. SIZE: A DATE NAME 3/8/ 06 GRT ED 4/ 6/D6 MRB SHEET 2 OF 2 DRAWING PART 318960 NO. REV. P10 SPLICE PLATE LOCATION e SEE SCHEDULE a 14" MAX SEE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE 12" MAX TRACK CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56309/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 13 GA MIN CONTINUO( WALL ANG 11 GA MIN CLIP SEE SCHEDULE TYPICAL CLIP BOLTING DETAIL TRACK 3) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT 13 GA MIN _ CONTINUOUS WALL ANGLE TRACK 2) 1 /4" X 1 \ 7/16 SEMI TUBULAR RIVITS 1) 1 /4"-20 TRACK CLIP SEE GA MIN :i OR CARRIAGE BOLT SCHEDULE \ % WITH 1 /4"-20 NUT TYPICAL CLIP RIVETING DETAIL RSW 0 28., N CLIP 2 11 GA ' k l `•. SEE SCHIEDULE 1,-(1) 1/4"-20 TRACK 13 GA MIN OR CARRIAGE BOLT CONTINUOUS , WITH 1/4"-20 NUT WALL ANGLE TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9'-0" 46 0 PSF -52 0 PSF 16' - 18'- TRACK 0" +46.0 PSF/-52.0 PSF Wayne® 0" +46.0 PSF/-52.0 PSF Balton 3395 ADDISON DRIVE FLRiDASUPPLEMENTCHARTPEN ( 850)A474 09890 32514 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 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH q9 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 6/2110 DATE NAME DRAWN 1 8/21/07 CRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. REV, 307494 P101'I 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 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH q9 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 6/2110 DATE NAME DRAWN 1 8/21/07 CRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. REV, 307494 P101'I 2 3/4" t1" EDGE DIST E60XX MIN, 1 /8 2-24 1 /8 2-24 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/811 WALL ANGLE LAG SCREW OR EQUIVALENT INTONOTMIN2x6NO.2 TRACK CLIP SPF (G=0.42) - BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND Z2 HOLE LOCATIONS) H %---/ 1/4-20 HEX NUT-/ %,, MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL d. WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING d o. . d' a d O .° CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF %NDLOAD _CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK HEIGHT CLIP S FROM BOTTOM TO TOP SPLICEPLATE # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SLICSPA EE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-O" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3 8 TO 1-5/8" THICK DOOR HEIGHT CLIP IS FROM BOTTOM TO TOP SPLICPLATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP IS FROM BOTTOM TO TOP SPLICEHEIGHPLATE # 7'- 0" 4, 4, 4, 4, 4, 4 6 8'- 0" 4, 4, 4, 4, 4, 4, 4 6 9'- 0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'- 0" 4, 4, 4, 4, 4, 4, 4, 4, 4 1 6 REVISIONS P2 2 INCH TRACK - CLIPS -TEXAS WALL AN CLE 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 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. ORT 10/OS/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE p8 CLIP (REPLACED WITH p9 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. GRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 Wagn I DATE I NAME Balton DRAWN 1 8/21/07 GRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN( 500) A47-99032514 DRAWING PART NO. 307494 REV. P10 TRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 3 Flc{[aaDepften(d BC<S Home [ Log Jn { User Registration I Hotiopi6 [ Submlt Surcharge Stats & Facts [ Publications ; FBC Staff I BCIS Site Map 1 Links [ Search 3usi IGS rofessibnalUSE?: ProductA rovatPublicUsera Regulation Product AGM-1 Menu > product or Application Search > Applicaton List > Application Detail FL # FL15332-R2 Application Type Affirmation code Version 2014 Application Status Approved Comments Archlved 171 Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street . Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.com Authorized Signature Brent Sitlinger bsltlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sllding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urtch, 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 Fl-0332 R—CO_T FI.CDI.odf Standard Year AAMA/WDMA/CSA 101/I.S.21A440 2005 Rh affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity 0Yes 0No ON/A https:llw,vw.floridabuilding.org/pr/pr app rill.aspx?param=wGEVXQwtDgtl48572gvdWl... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of FL # Model, Number or Name 15332.1 SERIES 420 ALUMINUM SGD Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other. REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.2 SERIES 420 ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS Page 2 of 3 FLI5332 R2 COC FL1S332-COMP.cdf Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 SERIES 420 ALUMINUM SGD OXO 14S-3/4"x80" NON - REINFORCED Installation Instructions FLI5332 R2 11 08-00500C.pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 5108078.0f Created by Independent Third Party: Yes SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Installation Instructions FLI5332 R2 II 08-00498C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 5108058.pdf Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 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 FLIS332 R2 AF 51296BA.0 PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use installation Instructions Approved for use in HVHZ: No F1-15332 R2 II 08-02249A.pdf 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 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation instructions Approved for use In HVHZ: No FL15332 R2 lI 08-02250A.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 FL15332 R2 AE 512970A.odf PRESSURE RATINGS 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: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT- FOR DESIGN FLI5332 R2 AE 5108068 odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" https:llwww.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvctWl... 8/31 /2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R-) IT 08-00501C Zdf 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.Qd€ 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 - REIN FORCED Limits of Use Installation instructions Approved for use in HVHZ: No ELLS332 R2 II 08-0QS02C_.D_d}: Approved for use outside HVHZ: Yes Verified Sy: 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 ELIS332 R2 AF 5108096.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIFS 4301440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FFLLX533Z R2 II 08-00503C.odf Approved for use outside HVHZ: Yes Verifed 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 5108108.pdf PRESSURE RATINGS Created by Independent Third Party: Yes Contact Us a: 1940 North Monroe Street, Tallahassee FL 32392 Phone: 850-487-1824 The State of Florida Is an AA/EED employer. Copyright 2007-2013 Stag of Florida ;; Privacy Statement :; Accessibi8ty Statement :: Refund Statement Under t1orrda law, email addresses are public records, If you do not want your e-mail address released In response to a public-mcords 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 Seddon 455.775(1), Florida Statutes, effective October 1, 2012, llcensaes licensed under Chapter 455, F.S. must provide the Department with an emall address If they have one, The ema0s provided may be used for offlctal communication with the licensee. However email addresses are public record. If you do not wish to supply a paroonal 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: Ciiditi'AArii https:l/www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGFVXQwtDgtH8572gvdWI.., 8/31/2015 NOTES: I. THE PRODUC? SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING 1.0 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1% BUCK OVER MASONRY/CONCRETE IS OPTIONAL. INHERE 1X BUCK 1S NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 5. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS RECUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MA',GMUM 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 RATIO — OVERHANG LENGTH/OVERHANG HEIGHT 10. ;'OR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT W70 SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFLCIENT LENGTH TO,ACHIEV£ 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 BEYONO STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALiATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR, MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 B, CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, ME 1 (OR GREATER). D. METAL STRUCTURE: STEEL 180A, 33KSI OR ALUMINUM 6063—T5 1/6" T141GK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, FIX TABLE OF CONTENTS SHEET NO., DESCRIPTION 1 NOTES 2 — 3 I ELEVATIONS 4 — 10 1 INSTALLATION DETAILS REVISICNS I REV I O'—C' RIFRON I oA1'E I APPRMQ II I A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 I R'-. i MI WINDOWS AND DOORS LLC 1001 W_ CROSBY RD CARROLLTON, TX 75006 SERIES 42G SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V.L. I OB-02249 MIL, NTS IWE 10/30/13 sH-1 OF 10 SIGNED: 1211612013 ti cENSF9+ D Ff HE 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX j 6" TMAX 6" AC AME IGHT 6" MAX SERIES 420 SOD REINFORCED WITKOUTADAPTER EXTERIOR VIEW DESIGN PRESSURERATLNG IMPACTRATING 35.OPSF NONE WI7H2-1l32" SILL SEE CHARTS #1 AND 02 FOR 0771ER UNITS RA 77NGS DESIGN PRESSURE RATING IMPACTRATING 25.01-28.6PSF NONE WITH 1-112, SILL SEE CHARTS 43 AND #4 FOR OTHER UNITS RATINGS 6" MAX CHART#1 WITH24132"SILL INHERE WATER MFfLTRATION RESISTANCE IS REQUIRED. Design pre=1v chart (psi) 5n is Pohel and Total Frerm wmm(!n) F W 30.0 30A 420 48.0 Height BR00 7200 84.00 9a.0a iN) Posi Neg Pot NeD Pae Neg Pee Neg 84.0 mo 58.4 40.0 50.9 40.0 4S7 40.0 420 a8.6 40.0 1 552 1 40.0 48A 40.0 43,0 39.4 30. 820 46.0 1 S 4 40.0 A 40,0 40.6 e6A 40A 49b 0.0.0 43.1 38A 38.4 35.0 3.0 CHART02 WRN2-v82" S1 L WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design preasurn ehaH (psi 51n01e Peneland Tota reFrurneRtWdih On J6.0 47.0 48.0 Haight39.0 7200 L00 96.00 In) 6aAa Pos Neg Pos NeD Pas NeD Pas I Nag 0 88, 59,¢ 0,9 50.9 48,7 -7 42A 420 88.0 682 56,2 48.0 48.0 43.0 43.0 394 99,4 s2o 52-4 62A 45A 4S4 40b 40 370 , 1 37.1 85.0 68.0 3.14143. 38.4- 304 35.35.0 REVISIONS DESCRIPTION DAYE APPROVED ADDED FIANCE AND FIN INSTALLATION 12/10/13 I R.L. CHART03 WITH 1-f,2"S(LL WHERE WATER INFILTRAMAt RESISTANCE IS REQUIRED. Desgn pm-'Mre chart (PSO PanelanslbtalFt- WCth6a.00 Pos Nag Poe Keg os Neg Pos eg6H-.1t, 26.0 47,8 25.0 41.7 2b-0 37.4 25.0 34.4 25,0 25.0 39.3 25.0 352 25-0 322 25.0 429 2i.a 3 2 25.0 33.2 2 . 90.3 D 40.7 25.0 3 3 25.0 31.4 2 .0 26.6 CHARTA-0 Wl7H 7.12"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART#5 Design pr-ure Chart (pst) Single Panel end Tot. Frame WIN Oro Pn 30.0 36.a 42A 48.0 1 B0.00 7200 8[00 00 IN Pos I Neq Pos Neq Pos Neg Pos Keg 8¢0 47b 47b 41.7 41-7 37.4 37.4 34.4 34A 22.0 452 2 sa3 393 352 3 2 32.2 322 82.0 42.9 429 372 372 332 77.2 303 303 96.0 40. 353 1 353 31. 716 2d.6 Ntmrber ofenshorlorattons rvaMfed Single Panel and Total Fr8Rn WNh nPrane 30.0 1 36.0 420 48A Hem tNi 0 NLS6Rlamb 20 184 Hd. 4 I.J2Mb I HAS I Jamb sox I HAS I Jamb 14, 0 4 6 5 6 6 B 1 5 99. 0 4 6 5 0 e 6 e e 92. 0 4 6 5 G a 6 B 6 0 gao 4 8 D e 6 e 6 6 MI WINDOWS AND RosaOODRSLLc S LR ItLolaol 9,. W. CARROLLTON, TX 75006 YAGENs SERIES 420 SG REINFORCED WITHOUT ADAPTER 96" x 9 ELEVATION 7?. OF a CRAWPk ow N0. %Cs •' ; v. L. 013-02249 A / sIONAL sr4 NTS I DATE 1 D/30/13 rslEET2 OF 10 V1j11lllUl c N FP HE 95" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART k6 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX I 5" MAX 6" AX ME G HT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RA77NG 43, OPSF NONE WITH 2-1/32" SILL SEE CHARTS Al AND 42 SHEE77*2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACTRATING 25.01-28.6PSF NONE WITH 1-12'SfLL SEE CHARTS A3 AND #4 SHEET2 FOR OTHER UNITS RATINGS 6" MAX REVI810N5 DESCWPMN DATE I APPMVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. CHART S6 Nymbe eranchor I—Zfonsragnfred 31nDle Fanel and Total UntV,01h On) 36.0 420 48.0 60.0 770 84.0 86A HAS Iamb HAS Jamb HAS Jab H8 J—bkJ0. 0 468 46 6 6 6 6 4 6 6 6 6 6 6 6 4 6 5 6 6 6 6 6 5 3/8" — -- 2 1/32" 2 1/32" SILL ALUMINUM 6063-T5.055THICK 5 3/8" T 1 1/2" SILL ALUMINUt l 6069-T3.055 THICK AND 0 LLCMIWIN001W. CROSBWSYRDCARROLLTON, TX 75006 v •6 Ns.?,r SERIES 42O SGD REINFORCED WITHOUT ADAPTER 4.-IrAV96" x 96" FIN ELEVATION Q PO ` pOFAW14: OWG N0. REV IO".6_•filaRIDa. y sc4E NITS DATE 10/30/15 08 "- 39OF 10 I A t ',jf"s/lMA 1/2" MIN. EDGE DISTANCE Rlwsrous DESCRIMON DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 I R.L 1 3/8" MIN, WOOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1/4" MAX_ SHIM SPACE i 3/5" MIN. 1/4" MAX. m10 WOOD EMBEDMENT r SHIM SPACE SCREW INTERIOR 2DISTANCEEDGE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR ICI II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FWISHES, BYOTHERS, NOT SHO WN FOR OLAR17Y. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED OJACCORDANOE W?H ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. 1ENT 10 WOOD - , EXTE SCREE"/ WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X 13UCK WOOD FRAMING OR 2K BUCK INSTALLATION BY OTHERS MI WlNDOWS AND LLC iceooww. cRDseYOOoS CARROLLTON, TX 75006 S.R.y' toa r_\OENS6 _cP o * - SERIES 420 SGD REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS f , jTATE OF O. s• OR Q ' DRAWN: DWG NO. 08--02249 RN AV.L NTS 10/30/13 SHEE 4 OF 10 REVISIONS REV DESCRIPTION APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L METAL 1/4" MAX. STRUCTURE ,` SHIM SPACE BY OTHERS 1 /4" MAX. SHIM SPACE 10 SAPS OR SELF DRILLING -- INTERIOR SCREW 7/8" MIN. EDGE DISTANCE I- D EXTERIOR INTERIOR D 7SILLTOBESETIN A BED OF VULKEM 116 #10 SMS OR CONSTRUCTION ADHESIVE SELF DRILLING OR EQUAL SCREWS 10 SMS OR SELF DRILLING METAL - SCREW SEE SHEET 3 STRUCTURE BY OTHERS EXTERIOR FOR SILL OPTIONS METAL STRUCTURE BY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION M[ LLC lilOJ/, iWINDOWS1001W. CROSBY RD ```,`5> 1lf CARROLLTON, TX 75006 .GENS9dti SERIES 420 SGD REINFORCED WITHOUT ADAPTER *` 0 51 NOTES. 9 6" x 9 I O i rye i.IN7ERIORAND EXTERIOR FINISHESBYOTHERS FRAME INSTALLATION DETAILS --4 TqT OF NOTSHOWNFORCLOINT132. PERIMETER AND JOINT SEALANT BYOTtiFJiS TO BE DRAWN: mNc hto. REV DR1 DESIGNED INACCORDANCE WITNA5TM Eli i2 V.L 08-02249 A NTS D'E 10/30/13 ISHEET5 OF 1D I//I[Nf11111 REIASIDN5 REV DESCRIP110N Wn APPROVED 2 1/2` MIN. EDGE DISTANCE A ADDED FLANGE AND FIN INSfALATION 1Z/10/75 R.L 1 1/4" MIN. a ' a.EMBEDMENT a ' TE/ J _ , 1/4" MIN. CONCREEMBEDMENT MASONRY 1/4" MAX, BY OTHERS [-SHIM SPACE OPTIONAL 1/ 4' MAX. 1X BUCK - Z 1/2" a I SHIM SPACE INTERIOR TO BE PROPERLY MIN. .` EDGE SECURED DISTANCE SEE NOTE 3 - SHEET 1 3/ 16" TAPCON 3/ 16" TAPCON ' ' CONCRETE/ MASONRY _ 9'( OTHERS • • EXTERIOR 110-ERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE a. ' ' OR EQUAL EXTERIOR 3/ 16" TAPCON '. SEE SHEET 3 OPTIONAL 1 X BUCK TI JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS TO BE PROPERLY CONGRE7EIMASONRYINSTALLAON CCNCRETE r I SECURED SEE NOTE 3 SHEET 1 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRa7mwSONRY7NSTALLA770N NOTES: 1. IN7MORAND EXTERIOR F7NISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERtmE7SR AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH AS7M E2112 MI WINDOWS AND DOORS LLC P, 't0 //// 1001 W. CARROLLTON, TXB75006 ENS 9d" SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 5 * 96, x 9 6" FRAME INSTALLATION DETAILS n i F TATDFwtu ti DRAWN: DWG NO. RE\' 08 022Z49 A i F•.1OR10. G\ S61OWN IL V NTS IDAM1D/30/13 1 SHEEI 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS MIN. DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE REHSIONs DE^"CRIP'noN DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L 1/4" MAX. SHIM SPACE 10 WOOD SCREWS INTERIOR 1 3/8" MIN. EDGE DISTANCE EXTERIOR INTERIOR r, SILL TO BE SET IN MABEDOFVULKEM 116 CONSTRUCTION ADHESIVE #10 WOOD OR EQUAL SCREWS FIl 10 wooD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING EXTEAIOR OR 2X BUCK BY OTHERS JAMB INSTALLA77ONDF7AIL WOOD FRAMING WOOD FRAMING 0R2XBUCKINSTALLATI0NOR2XBUCK 1 3/8" MIN. BY OTHERS EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION NOTES: 1. INTER/ORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SYOTHERS TO BE DESJGNED INACCORDANCE WTTHASTbf F2112 MI WINDOWS AND DOORS 11C 1001 W. CROSBY RD CARROLLTON, TX 75005 v 0 5 k_ SERIES 420 SGD REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS TATE OF rL` iORtDP: r`rS! oRA1vt+: Uwc ND. xEv V.L. 08-02249 A if[IsaleNTS °A 10/30/13is"'--T7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERT70AL CROSS SEOT70N METAL STRUCTURE INS7ALLA7ION NOTES: 1. tNTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY. 2 PERlMETFR AND JOINT SEALANT BY OTHERS 70 BE DESIGNED INACCORDANCE WITHASTM E2112 1/4" MAX. SHIM SPACE SET IN VULKEM 115 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS T- 7/B' MII EDGE D1STA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS f,' 1AAV REVf51DN5 DESCRIPTION DAIS APPROVED ADDED FLANGE ANO FIN INSULLATION 1 12/10/13 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 11111R.'711/,,z Soot W. CROSBY RD CARROLLTON, TX 75DD6 N 5•• v,•G NS :9 SERIES 420 SGD REINFORCED WITHOUT ADAPTER OyCsy'5 96' x 96 y ( fir t> FLANGE INSTALLATIOO N DETAILS if140 TAT OF friu ii irsS GOAI4wDWONO. 08-02249 RA 7/jA NAtj1` 11 l,1E SHEET TUTS 10/30/13 8 DF 10 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. a J. r EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR L_J U—ij INTERIOR SILL TO BE SET IN A BED OF VULKEM 11S CONSTRUCTION ADHESIVE 3/i6" TAPCON OR EQUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS d e' • y, 1 1/4" MIN. e' - • ' EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEW SONRY INSTALLATION REV61DN5 DESCRIFTION DAtE APPRDVFD ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 RL 1 1/4° MIN EMBEDMENT 1/4" MAX. a ' I SHIM SPACE 2 1/2" MIN. EDGE :. DISTANCE 3/16" TAPCON CONCRETE/MASONRY a °° BY OTHERS • 1 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK —/ CONCRETFJMASONRYWSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES.' 1. WI ER10R AND EXTERIOR FWSHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WAN ASTM Eli 12 MI WIN LLCooWw. cRoAND sBY00oR5 CARROLLTON, TX 75006 SA1R rvEN'y 4(p 0SERIES420SGDREINFORCEDWITHOUTADAPTER*• 96" x 96" FLANGE INSTALLATION DETAILS 51 ,TA OFir` j'cCOR.'D: DRAWNt DWG No. REV 08 A G\\ f/f / 1111IAlt0?\\\ GEr ALENTS — 10/30/13 B9OF 1D RMSIDNS DES 11-N DATE APPROVED WOOD FRAMING 1 M MAX SHIM SPACE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 RA - BY OTHERS INTERIOR 1 5/8" MIN. EDGE DIST. TRIM d 1 1/4" MIN. MIN. INTERIOR EMBEDMENT EMBEDMENT J MASONRY/CONCRETE i BY OTHERS 8 WOOD I BUCK BY OTHERS, SCREW EXTERIOR HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 7/1fi" MIN EDGE DISTANCE 3/16" JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4'. MIN. EMBEDMENT 8 WOOD WOOD SCREW FRAMING o BY OTHERS 1/4" MAX. SHIM SPACE 7/1 DI MIN r_,r_ ^ EDGE DISTANCE EXTERIOR j 1111JIr INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK WSTAIIATION FOR SILL INSTALLATION SEE SHEETS 4,9. EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE METAL STRUCTURE BY OTHERS INTERIOR TRIMeEMBIEDMENT TRIM MIN. INTERIOR HOOK STRIPHOOK STRIP OOD SCRSELF DRILLING SCREWPANELNTERLOCK EXTERIOR EXTERIOR INTERLOCK HOOK STRIP INSTALLAT70N HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC 1 1001 W_ CROSBY RD CARROLLTON, TX 75006 01%II[Iliff r• 'yGENg SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• a,Bj25 LINTERIOR AM]EXTERIORFINISHES. BY07NERS, NgILFIN &HOOK INSTALLATION DETAILS po•: STAT OF;ccr NOT SHDWNFORCLARITY. 2PERIMETER AND JOINTSEALANTBYOTHERSTOBE DRAWµuWc No. REV FS;:cCOR404' G``C DESIGNED INACCORDANCE WR' HASTM E2112 V.L. 08-o 24-9 A NTS DAB 10/ 30/13 JSHEErjo OF 10 Ar RGISIONS 1/2" MIN. REV DESCFaPTCN DALE APPROVED EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L 8 REVISED PER NEW TESTING 10/15/13 R.L 1 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. W000 FRAMING EMBEDMENT OR ZX BUCK BY OTHERS 1 3/8• MIN. 1/4" MAX. 1/4„ EMBEDMENT SHIM SPACE MAX SHIM i 10 WOOD SPACE INTERIOR 1/2" MIN. ' SCREW EDGE DISTANCE VILIEXTERIORINTERIOR 10 WOOD SCREW 10 WOOD SILL TO BE SET IN A BED OF VULKEM 116 SCREW CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL CPTICN3 EXTERIOR WOOD FRAMING OR 2X HICK BY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X HECK BY OTHERS WOOD FRAMING OR ZX BUCK INSTALLA77ON 1 3/8• MIN. EMBEDMENT VERTICAL CROSS SECTION 1410OD FRAMING OR 2X BUCKINSTALLA7TON MI WINDOWS CRODOORS LLC 00 W. SBY CARROLLTON, TX 75006 ` •ALENSF Q y SERIES 430/ 440 XIX SGD 1#• 0 1 *= NOTES: 1. INTERIOR AND EKfERIORRNISRES,BYOTHERS, 143" x 96" REINFORCED A y{gi ygt 1 NOTSNOWNFOR CLARf7Y. FRAME INSTALLATION DETAILS — A • STATE OF BY STOBE 70NO. REV a'lF s'; CIRI ES'GNEDfNACCORDANCEAW1TTiASTMF2Ti2LANT C G\` Ra: 08-00503CscN.l: oAIE02sREET NTS 23/093OF9 METAL STRUCTURE 15Y OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS VERTIGAL GROSS SE07YON META. STRUCTURE INSTAUA77ON NOTES_ i, tNTERIORANDEXTERIOR F7NISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TORE DESIGNED INACCORDANCEWITHASTM E2112 1 / 4" MAX_ SHIM SPACE 1 7/ 8" MIN. EDGE DISTANCE 4S OR RILLING—' 1 / 4" MAX. SHIM SPACE INTERIOR REVISIONS REV I VacmPfION WE IAPPROVED A ADDEO CHARTS 03/06/12 Rl.. 6 RENSSD PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L q ' 910 SMS OR I SELF DRILLING SCREWS .. 0 BE SET IN RUCTION ADHESIVE UAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTAL ATTON ME WINDOWS AND DOORS LLC 1001 W. CROSI3Y RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS PRAWN: DWG NO. F. A. 08-00503 DALE NTS — 02/23/09 s"'Et4 OF 9 Z, v tGENSy p,r X w TATEOFoOHALi'`: 2 1 /2" MIN. EDGE DISTANCE d.. + -. - 1 1/4" MIN. EMBEDMENT 1 1/4" MIN, 1/4" MAX. e '• d'• EMBEDMENT SHIM SPACE CONCRETE/ MASONRY BY OTHERS 2 1/2" MIN. OPTIONAL EDGE DISTANCE a INTERIOR 1X BUCK TO BE 1/4-" MAX. PROPERLY SHIM SPACE SECURED 3/16' TAPCON d SEE NOTE 3 SHEET 1 3/16" TAPCON d- CONCRETE/MASONRY BY OTHERS e EXTERIOR INTERIOR SILL TO BE SET IN a EXrERIOR A BED OF VULKEM 115 3/16" TAPCON CONSTRUCTION ADHESIVE JW OR ECUAL SEE SHEET 2 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT c VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLA TION 2 1/2 MIN. EDGE DISTANCE REVISIONS REV I DESCRIPTION MT£ AP"OVED A ADDED CHARTS 03/06/12 R.L. B REVJSED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/05/13 R.L. uE JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETEAlASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES., 1. INTEMOR AND EXTERIOR FINISHES, By OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JDLNT SEALANT BYOTNERS TO BE DESIGNED INACCORDANCE WITH ASTM E21 Y2 MI WINDOWS AND DOORS LLC 1001 W. CROS9Y RD CARROLLTON, TX 75096 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN; DWG NO. F.A. 08-00503 NTS 100.-. 02/23/09 sm'E 5 OF 9 lR I lL Lr= TATE OF 1000 FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING F( OR 2X SUCK BY OTHERS 1/2" MIN_ I EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 1 3/8" MIN. EMBEDMENT i--- 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCT1oN ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING 1 OR 2X BUCK BY OTHERS 1 3/8" MIN- E MBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK 1N57ALLA77ON NOTES. Y.INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. P. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIC,NED IN ACCORDANCE WITH ASTM E2T 12 1 /4" MAX. FSHIM SPACE REMCNS REV I DESCRIPTION WE APPROVED A ADDED CHARTS 03/05/12 R.L. R REVISED PER NEW TESTING 10/15/13 R.C. C ADDED FLANGE INSTAU.01ONS 12/06/13 R.L. INTERIOR F0 EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLAPON M) WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 X1X SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS OWc No. DS-00503 DATE 02/23/09 —ET6 OF 9 olltllil11/1JJSg. L0 Zx 44AT4 51 r- F ssfaNa'4 G METAL STRUCTURE BY OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE OR 7/6 { MIN. LUNG EDGE DII-STANC E 1 10 SMS OR SELF DRILLING SCREWS 1/4' MAX. SHIM SPACE FINTERIOR REIRSIONS REV I 06ORIP110N DATE I APPROVED A ADDED CHARTS 03/06/t2 R.L D ftEVLSFD PER NEW Ti3'i1NG 10/15/13 RL C ADDED FLANGE INSTALLATIONS 12INI113 1 R.L SILL TO BE SET IN1 1 A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SMS OR OR EQUAL METAL P SELF DRILLING STRUCTURE SCREW BY OTHERS EXrE RIOR METAL # i [ SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATION DETAIL 8Y OTHERS METAL STRUCTURE INSTALLATION 1/ER770AL CROSS SEC'nON METAL STRUCTURE INSTALLATION NOTSS 1. 1NT'ERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2 FERIM67ER AND JOINT SEALANT BY OTHERS TO BE DEST6NE0 TN ACCORDANCE WTHASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN; LWO N0.- F.A. OS-00503 MALE NTS I 02/23/09 —7 OF 9 TTATEOF ; u,- 7, do•. REVISIONS 2 1/2" MIN. Rfv DESCRYTION WE I APPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.I. MASONRY BY OTHERS H REWSED PER NEW TESTING 10/15/13 R.L. a . , t '•. " ...' . ' C ADDED FLANGE INSTALLATIONS 12/O6/13 R.L. 1 1/4" MIN. c EMBEDMEN 1 1/4" MIN. 1/4" MAX. A. c EMBEDMENT SHIM SPACE 7 OPTIONAL 2 T/2" MIN. o IX BUCK EDGE DISTANCE INTERIOR TO BE -- PROPERLY 1 IM MAX. i SECURED Fol SHIM SPACE E NOTE 3 3/16" TAPCON SHEET 1 3/16" TAPCON ",F EXTPRIOR II II II II I II INTERIOR 3/16' TAPCON CONCRETE/MASOI BY OTH SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE HY OTHERS e 1 1/4MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEWASONRYINSTALLATION EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 JAMB INSTALLATION DErA(L CONCRETFJMASONRY ( NSTALLATlON NOTES: Y. INTERIOR AND EXTERIOR FINISHES, By OTHERS, NOTSHOWN FOR CLARITY. 2. PERIMEMPAND JOWrSEALANTBYOTHERSTOBE DESIGNED W ACCORDANCE MTN ASTM E2112 M! WINDOAND 00oR5 LLC Lrb oosWw. cRose ARE 9 i CARROLLTON, TX 75006 SERIES 430/4- 40 XIX SGD 143" x 95" REINFORCED•= V FLANGE INSTALLATION DETAILSTEOFQ'`tS'CQ} D4: DRAWN: Dw0 No. 08 REV A. DAZE NTS 02/ 23/09 8 OF 9 1 5/6" MIN. EDGE DIST. A TRIM 4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE < BY OTHERS I BUCK BY OTHERS, HOOK STRIP 1X EUCK TO BE PROPERLY SECURED 3/16' TAPCON EXTERIOR PANEL INTERLOCK HOOKSTRIP 1NSTALLATION MASONRY/CONCRETE INTERIOR TRIM 1 3/8" MIN_ EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BLIVOW000 FRAMING REVISIONS DESDRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESnNG 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L METAL S4STRIP BY HOOS10 SELF bRILLING SCRE4' ANEL NTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES; 1. 1NTE'RL0R AND EXTERIOR flNLSHES, BYOTHEAS, NOT SHOWN FOR CLARITY. Z PERIMETERAND JO/Nr SEAL4NT SY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 D00DS LLCMIWINooWw. Lr0 cRasBY CARROLLTON, TX 75006 F.- /z dENs' 9,p 0 it, SERIES 430/440 XIX SGD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS TATE OF ;Lys DRAW: Dwo No. REV 08-00503 C Y77j11 1Al11\\\ suE NTS oA1E 02/23/09 sNeEr9. OF 9 6/9/2017 Florida Building Code Online r, _ ` a ,.' ` s ' F v sbr a¢sessas - - i . rF vt BCIS Home Log in user Registration Hat Topics i Submit Surcharge Stats & Facts ! Publications ( FBC Staff I BCIS Site Map Links Search b"i Product Approval y USER: Public User Product ADDroval Menu > Product or Application Search > Application List > Application Detail FL 4 t • 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@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence. pdf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https://foridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82Lv%3d%3d 1/3 6/9/2017 Florida Building Code Online FL15000 R2 Eouiv FL - 15000 Eouiv of Standards.Ddf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 68 "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. L.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation,) 15000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2 Ddf Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of ")" 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 FL15000 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: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" 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 FL15000 R2 II INST 15000.4.adf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL IS000.4.Ddf 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 and sidelites, which have been stained or painted within 6 months of installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://floridabuilding.orgipr/pr app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d°/"3d 213 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 li INST 1.5000,5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars, (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door -Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 fI INST 15000.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any F1_15000 R2 .AE EVAL 1S000.6.Ddf 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.) t®l 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 Flodda. ;: Privacy Statement ;: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mail address released in response to a public -records request, do not send electronic 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('_), `lorida Statutes, effective October 1, 2012,. licensees licensed under Chapter 455, F.S. must provide the Deparment with art email address if they have eone. The mails 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 withan 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 ,. Awwppr provalAccepts: E' R Ei;hrd: Credit Card Safe https:// floridabui ldi ng.orglprlpr_app_dfl.aspx?param=wGEVXQ4.vtD quS73Fr2ZyiPozAnA6CzH Q3yM Kg2Hy8%2fuCfc2M R i SC82w%3d%3d 3/3 IXTERIOP INTERIOR rz36,0(rMAY. S. DOOR i HORIZONTAL CROSS SECTION PAI,aWIDTH DOOR PANELF1:V 235* 1AV-1 r, rl EXTERIOR JNIERIOR e LATCH SnL-- PAIL FIBER CLASSIC) -!FIBER CLASSIC) R CL", rISE 'IC TMY DOOR PANEL Ti Fiber Classic Lu 02/24/ 7 2 sula N.T.S. MSIC) INGE STILE $ ORMCL - 2 VEIMCAL CROSS SECTION v". RY, lK J DOOR PANEL I;K —2YLFS FL- 15000. smw 3 or 12 OP. • INTERIOR INTERCEPT SPACER 40 4i SEE NOTE 1 5" 1u L19:fFD. GIAs_s lVl SWC LITE EPAME GLA+7ING aMtl 13.9375" MAX. PANEL WIDTH 7,125^ MAX D.LO_ WIOTN SUEL1TE PANEL Smooth Star 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 7/8" TEMPERED GLASS rNTERIO$(` !PERCEPT SPACER 40 29 SEE NOTE 1 5" INSULATED GLASS Wl PVC LITE FRAME GLAZING DETAIL 1/2" MIN, CLASS THK. 1/8„ TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS E 1 SEE NOTE I 1 _1 HORIZONTAL CROSS SECTION 4 SIDEL17E PANEL. 2152' F---2589' . 1.61E 42 PLASTIC UP LITE_ P77AME /1 PLASTIC UP LITE FRAME EXTRUDED PVC T EXTRUDED SAfC LIZ, ( .G VFXf1CAL_ CRO55 SEC710N 4 SIDEUTE PANEL MOTE., IC_LLJJ— e 1. Spac7n8 for Rcm #29 & J41 (fits frame screws) is os follows: From the bottom up on sides 6.5". with (7) mar* spaced at 9.875" o.c, there are (2) ecrews both tap and botfam of 2.125" in from each a2 SIDELIT£ TOP & BOTTOM RAIL 36 SIOF IE BLANK SIDE SALE eamer. FINGER JOINTED PONDEROSA PINE, SG=0,43 FINGER JOiz— PONDEROSA PINS SG-0.43 gn o m in;0z: 0 Ya m a a •: e z m 5 aO a z Clu 3d h t 1 i Z [ e 02 Z4 12 Ln MT a BY: JK u er VS 3 FL-15000,3 iT7 a a 1-114"MM. Umt, tTYP.) HORIZONTAL CROSS SECTION 7 7 HORIZONTAL CROSS SECTION 1/4" MIN. EMB. (TYP) V mow• ys am I rf11 11(11 k` y m x M4 e m c a e L10i E rz I 1. The sldelite Ic direct set into the jamb with (72) Rem #43 a a8 X 2" pfh. wood screw. There ore 4) of each vertical jamb, from the top do" of IM5', 31', 46.5" & 96' There are (2) at the header at 4" from the outside earners of the Frame. There are (2) at the mll, 4" from the outside comers. e 02/24 12 a, eYr JK c. aR LFS 3 1WM xa.; ° FL—T 5000,3 7 or 12 ° I fl I I MULIJON II II II SHOWN FOR II MASONRY 49 II REFERENCE I! !I OPENING TYA. HEAD II MULLIONJII JAMBS I[ SHOWN FOR II E! REFERENCE II i fI II 2X BUCK EI II II I ( I I II II I1 l ASTRAGAL II II j( SHOWN FOR Il II II REFERENCE It II it fi Q 11 II I! 11 II II DOUBLE W/SIDET BUCK ANCHORING L MASONRY OPENING CONCREMANCHOR NOTE: T. ConcM-fedhchorlooations offhecoMers maybeadJusted tomaintain the min_ 2X BUCK edge dWcuv-e to nvdM jointL 2. Concrete onchorlocations noted as V". ON CENTER" m wtbe acWad to ma ntain fhe min, edge d1stance to morfarjorrds. odditionof concrete anchors may be requited to ensure the "MAX. ON CENTER° dunension ore riot exceeded. 3. Concrete anchartable: 7V fNrB€pMl h7( TOThiA3L7NRk • `' It 3?D r3ICEFlP 1TW TAPCONa 1/4" I -IX 2" Ad ELCfJ gLTRACON® 7/4" 1.7/4 T" 4° rs 6 14. rye m6 z° I t a lay'0= r! aII i`rlr g a MASONRY f9 k f rlric OPENING TYP. xEAO w JAMBS o o` N'Z m as2XBUCK ASTRAGAL e cz W SHOWN FOR R REFERENCE II o i[ F f 1j 1s1 Y r~ s I( SHOWNNFOR !I 49 REFERENCE II TYP. HEAD II do JAMBS I Il li II II II II 11 II II MUWONSHOWN FOR II REFERENCE I1 II Il !I 11 Il MASONRI OPENIN( ZX BUCK 11. as N.T.S. BY, JK c er: LKS twwc No- FL—T 5000.3 r 8 arm o0. on •:z Z Em z tlo BoTrom v o g oZ pp 27 0 23a. U 27 Typ' 27 TYP. TYP. h o p J 32Y 32S o F 1. 470" 4 A663' 0 NW O 2 SEE NOTE 1 x U 0 4 w 8 I a eI 0. 126' ^-- c o a DM E/24 12 n NOTE: ASTR4Ga1 DETNL sut N.T.S. a owr„ er JK n 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP cm ar. Ln 0wkoNw n AND THE BOTTOM. FL- 15000.3 n sw2r 1 T or 12 6 l,6W MAX. ovetAlLTRAMEWIDIHTHERMAITRU5 ' rHEF;ZMA TRU DOORS TTb 7t1 n114TRtP3. DR., EnmcMnN ON —.17 FIBER CLASSIC" / "SMOOTH STAR" r w-acnvE active 8'0 INSMNG wl & WOUTSIDELITES FIBERGLASS DOOR0'NON-IMPACT" pno GENEi2AL NOTE 1. This product has been evoluaied and is 1n aompllanm with the Sth EdMnn fM14t Rodda Buming Coda fSC( siNcturol requirrmenis including the 'Nigh Vefodiy iluRCarie7Drle (HYM, 2. Produdonch sshollbeeasWedandspacedasshovmondetdfs.AnchorembedrneWlobase materid shalt be beyond wal dressing orstucco, 3. When used In fire'HVHZ this product lcmqulred fa be protectedwlih an Import resistant covering that mmpGes wtih Section i 626 of the FBC. 4. When.used In areas outside of the 1HYHZ' mqg Wrlr wind borne debris protection ttds product s mqutred io be protectedwlth an lrnpod resistant covedng chat cornp0m,mth$ection 1609.12af the iBG 5. for 2x stud frtm(ng com rdeflom anchoring of these units chaff be the sortie osif= shown for 2x buck masonrycormfructlon. d. ilfecondiivnstnd'deviafe amthedefolsofthisdrawingrequiefuAherengheeringanalysT517y a 4cersed engineer arcegatered architect 7. This product does not meetthewder inNITatlon requirements ibr, the"NVHL : hwng units shall be Mulled only in non4mbudbTs areas orathabitoblelocations protected by on averhong or canopysuch ihatfhe angle between itle edge of canopy or overhang to 01 b less than 45 degrees. TAKE CONTENI3 SHEEP$ 0MCRlP)TON 1Typicalelevations, design pressures&generdnotes 2 Door panel detai's SmoothstcM 3 DocT'ponel delv7s (Fioerclamct sia. 11. panel deldils & alaft detail 5 Vertical cross sedlons 6 Hortwnfdcross secnorw 7 He' tdcrosssec5ons 8 SuckMc' rodng 9 Frvme anchorrg 10 Frdme anchoring 11 Astragal detail 12 Wof moieri&&Coin oDe s Nllul liri 37.50 t" SINGLE INSWING Unlfr x SEE DETAIL A'/ 1 SHEET 6 5 02UL%E INYSIDELITIES INSWING UNIT Dxxo 746VMM' DVHtAI . FRAME Wm1H D D y., 6BSat> '. Ax I O" W17fH rD DZRSEE DETAIL A"/ 1 SEE DETAIL "A"/ 1 SHEET B g SHEET 6 g g pOuecF (N. fx SAJ L ! S Afl,r,E$ N$WVC-jNji MONEY ria Tl{ JJ, i il_•'M'R 1,c^ ,i... ..:_...,_.^yi R FL- I5000.¢ G 55 IA j q56 FV fim XWMAK E p gDOOR — INTERIOR mz (4 z! fPANELWIDTH I\ HORIZONTAL GROSS SECTION DOOR PANEL 3, 4.Mr Om I Z45' EXTERI DR LNTERIOR kTG " ST'-F STAR) op O—ITH(SMOOTH STAR) z DOOR PAN SmaDth Star 1,157 L- M n-02W2 NLIIIGE VERTICAL CROSS SECTION PM hy. JK ol SMOOTHW) \,2 OOOR PANEL ONV. BY. LFS KaDPAWM N., or 7 1KWW272] _Z_ or 0 TE 2 rE 2 VERTfCAL CROSS SECTION 5 20 EXTERIOR o 6 i SEE N97E 2 f` • v 3 VERTICAL CROSS SECTION i f ,r• Shown w/tx sub—bu:.fc OP77ONAL SURFACE BOLTS ON AME PANEL t• •. SEE NOTE T 1MCAL CROSS SECTION SEE DESIGN PRESSURE• CHART) NOTE" 0 1. The sfdoUto is direct set Into the Jamb wish (T2) m OzItemJ43a #8 x 2' pfh. wood screw. There are (4) at each vertical Jamb, from the top down at 13.6". 31", 48.5" & 66'. Thera are (2) at the header at N.T.5- 4" from the outside comers of the frame. there ore o*L JK2) i13 a i8 x 2-1/2' pfh. wood screw at the 0T4- from the outside comers. exK St LFS L_ FL— i5000.4 2. OPTIONAL SURFACE BOLTS ON ACYNE PANEL SEE DESIGN PRESSURE CHARS O. C- MIN C-SING. SEE NOTE 1 S . 7• The s;dellte is direct set flrto the jamb rrr!ltr tti N L 43 with (72) Rem J43 a f8 x 2" pfh. wood d6 s o n z screw. There are (4) at each vertical 4 t1 n jamb, from the top down at 13S", 32 ", 4aS' & e6". There are (2) of the header ACTIVE hi g z m e ogcw at 4" from the outside comem of the frame. there are (2) J13 a #a x 2-1/2' pfh wood saraw of the Al. 4" from the i.'= ;'•F;; cz t outside comers. t •! g Ea p, h7 j• INTERIOR o 36 45 a,. 46 o a 4 t 29 44 D!~rIJL_ A i y N o 35 17 76 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 4` u i-V4 MN. SEE DESIGN PRESSURE CHART) a Q U& tTYPJ r 16TLWOR 3 HORIZON -AL CROSS SECTfCN 3I o a 22 0.1d"MIN. m C-SINK 8 7 v \ SEE NOTE 1 . 27 5 7 43 33 Z INACTIVE ACTIVE 1D G1 iv t 36 z 13 INTERIOR 4 44 rd z a c 9 70 37 45 woe: Q2 24 12 ROR sv1s: MTS• oec an JK ++ i8 6 HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION Lr5 ; a ownwc tnL FL-15000.4 06 sxEv 6 ocL_ Ow I 38 II I 1 MASONRI' 1 II 11 _ 38 11 may•'-... .... <.. 0 S "' I v ° ° OPENING II rrp- HEAD I\ II OPENING TAP. HERO JA.MES ASTRAGAL & JAMBSIIl SHOWN FOR I I R OWN FOR - 8 I I REFERENCE i i 2X BUCK REFERENCE$ a 2x BUCx I I j MULLION 1 MLiLLION t I a 1 f f SHOWN FOR 1 SHOWN FOR I I 6 8 i`, i REFERENCE 1 REFERENCE I! r k I !I ' aa II I N o II 1 li 1 "3 fl tl Jf II ma m q V 00061F DQQR WIVO :y.>:= IUT> LDS6LFDOOR m BUCK ANCHORING 4" BUCK ANCHORING a tea-- . I I¢. a a I1 — tt t— t I r T— — a _JI m II 3a If ss MASONRY it II MASONRY HOPENINGIITYPHEADIIOPENINGiYP. HEAR II &JAMBS II & JAMEIS II II V BUCKIII o 2X BUCK II MULLION II QONCRETEMCKORNOTES; II SHOWN FOR I1 ! 1. Concreteanchariccclonsatthe comersmoybeodjustedtomobtainthe min. II REFERENCE II ><^ edge dlstoncs to mortarjoini& I I I 1 e 2. Concrete dnahor tocaiions noted as "MAX ON CENTER' must be adjusted to maintaln the min_ edge datance to mortarjohb, addliional concrete anchors mcyberequiredto emure the MAX ON CEWER'dimensiori me not weeded i I MULLION I 3. Concrete anchartabla I ] SHOWN FOR I ( N 11 REFERENCE II n v ` z d IIIIax aru: X. T.S. ITW ii If owe ari ix o 7; oxx. ar. 7s 3 SINGLE DOOR WaDELtTES $I L._SI[LEEDOORFL-15000.4 0 BUCK ANCHORINGBUCKBUCKANCHg•PING a 2?!1_; J O=R_.%ATTGHOR•, VIAL•.,',. 177H C-{$4'R4;NCE.:iIN:iCicA'Ri>:A?" 1'P. E-':'=.'` MASDNF OPENIP FW tv 2X BUt SEE DETAIL VIFW "B"- SEE TDETAIL Y is BUCK INSTALLATION s6 w TX BUCKSTALlA710N IE 43 BUCK1AMEM Ty?. X SEE DETAIL "7" iYP. Silt 14 i Ti it 1 iF i r i V Tf t' r " " 8" -.__J L— -,- DOUBLE DOOR W/SIDELI CONCRETEANCHOR NOTES: T. Concrete anchorfocatians at the mmeis maybe ac6usted to mafntofn themin. edge cWMce to mortarjoints. 2_ Concrete anchorlocatfons noted dr 1NAX. ON CENTER' mustbe advsted to mofntcrin the min. edge distance to mortarjoir&- addffonaf concrete anchors may be required to ensure the "MAX. ON CENTER'dimemion ore not exceeded. 3. Concrefeancharfabte: r r',•r!I L y yF{Y18,.,C! C7;N,V,FyS-CT!'±... ... 1'F,•_'"-'.yi:L.•GV'.;z--':. aa-;;«:•: .,.y^..... ;= 3C:2i.`YeBFi/l{v. TAITW 1/4" 1-114, TAPCON wuuu aurcnrinure i w,. i vv, w. T. Maintoin a minimum 5/8" edge distance, i" end dAlance, & T" o.c. spacM9 of woodsaews to p2ventitio spfdfing atwood. THESE- (2) ANCHORS- REQ'D ONLY WHEN DP > 47 PSF I M SONRY OPWXG iv FRAME-\ X BUCK SEE DETAIL M-T11TF7 w/ax aucx y rs INSfAU 1Ti0N w//tx sue)( se Ih(STXLLAi10N o n 7YP. HEAD & JAMBS O SUCK SEE DEML FA nTyp- TYP. %LL t q, Y VIEW "Ct-'C" _ .0"= L.—A' VIEW, A,r-"A' 4NCLE DOOR W/SJ0 m v. 13 49 30 30 0N w/2X BUCK 13 0 31 37 a z NsrALlA71oN B 13 v Tx eucK TALLA7 0 N o in Q AfL "3' DETAIL "2 ASTRAGAL & SURFACE BOLT TO STRIKE PLATES m HEAD 10 W DFTNL °5' T3 r, 31 o WB 02 24 12 73 s'W.A N.7.S. 0 - 30 urlc. m JiK DEL "1" qus. m LFS TAI LDETAIL "4" SURFACE BOLT STRIKE PLATE F 1 0 THRESHOLD - 15000.4 2 SEE DETAIL '2' W/2X BUCK MASONRY TALLATION OPENING jg Tk SUCK INSTALLATION AYP• HEAD O FRAME JAH45 2X BUCK 7y Nv. SLLL SEE DETAIL ' I" SEd DETAIL . 3. L rt L I VIEW " B"-"B" a- -- J Lw A" DOUBLE ODOR COPICRETEANCHOR NOTE5. T. Concrefe ondhorlccattons at the comers maybe odfEsfed to ma67ta7n the mirL edge efstance to martorjonstx 2. Concrete androrlocrrtiora noted as "MAX. ON CENTER"must he adjusted to ma nta n the min. edge dMonce to mortarjoints, ada7flonal concmte anchors may be requAed fo ensure the "MAX. ON CEIM' dihrension ore not mcceeded_ 3. Concrefe onrhortable: ism ASOAR, 1z -= i3;1DIACEI•' JTW TAPCON R TAPCONm 3/16" 1-1/4" 3" 1. Maintain a minimum 5(8"edge distance, 7" end disianrr_, d, T' o.c. spacing of Woad screws fo prevent fhe spfifting of wood. SEE DETAIL ' 4" W/ 2X BUCK MASONRY) • D• p 'HEAR OPENING - g JAMBS FRAME - - 1 2X BUCK SEE ate•. p DETAIL 5' 14 TYP. SILL SINGLE DOOR W/ TX BUCK 30 INSTALLATION 13 12 W/2)( SUCK 1NSTALLA770N 13 10 10 DETAIL 3" 70 DJITAIL 5" VI/ 7X BUCK 50 INSTALiATIDN W/ 2X BUCK T3 INSTALLA77014I DETAIL 4" i VIEW — A" 4C f•• w -. •ro Iq z _ y'•. ti• . Zri = n e ez C o J 1 a i O 49 30 30 N/ 2X SUCK 13 d 31 37 INSTALLATIONW11X BUCK ,fig INSTALLATION DETAIL " 2' 6 ASTRAGAL do SURFACE BOLT o a STRIKE PLATES ® HEAD e u: 37 31 = o o ^ o zOArE: 02 24 12 30 0 30 s MT.S_ cars IV, JK DETAIL " 1" cwc sr. LFS SURFACE BOLT STRKE PLATE 0 THRESHOLD FL- 75000-4 srssr L ova? _ L i i i t L 111711 jI111 SS`t y' > o, TB,BB" IB.88' 10,63" loll 14.39" E n m a z7 27 TYP. 27 +r 7YP. TYP. AS, 3 ?S TSId °' y 0.75" US' IIry y ODV --- 24 SEE NOTE T w N N v 4 uz y m e U 6 I G d we:OZ/24 T2 ; 24 A'A' DETlJL acuvl N.T, S. a NOTE 1. THE ASTRAGAL BOLT HAS A S' THP.OW A7 THE TOP cx m LFS 3 4v rnKc wa: z AND )'HE BOTTOM. FL—T5000.4 SHFEf ]T OF w,:,e.._,.-:>::-.sa:r:-.:-._..—.r-.,+,c-..-T.,.o-.:e:._..e-r-n-r<r.—_—__a:--.:.,vr.>-_-:e.,.,T.:„-..::•-<n.n-—n.—ra'e:.:_r,:-.r.:rm ua:,r.,ond::.•,F.. n,..e n*.... r.,r name:e.+.nw.earr,aac-ne"c..s+,.nuR,.v arr n.•:a„,,.r.„.. x.,. _.>.--^--a-m,.....,--,"..n.,T,,.n m-Irv...,a..-•:.,e"e.,..,n:..-:.:.. t.,,.v...,_,,....n,,,.. THMWA-TNV wtio Y79d &englh 6(rri , 40 a0 psl PIM;GVS5 SMWTH STAR (SS) SkSH & PANEL 5JM 0.07- )4AL TM ME)taA5 TA EY 7i4MA-79U 41A vtd smooth rUfnn I.r nm .; 1 11 IlraSo " - 1 1 CORCguE I My 751' 00 T UO 8 SURFACE 80LT (IVES .25- 51EE7 ) WX Ho SURFACE SpLT 5MIKE PLATE e.125' =EJ La lb F5 R 08 WOOD FRAME QKM) FINGER JOINTED PONDEROSA PINE, sc=0.4,3 INSWING DOOR sorrow sw MYL -080" MAY- WALL, 035' UIN. WALL 2.T4 09E- 02/24/12 OkLv N.T.S. 19 SELF ADJU.SrNG SADDLE THRESHOM MIrK ALUMINLJMIVJbM 04 -2paa LFS 080, . 9OTOBOOT 0.09" EXTRUDED VINYL WAIJ. FI-15000A Ll R W R W Buil"g Consultants, Inc. B Consulting and Engineering Services for the, Building Industry C P.O. Box 230 Valdco, Fl, 33596 Mono 813,659,9197 Florlda Board of Pro&adonal Snet ws CLrtrficare of Authorirxlon No. 9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber Classic" / "Smooth Star' L'Kterlor Exterior Door 118 industrial Drive 8'O Inswing w/and wfout Sldelitos Doors Assemblres Edgerton, OH 43517 Fiberglass Door Phone (419)298-1740 Nary-tm act` Soape. This Is a Product Evaluation report issued by R W Building Consultants, Inc, and Lyndon P. Schmidt, P. E. (System ID # 1998) for Therma Tna Corporation based on tlule Chapter No. 61G20-3, 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 fibanoial interest in the company manufacturing or dlstrtbuitng the product or in any other en@ty Involved in the approval process of the product named herein. Llrnitations: 1. This product has been evaluated and is In compliance With the 5th Edition (2014) Florida Budding Code (FBC) structure( requirements Including the 'High Velocity Hurricane Zone' (HVHZ). Z Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shalt be beyond wall dressing or stucco. 3. When used In the'HVHZ" this product is required to be protected with an Impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product Is required to be protected with an Impact resistant oovering that compiles with Section 1609.1.2 o1 the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. B. Site conditions that deviate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water Infiltration requirements for the "HVHT, inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. 8. See drawing FL-15000.4 for size and design pressure limitations. Supporting Dacumenfs: 1. Test Resort No. Test Standard TEL 01460337-A,B,C ASTM D04-W,ASTM D1929-96 ASTM 02843.99 TEL 0146033EA,8,C ASTM D636-03, ASTM D1929-96 ASTM 02843•-90 STT'S00001 A`dTM G2-96 15427-107362 ASTM E84.00a ATI 67608.01.10E-18 ASTM D1929-96 ETC 01-741-10701.0 TAS 202.94 ETC 01-741-10703.0 TAB 202-94 ETC 01-741-10593.0 TAS 202-94 TEL 06-1031-3 TAS 202-94 TEL 06-1031-4 TAS 202-94 Testing Laboratory Signed ITV Testing Evaluation Lab.,inc. Lyndon F. So4mldt, 13,5, Testing Evaluation Lab.,lnc, Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,inc, 2. Drawing No, Prepared by f'+ "+%°rt,-•-•,, No. FL 15000.4 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA#9813) ASTM El300 Class toad Lyndon F. Schmidt, P.E. i 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management !- irtstltuio , oortifying that Therma-Tru Corporation is manufacturing products within a quality essurance program that complies with ISO/IEC 17020 and i :;• .`,{ :; tom, taulde 63. A -.`;, Sheet 1 of 1 r. i Lon Hicks, VP Operations William E. Rtdh, 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 F. Sctnnidt, P.E, FL Pi= No. 43400 2IV201 s w Job Address: 3993 Night Heron Dr CITY OF SANFORD BUILDING ,& FIRE PREVENTION PERMIT APPLICATION Application No: I l" 1 Documented Construction Value: S 5,198.00 Historic District: Yes No Parcel ID: 17-20-31-502-0000-1900 Residential 0 Commercial Type of Work: New X Addition Alteration Repair Demo Change of.Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property' : NO City, State, Zip: Lake Mary, FL 32746 ContractorInformation 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 Arch itectlEngi'neer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE' OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF .COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida. Building Code Revised: dune 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 1CC 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. 3122/201.8 Signature of Owner/Agent Date Signature of Contractor/Agent Date Robert Kulp Print Owner/Agent's;Name Prn ontractor/Agent's am 3/ 2/2018 Signature of Notary -State of Florida Date Si ature L of Florida Date Notary Public State of Florida Arionna C Rosenwinkel My Commission GG 147038 Expires 10/011202;i Owner/Agent is Personally Known to Me or Contractor/Agent is Personally nown to Ivie or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: New Construction: Electric - # of Am Occupancy Use: Min. Occupancy Load: Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtu Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Inh A TAIA7 nmp- 8/2/2017 144710 Subdivision Phase I Bid I UU I BIk BILL TO: 'Starlight Homes - AWH Lot/ Sub: Wyndham Preserve 1 1 11901 3993 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL '32746 City / State /Zip Sanford I L 132773 2406SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pu pR-410a A/H-2 or Furnac( Job Contact: S Woolwine A1H-1 or Furnace FB4CNP036L00 Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14N,B036ODG CU-2 Date Required: T'Stat:, TH6220D1002 T'Stat: Filter Base AHU Location NIA 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency A/H-3 or Furnace A/H-4 or Furnac( MUST BE ACCURATE AND COMP I 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 BranO: Honeywell/Johnstone Vent. Damper Y815OA1017 Qpy 1EAlPulls. Permit: yes Builder calls inspection: yes Zone Kit #1 ZD1 EAltalls inspection: no Zone Kit #2 ZD2 Thermostats ZD3, Ventilation Cost: 385.40 Transformer ZD4 torSurgeProtector ZD5 ByPass Damper #1 ZD7 ZD ByPas's DaMper,#2, PO Numbers Qty Yes No Qty., Yes, No Olrs.Stamped StI. 16 X, flue Pipe: x Grs.Stamped Returr 8 X FilterBasex 00. White S/A Adj. X Mery 8 Filter x Qrs. R/A White AlUn 1 x Eliect. Air Cl. x Kit. Hood Duct: X Conc. Slab: x Kit.. Down, Draft Duci 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 03- Fabrication Labor 1.98 24.95 Roughin 2,544.00 28. 56 428,33 04-Installation Labor 06 Piping Labor 7.13 121.13 Trim 2,544.00 14- Kitchen Vent Trim 1, 308.32 02-Material/Tax 01 - EquipmentfTax 1,482,48 Permit 110.00 110. 00 09-PermittOther 011 - Delivery Labor 1.46 18.43 20- Pull Material Labor 2.92 36.85 Total Contract: 5,198.0 2. 501 42.50 12-Startup Labor Job M Ashton- Starlight Homes Performed for: Lot 190 2406 UR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone:407-886-3729: www.enbrgya[r.com GRenner@energyaircom BVTW Scale:1/8" = 1'0" Page.1 RighlSuite® Universal 2017 17.0.08 RSU17013 2017-May-16 11:41:10 ham PreservelLot 190 2406 UR.rup 1eve12 1112 m bed Sx4- - niba 19 m 4,. ww VTR10x6 121 Cfm svrR G 12 x 12 6 177 c'm A'YTP 4 16x toxe 49 din SubRis r T 24 x 12 cavTR S 951 din 49!:fm RfiV I alic B.x4 46 din O 8 x 4 ba2 4 cfm 8, cl.4 B`x4 i4 " 13 CG y \ 6" —y 011 10,x6 14x6 10x64x669,trm 85 cfm bed.3 AHU ON METAL STAND 3.Q TON 240V15KW HP bed.4 Job #: Ashton- ttarlightr Homes Scale; 1/8" = 1'0" Performed for: Ever fir,Inc Page 2 Lot 190 2406 UR 5401 Energy Air, Gt RightSuiteGUniversal 2017 Orlando, FL 32810 17.0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017-May-16 11:41:10 ham Preserye%Lot 190 2406 UR.rup wvwcenergyair.com GRr'nner@energyair.corn Revision City of Sanford Response to Comments MAR '19 2018Building & Fire Prevention Division Z, Ph: 407.688.5150 Fax: 407.688.5152 u _ Email: building@sanfordfl.gov Permit # 17-2797 LOT 190 Submittal Date 3/16/2018 Project Address: 3993 Night Hernn Drive Contact: Jason Ornoff Ph: 407-494-9207 Fax: Email: jason.ornoff@starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: ROUTING INFORMATION Approvals 3•z FINAL BOUNDARY SURVEY 1_1-9-7q WYNDHAM PRESERVE LOT 190 PB 81, PG 93) PCP I LOT 189 S 89'43'03" I i N89'43'03"E 115.00' 25.00 S O 1 q 0CI N a t15.3' - - - 0 D4 49.7' 40.0 AQ.. rn I n : PAT*.100c I N of 3 Q Z o 3 t15.3' 4,0 2 STORY RESIDENCE I WQ a PAVER 3993 NIGHT HERON o LOT 190 I WALK 0M6 AREA = DRIVE 0 a o "' QM ^ I r 6,900 S.F. +/- n o w o h I Q 'n o FFE= 25.96 z 00 aIx I a No A/C 1 I a o f PAD z w I 36.0 49.7' o UnC I PRINCIPAL BUILDING M SIR w I SETBACK (TYp•) a 115. 00' S89'43'0J1W I ` 6 PCP I ?31 LOT 191 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' sin LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk -Licensed usiness BFP-Backflow Preventer Sight Distance Easement S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light P -Plat FFE -Finish Floor Elevation D.B. -Deed Book Water Meter O.R.-Official Records Book D4-Water Valve P.B. -Plat Book Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver Co -Telephone Box SW -Sidewalk E -Electric Box FFE -Finished Floor Elevation O-Utility Pole CI -Curb Inlet O-Guy Pole GTI-Grate Top Inlet Light Pole P.U.E.-Public Utility Easement F--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride 0 -Storm Sewer Manhole NCS -No Corner Set (Falls in Water) 0 -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK CVXL-Irrigation Control ValveP.K. -Parker Kolon Nail r -Sign SIR -Set 1/2" Iron Rod LB7768 WD4-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod L87768 Existing Grade FIP -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 LB7778 Note: Some items in above leaen 10.2 -As-Built/Existin Grad may not be aDDglicable Description I Date I Dwn.ICk'd I P.C.IOrder No. I DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 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. C NNE N oN L O N 0 vt o-0 Z 'o v (D u) M0$ C O O v N N 0] J LOT 210 SIR O O LOT 209 0 RR LOT 208 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. 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 190, 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, 06 26 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. i GeoPoint Surveying, Inc. JpKes D. Leviner LS6915 Drawn: RCA Checked:JDL P.C.: Data File:BrissonEast-Plat RIDA PROFESSIONAL SURVEYOR & MAPPER NO . .................. Dot NOT Dwg:tkis,ontast-Lotlso Order No.: NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Feld 8k: —